20040615.pdfDATE RECEIVED /?
CITY OF EDMONDS
CONSTRUCTION PERMIT APPLICATION
OWNER NAMEiNAME OF BUSINESS
MAILING ADDRESS
CITY Z'I P "ITELEPHONE
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NAME
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CITY ZIP
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NAME
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STATE LICENSE
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PROPERTY TAX
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PLUMBING / MECH
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LID NO.
PLAT NAMEISUBDIVISION NO� LOT NO.
LID FEE $
TESCP Apploml
PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP HW Permit Ruq."'d
street use 1"Or"I't R00
EXISTING PROPOSED inspoctirin Required
Sidewaik Required
REQUIRED DEDICATION FT underground
Wiring required
METER SIZE LINE SIZE NO. O�ZFIXTURES PRV REQUIRED
, ;7) L'i 11 1 Lt 7 Tx_'e6? YESX NO 1:3
REMARKS
OWN E RiCON TRACTOR RESPONSIBLE FOR EROSION CONTROL/DRAINAGE
EERING REVIEWED
FIRE REVIEWED BY
VARIANCE OR CU
SEPA REVIEW
COMPLETE EXEMPT
EXP I >(
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DATE
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HORELINEORADB# I INSPECTION BOND
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SIGN AREA HEIGHT
ALLOWED PROPOSED ALLOWED PROPOSED
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REQUIRED SETBACKS (FT) PROPOSED SETBACKS (FT)
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REMARKS
PROGRESS INSPECTIONS PER UBC 1081FINAL INSPECTION REO'D
$3615,99(e
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Description FEE Description FEE
Plan Check State Surcharge
HEAT SOURCE GLAZING % LOT SLOPE %
Building Permit 2 City Surcharge
PLAN CHECK NO: VESTED DATE Plumbing Base Fee
0_/_ 6 & Mechanical
THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO
t: BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC
DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE Grading �2J V
SEPARATE PERMISSION.
Engr. Review
PIERMIT APPLICATION: 180 DAYS
PERMIT LIMIT., 1 YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS Engr. Inspection
SEE BACK OF PINK PERMIT FOR MORE INFORMATION
(n Fire Review Plan Chk. Deposit _:�)L
"APPLICANT. ON BEHALF OF HIS OR HER SPOUSE, HEIRS. ASSIGNS AND SUCCESORS
IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF
2 EDMONDS, WASHINGTON. ITS OFFICIALS. EMPLOYEES, AND AGENTS FROM ANY AND Fire Inspection Receipt #
ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY Z3(dG7
x FROM THE ISSUANCE OF THIS PERMIT ISSUANCE OF THIS PERMIT SHALL NOT HE
0 DEEMED 10 MODIFY WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE Landscapelnsp. Total Amt. Due
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0 NOR LIMIT IN ANY WAY THE CITY'S ABILITY TO ENFORCE ANY ORDINANCE PROVISION."
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Recording Fee Receipt # L4 11) d--Q'
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I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAr THE INFORMATION IC TI PPM
�'PPLI A A
GIVEN IS CORRECT; AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF ION APPROVAL
THE OWNER. I AGREE TO COMPLY WITI I CITY AND STATE LAWS REGULATING CONSTRUC- This application is not a permit until signed by the
TION ' AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED CALL Building Official or his/her Deputy: and Fees are paid, and
IN VIOLATION OF 'THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION receipt is acknowledged in space provided.
WORKMEN'S COMPENSATION INSURANCE AND RCW 10.27. OFEIC 3 1 G NP
1 DATU
SIGNATURVIOWNER 911 AGENT) DATE SIGNED (425)
771-0220
DA E
ATTENTION EXT 1333
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL
A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI- ORIGINAL FILE". YELLOW INSPECTOR
CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 PINK - OWNER GOLD - ASSESSOR
09/03 PRESS HARD -YOU ARE MAKING 4 COPIES
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0fVELXPMEN7 INFORMATION
TOTAL L-A.ND AREA 4v,qo.� c:LO FT I q) AC-)
AREA OF ROADWAY 3. 3611 e)O FT - 3,752 e;,O FT. ([-A�E
TOTAL ROAQ LEN5TH. 150 LAN. FEET
NET OEVELOPMENI AREA -)O,FT 10,51 AC 1
AREA OF LOTc;- �3 542 e7O.FT
PERCENT ZO 70 TOUL AREA 11%
Ey. I c�T I N6 ZON I N5 9-12
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WATER r�UFPLY CITY OF EDNIOKVO�2
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a)AR,rep OF JH� -,OtiTHAtl�)T OVARTER OF IH� tOUTHNE'�7
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Height Calculation Worksheet
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Address:
Date:
Inspector(s):-\M-�k
1. Datum Point:
2. Datum Point Elevation: 4Q-tjZ
3. Average Grade: S k -S
.4. Maximum Elevation Aflowed:aKLM av i
eragogiade): 25'
5. Reference Point Elevation Shot to House:
(datum elevation) (grade to transit level line shot to house)
6. Measurements from line shot onto house to i6of ridge:
462-
Total: 0 is
7. Actual Elevati=) C), (reference point elevation) (qmeasurements
from #6)
Conclusion:
(E) (actual) is greater OGS �M )j b, 0 (allowed); therefore the house is/
is not over the height requireme'61-per-96C 16.20-30 requirements
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The )aV 6roup, Inc.
Landscape Archif ects, Civil Enqineers and Environmenf al Consulfants
STORM DRAINAGE STUDY
For
SEREN
A CONSTRUCTION I -LOT BUILDING PERMIT
10611 22eH STREET SW
E ONDS9 WASHINGTON
DM
APPLICANT:.
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Contact: Irfan Pardhan
Serena Construction Co., LLC
44, 7003 117'h Place NE
Kirkland, WA 98033
it (425) 531-1334
4
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GE Project: 03-0013
issue date: JULY 13, 2004
PREPARED BY:
"V, L/ y BRIAN KALAB, P.E
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36499
CIO
EXPRES 11-30-04f
RECEI
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JUL I � 2004
r PERMIT CoUNTER
e-mail: mail 0 jayRrouplic-com
Fax: (360) 651-7252
1927 - 5fh Sfreef - Marysville, WA 98270 (360) 659-3159
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The AV 6roup, Inc.
Landscape Architects, Civil EnZineers and Environmental Consultants
STORM DRAINAGE STUDY
For
SERENA CONSTRUCTION 1-LOT BUILDING PERMIT
10611226 TH STREET SW
EDMONDS, WASHINGTON
APPLICANT:
Contact: Irfan Pardhan
Serena Construction Co., LLC
7003 117"' Place NE
Kirkland, WA 98033
(425) 531-1334
JGE Project: 03-0013
Issue date: JULY 13,2004
PREPARED BY:
BRIAN KALAB, P.E
ca zi L,
36499
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EXPRES
RECEIVED
J U L 14 2004
PERMIT COUNTER
1927 - . 5A Sfreef 9 Marysville, WA 98270 - (36o) 659-8159 e Fax: (360) 651-7252 e e-mail: mail@ iayqrouPIIc-com
07/14/2004 07:52 425B275424 AESI
Associated Earth Sciences, Inc.
July 13, 2004
project No. KE04415A
Serena construction
c/o Land Planning Northwest
1523 1()Pl Street
Marysville, Washington 98270
Attention Mr.. Larry Deisher
Subj ect: I riffitration Teiting Results
Ednlonds Thrce-Lot Short Plat
10611 Street SW
Edmonds, Washington
J)ear Mr. Deisher:
PAGE 02/10
Associated Earth- sciences, Inc. (AESI) Is pleased to present this letter providing the results. of
the infiltr at the above-re*renced -site. . Our Work has been
ation testinglecClItlY Completed a ance
dated May 1,7, 2004 and in accord
completed ilk accordance with our scope of work Jett tw
with generally accepted geotechnical engineering practices in effect at the time of this 3 . Y -
SffF
AND PROJECT CONDITIONS
The subject site consists of a planned three -lot short pl2E located at 10611 22e Street SW in
Edinonds.' Washington. The location- of the site is shown oA the Vicinity Map, Figure 1. It is
our understanding that current plans call for on -site infiltration of storm water runoff from the
as previously conducted for the site by
ploposed development. An infdtration evatuation.w
Nelson Geoteclinical Associates, Inc. This study provided a reconimended design infiltration
of 8.27 inches pei hour (iph). The recommended infiltration
xate for the storm water facilitY st pits excavated
rate was based on grain size (sieve) data on soil samples collected from two te . puget Sound
on the site, and on data presented in the &Ormwater Management Manual -for the
Ar-nk '1r%
CITY, Cury
911 FifthAymur. . SA.likrl 100 - Kwkknd, WA 98013 Phonc 425 027-RECLVIVED
JUL 1 4 2004
PERMIT COUNTER
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AESI
PAGE 03/10
Basin (Washington State Department of Ecology (Ecology), 1992) that correlates grain size
data with infiltration rates.
The purpose of our study was to conduct site -specific infiltration testing in the area of the
proposed infiltration facility. It is our understanding that the facility will consist of an
infiltration trench, ap . , the middle of which, will be located in the
. proximately 4 feet deep
vicinity of infiltration test IF-1 (Figure 2).
INFILTRATION TESTING
Historically, two methods bave been comnionly employed to estimate field Infiltration rates.
These include the U.S. Environmental Protection Agency (EPA) Failing Head Test procedure
and the Double Ring Infiltrometer Test (ASTM:D 3385-88). nesernethods have been found
to overestimate actual infiltration performance, as described in the August 2001 Ecology
Stormwarer Managentent Manual for Western Waslungton (Ecology Manual), The Ecology
Manual, states on page 3-69 "Small scale infiltration tests such as the EPA Failing Head or
double ring infiltrometer test (ASTM D3385-88) are not recommended.. ". For this reason
infiltration testing for this project was conducted in general accordance with the Pilot
Infiltration Test (PIT) method described in the Ecology Manual.
The PIT test is conducted by discliarging water into a flat-bottomed pit of known dimensions
for a 4-hour "soaking period". to allow the receptor soils in. the immediate vicinity of the pit to
become samrated. After completion of the soaking period, water is discharged into the pit at a
rate sufficient to maintain a constant head. This is continued until the discharge rate required
to maintain a constant head remains fairly consistent over a period of I hour. The testing
procedure employed for infiltration test IF-1 deviated from the PIT procedure in that
infiltration was conducted inside a pit of approximately 2 feet by 2 feet, rather than the 1.00
square foot area recommended in the Ecology Manual. This was conducted to ensure that the
water supply for the test (water faucet) was adequate given the high permeability of the soils at
the site. This modification to the Ecology Manual was judged to be a suitable alternative to the
PIT test given the relatively small scale of the proposed infiltration facility. An additional
modification was that a constant head of 0.5 feet was maintained inside the pit for the test,
rather than the 1.0 foot specified in the Ecology Manual. Because a greater head will result in
a higher infiltration rate, this modification provides more conservative results.
The water source used for the test consisted of a water faucet located on the site. Water was
discharged into the pit through a fabric diffuser to minimize turbulence and scouring in the pit
bottom. An electronic flow meter/totalizer was used to monitor the water discharge rate and
total flow. A staff gauge with 0.01-foot divisions was installed inside the pit to monitor the
head in the pit during testing. For the constant head test, a head of approximately 0.5 feet was
maintained in the pit. Following completion of the constant head test, the flow of water into
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07/14/2004 07:52 4258275424 AESI PAGE 04/10
the pit was discontinued and the rate of water level decline (falling head) in the pit was
monitored.
All infiltration test data was recorded by hand in the field and subsequently transferred to an
electronic spreadsheet to allow more accurate and consistent ing1trafion rate calculations. The
infiltration test data sheets arc attached. Infiltration ratcs of 92 iph and 82 iph were measured
during the constant b.ead and falling head tests, respectively.
SUBSURFACE EXPLORATION
Following completion of infiltration test IF-1, exploration pit IF-1 was excavated at the
infiltration test location. Sediments encountered below the surficial forest duffitopsoil in
exploration pit IF-1 were interpreted to be representadye of Vashon advance outwash. The
Vashon advance outwash was deposited by meltwater streams that emanated from the
advancing glacial ice during the Vas . bon Stade of the Fraser Glaciation, approximately 12,500
to 15,000 years ago. The advance outwash sediments encountered in exploration pit 117-1
generally consisted of medium dense to dense, moist, gray to tan -gray sand with gravel and.
minor quantities of silt. One exception was within approximately 2.5 feet of the ground
surface where these sediments were observed to have been weathered to a 1.00se to medium
dense state and a tan color. The weathered soil zone also contained abundant silt and roots.
The Vashon advance outwash sediments extended beyond the maximum depth explored of
approximately 15 feet.
f the Edmonds East and Part of the
Review of the regional geologic map titled Geologic Map 0
E&nonds West Quadrangles, Washington by James Minard (1983) indicates that the area of the
subject site is underlain by Vashon advance outwash. out interpretation of the sediments
encountered at the site is in general agreement with the regional geologic map.
RECOMMENDED DESIGN INFILTRATION RATE
roximately 82 to 92 iph. Due to
Infiltration rates measured during field testing ranged from ap.p
differences in scale, lateral infiltration effects, and soil saturation effects, infiltration rates
observed in full-scale infiltration facilities are typically less than those achieved during short-
term, synal.1-seale tests, such as those performed for this study. For this reason, We
recommend that a maximum infiltration rate of 20 iph be used for design of the proposed
infiltration facility. This design infiltration rate is predicated on infiltration directly into the
clean sand with gravel encountered in exploration pit IF-1 below a depth of approximately 3.5
feet. Based on the field test, it appears that the infiltration rate recommended by Nelson
Geotechnical Associates. Inc. is very conservative.
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07/14/2004 07:52 4258275424 AESI PAGE 05/10
We appreciate this opportunity to bave been of service to you with this project. if you should
ease do not besitate to call..
have any questions, pl
Sincerely,
ASSOCIATED EARTH SCIENCESt INC.
Kirkland, Washington
4
04
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Sed Ge Q—on N. Sav
Timothy J. PeteF—
Timothy J, Peter, P.G., P.Hg- Jon N. Sondergaard, P.G.. P.E.G.
Senior Associate Geologist
Project Geologist
Attachments: Figurc 1. Vicinity Map
Figure 2. Site and Exploration. Plan
E7�ploration Pit Field Log
Infiltration Test Data Sheets
WPM
KE04415AI
7rnJccts%M415%KMWP - W2K
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Associated Earth sclericeso inc.
12 ig 9% N U
VILANII T mmr
EDMONDS SHORT PLAT
EDMONDS, WASHINGTON
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DATE VO4 CD
Cri
PROJ. NO. KE0441 SA
07/14/2004 07:52 4258275424 AESI
PAGE 07/10
HOUSE
LPAETAL
TL j
fS!HED
C-1-1---l-1-1-1-1-1-1-1 ---------------
20 Ff Wide Driveway Easement
---------------------------------------------------------------------
LOT2
FL-711-
r
HOUSE
LOT 1
LOT 3
P
T -2 IF-1 TP-1
13 N 13
------------
226th Street SW
LEGEND
IF-i Approximate limation of AESI exploragan pitAnfiltration test
N
TP-j 13Approxlmate location of Nelson Geolechnical A-isodales explorafign . pt
A
NOT TO SCALE
REFERENCE: NELSON GEOTECHNIMASSOCIATES- INC.
PLAN
FIGURE 2
SITE AND EXPLORATION
DATE 7/04
Associated earth Sciences, lot.
EDMONDS SHORT PLAT
EDMONDS, WASHINGTON
PROJ. NO. KE04415A
Neel
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07/14/2004 07:52 4258275424
CONSTANT HEAD DATA
project Name
Serena Edmonds
Job No.
KE04415A
Date
719ID4
Weather
Cloudy, 60s
Test No.
IF -I
Wileter
0.3 - 3 gpm (x2)0
Water Source
haucet
Elapsed rime I Flow Rate
AESI
pit Size 1.s ft, x 1.8 ft.
Test Depth 4.0 feet
Testing Performed By Tip
Stage Totalizer ?nfiltfation Rate
e
Time
u
0
0
1 0
9 9:11:00
nM
0
0
4
4.16
0.50
123.69
0 0
9 9:35'.00
3
2
24
4
9
3.99
3
0.50
13 . 3
118.57
.0
(M
9:45:00
.4
4
34
3
'9
4 ()6
4.06
0.53
204.83
120.69
0. 01 .00
10:01:00
50
50
3.90
3 90
0.52
259.49
115.99
5.00
10:15:00
10
64
2
3.82
0.50
316.77
113.45
10:30:00
10. .00
79
6
3.96
3
0.50
374.64
114.62
J0:45:00
94
.8
78
3.78
3.
0,50
431.38
112.38
(3 C)
11:00:00
1 09
109
3.65
0.50
486-65
109.47
1115:00
124
124
3.61
0.50
540.73
107.11
11:30:00
139
3.52
0.50
593.58
io4.67
11:45:00
154
3.52
0.51
646.41
104.63
12:00:OD
169
121
0.49
697.74
95.31
12:16:00
185
3.36
0,50
744.81
99.89
12:30:00
199
3.22
0.50
793.17
95.78
12:45-00
214
3.21
0.50
860.67
96A9
13-06:00
236
3.19
0.50
889.41
94.87
13:15:00
244
3.14
0.50
920.80
93.26
1125:00
264
3.17
0.50
952.48
94.12
13:35:DO
264
3.18
0.50
984.29
94.50
13:45:00
274
3.18
0.50
1016.04
94.33
13:55:00
284
3.13
0.50
1047.36
93.05
14,05:00
294
3.10
0.50
1078.36
92.07
14:15:00
304
3.19
0.60
1110.21
94.65
14:25:00
314
Shutdown FlOw @ '14:28:00
to meter
within calibration
range.
-Flow SPlit between two flOW fmters to maintain a flow
each
1-#411r- Vol JLU
Z
0
I
0
M
--I -n
M
C
M 0
0
-40
0 C:
M
M Z
g) --I
C
3:
Ui
o -n
n
M M
0 5
0 r-
0 M
Cn
Cn
M 0
Z
X
Z
-i
3:
Ui
Z
0
1
0
M
M
275424 AESI
67/14/2004 07:52 4258
FALLING HEAD DATA
infitration Test IF-1
l"filtMtIon Rate
Elapsed TMO Stage
(minutes) (feet) (incheslhour)
Time
fin 060
PAGE 09/10
14:28:0U
%P.
0.43
value disregarded*
14:28:30
0.50
—1-AW-8
14:29:00
1.00
0.40
43.2
14:29:30
1.50
0.35
72.0
14:30:00
2.00
0.30
72.0
14:30:30
2.50
0.24
86.4
14:31:00
3.00
0.19
7.2.0
14:31:30
3.50
0.12
1DO.8
14:32:00
4.00
0.06
86.4
AveraW fbr
Duration of Testj
81.6
*value disregarded likely influenced by water draining from hose.
z
0
0
M
: v.
Cl)
OM
C
M 0
-40
0
C,
M M
M Z
C
>
C/)
0 -n
-n
r
M M
0 Cl)
0
0 M
C/),
K 0)
M 0.
z
>
z
C/)
z
0
M
E,
OV14/2004 07:52 4258275424 AESI PAGE 10/10
LOG OF EXPLORATION PIT NO. IF-1
JAESI) for ft ni grolect and should be
f th port repared by Associated Earth sciences. Inc. I a only to the toca ion of this trench at Me
This log Is part 9, Utrepoxfor complete interVOW041. This surnal
logether vAth t this location Mthka passage of time. Tl1e data presented are
read km%s may change at
&m of ftemdon. SubsCwfaCG Condit tered.
a simplfication of actual conditions effli
DESCRIPTION
F'* t Duff/Topsoil vance Outw�ash
0
-We—Sigered Vashioin �AdVsnt�t&
1
72rol
daint]
Loose to medium dense, slightly JrJ tan, SILTY SAND with gravel, scattered cobbles; abundant
L
roots throughOUt.
2
3
.. ... .. . .. .... ...... ........... Jill
' s ' k , ion P,&'3r11W 115R95ih low 3.6;
dense, SAND with gravel; scattered cobbles. few slit: trace slit be
Medium rnoist, gray
becomes medium dense to dense below 5'; becomes tan -gray below 10".
4
6
1
8
9
10
12
13
14
15
gottorn of e0oration p1t 2t depth IS (Get
16
Nosoopage. No caving.
17
18
19
Edmonds Short Plat
Edmonts, WA
Associated Earth Sciences. Inc. project No. KE04416A
Logged by. UP July 2004
Appilivved by: 11P
z
0
1
0
M
--i -n
rn
m
0,
0
__49
x rn
M Z
Cl)
o -n
n
4
x
m M
0
0
0 M
C/)
C/)
M 0
Z
M
z
C/)
z
0
q
0
M
z
0
i
0
m
-i -n
0 m
c
m
--lo
0
0
3: M
M Z
0 -n
-n
m M
0
0
0 M
cn
C/)
M 0
Z
>
z
z
0
m
Serena Construction SP Drainage Study
I. ATTACHMENT "A91
DRAINAGE INFORMATION SUMMARY FORM
Project Name: Serena Construction Short Plat
Project Engineer: JAY GROUP ENGINEERING, INC.
Project Applicant: Serena Construction
Kirkland, WA
Project Total Area: 0.93 Acres
Project Development Area: 0.44 Acres
Summary Table
Number of Lots: 3
Drainage Basin Information
Individual
Basin Designation
A
B
C
D
On -site Development Area
0.44 ac
Type of Storage Proposed
Infiltration
Approximate Storage Volume
600 c
Soil types
Everett
Type A
Pre -developed Runoff Rate
Q (cfs) 2 year
na
10 year
na
.1 nn
nn
Post -developed Runoff Rate
Before / after controlling
Q (cf's) 2 year
na na
10 year
na na
100 year
0.33 / na
JAY GROUP ENGINEERING, INC.
PROJECT: 030013
z
0
4
0
rn
. -- M
Serena Construction SP Drainage Study
2. EXISTING CONDITIONS
The project is located within the SWI/4of the SW 1/4 of Section 25, Township 27N, Range
4
3E, WM. The site is located on the north side of 226h Street SW, approximately 150 feet
west of 106'h Avenue W. An existing home will be removed. Residential landscaping
surrounds the existing home. No critical areas were found on the site. The site is nearly
flat. It generally slopes towards the southwest comer of the property.
z
0,
01
M
Runoff enters a drainage ditch on the north side of 226 th Avenue. It then flows to the west
into an ADS pipe. which ends 100 feet west of the site. It is assumed that the runoff
0
infiltrates into the ground. From the Soil Conservation Service Map of Snohomish County,
M
C
M
the site is shown to contain Everett type soils. The same manual classifies these as Type
0
0
"N' soils, and states permeability of this Everett soil is rapid"
--i
M
M z
C z
0 -n
-n
M M
0 M i",�
C 0)
M 0:
Z
3:
z
-q
U5
z
0
0
M
JAY GROUP ENGINEERING, INC. PROJECT: 030013
_"M
= 1,
Serena Construction SP Drainage Study
3. DRAINAGE PROPOSAL
The proposed improvements will add 4000 square feet of driveway. The one proposed
I
home with 15,000 square feet of rooftop and driveway area. A total of 19,000 square feet
of new impervious area was assumed for drainage calculations.
All post -development runoff from the proposed home, and driveway will be conveyed by a
two catch basins and storm drainpipe to an infiltration trench located under the private
road. The facility was sized by routing the Santa Barbara Unit Hydrograph for the 100-yr,
24-hr storm through a 90'x 2'x 4' trench, assuming a 20 inches per hour infiltration rate,
and a void ratio of 30%. A geotechnical analysis of the site showed an infiltration rate of
80"per hour, a factor of safety of 4 was used on this rate to produce an infiltration xate of
20 inches per hour. The trench was designed in accordance with the 2001 DOE
Stormwater Management Manual for Western Washington. The impervious areas for this
site were routed using a CN number of 98. The time of concentration used for the design
was the minimum prescribed by the 1986 TR-55 runoff manual and is 6 minutes.
JAY GROUP ENGINEERING, INC.
PROJECT: 030013
6
M
Serena Construction SP Drainage Study
DRAINAGE CALCULATIONS
K;;
z
0"
0
M'
'N
M,
C
M
3: M'
M Z:
C Z
3:
CO)
0 -n
V,
m m
W
0
0 M,
C
mo
Z
c."
z
0).
z
0
m
JAY GROUP ENGINEERING, INC.
PROJECT: 030013
Infiltration Trench
Time Stop Analysis Model
Permeability. Pin (Who
Infiltration Rate, IR 011sac)
Fador of Safety, FS
Length. L (M)
Width, W (it)
Depth, D Of)
Pipe Diameter, PD On)
Void Ralito, VR
Design Volume, V (cQ
20
4.63E.o4 Reviewed by: Brian R. Kalab, P1 0.35
1
90 Date: 7113/2004
2 0.3
4
8
0.3 0.25
238
Infiltration Rate, IR - PmAj,4uu
Volume. V (3.1416*(PD/24)'2 +WD - 3.I4I6-(PDr24)A2)'VR)-L
Column (1) Design Hydrograph using SCS Type IA Rainfall distribution
Column (2) - Summation of Column (1)
Column (3) . (BW*r_olumn (1) + previous Column (6)Y(L"N'VR)
Column (4) a IF (2*L:Column (3) +L*W)'IR/F!SCotumn (1), THEN Qi-Column (1)
ELSE 01 - (2,L*Column (3)*L"M*IR/FS
Column (5) = Summation of Column (4)
rAlumn (Ri . rriltimn (21. Cniumn 151
(1)
(2)
(3)
(4)
(5)
Design Curnmulative
Stage
outflow
Cummulative
Hydrograph
Volume
Height
ol
Volume
(C"s)
(CO
01)
We)
(Cf)
0.0000
0
0.00
0.0000
0
O.DOOO
0
0.00
0.0000
0
0.01300
0
0.00
0.0000
0
0.0303
a
0.00
O.D003
0
0.0020
1
0.02
0.0020
1
0.0049
4
0.05
0.0049
4
0.0076
9
0.08
O.DO76
9
0.0099
is
0.11
O.DM
15
0.0119
22
0.13
MOM
22
0.0137
30
0.16
0.0137
30
0.0171
40
0.19
0.0171
40
0.02D8
63
0.23
0.0208
53
0.0228
67
0.25
0.0228
67
0.0243
81
0.27
0.0243
81
0.0257
97
029
0.0257
97
0.0268
113
0.30
0.0268
113
0.0305
131
0.34
0.0305
131
0.0345
152
0.38
0.0345
152
0.0358
173
0.40
0.0358
173
0.0369
1%
0.41
0.0369
195
0.0377
M
0.42
0.0377
218
0.03a5
241
0.43
0.0385
241
0.13422
286
0.47
0.0422
266
0.0463
294
0.511
0.0463
294
0.0473
322
0.63
O.D473
322
O.D480
351
0.53
0.041110
351
0.0485
380
0.54
0.0485
380
0.0491
410
0.55
0.0491
410
0.0534
442
0.59
0.0534
442
0.0582
4T7
0.65
0.0582
477
0.0591
512
0.66
0.0591
512
0.0595
548
0.66
0.0595
548
0.0600
584
0.67
0.0600
584
0.0603
820
0.67
0.0603
620
0.0651
659
0.72
0.0651
659
0.0702
701
0.78
0,0702
701
0.0710
744
0.79
0.0710
744
0.0714
787
0.79
0.0714
787
0.0716
B30
0.80
0.0716
830
0.0719
873
0.80
0.0719
873
0.0857
924
0.95
0.0857
924
0.1007
985
1.12
0.1007
985
0.1024
1046
1.14
0.1024
1046
0.1190
1117
1.32
0.1 19D
1117
0.1370
1200
1.52
0.1370
12DD
0.1955
1317
2.17
0.1955
1317
0.3291
1514
3.66
0.3291
15114
0.3174
1705
3.53
0.3174
1705
0.1891
1818
2.10
0,1891
Isla
0.1292
1896
1.44
0.1292
1896
0.1074
1960
1.10
0.1074
1960
0.1055
2024
1,17
0.1055
2024
0.0890
2077
0.99
0.0890
2077
0,0711
2120
0.79
0.0711
2120
0.0695
2W
0.77
0.0695
2161
0.0593
2203
0.77
0.0693
2203
0.0694
2245
0.77
0.0694
2245
0.0694
2286
017
0.0694
2286
(6)
Net
Storage
(Cf)
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0.2
0.15
0.1
0.05
0
Name: Flett SP
Qin vs. Qout
Time (24-hm)
Instant vs. Design Depth
4.5
4
3.5
3
2.5
2
U)
1.6
I
0.5
0
TIme (24-hra)
Instant vs. Design Volume
250
200
150
> 100
50
0
Time (24-hm)
W
z
0
0
ITI
0.0694
2328
O.T7
0.0694
2328
0.0694
2370
0.77
0,0694
2370
0.0695
2411
0.77
0.0595
2411
0.0695
2453
0.77
0.0695
2453
0.0695
2496
0.77
0.0695
2495
0.0695
2536
0.77
0.0695
2536
0.0638
2575
Oil
0.0638
2675
0.0575
26M
0.64
0.0575
2609
0.0570
2643
0.63
0,0570
2643
0.0569
2677
0.63
0.0569
2677
0.0569
2712
0.63
0,0569
2712
0.0570
2746
0.63
0.0570
2746
0.0570
278D
0.63
0,0570
2780
0.0570
2814
0.63
0.0570
2814
0,0570
2848
0.63
0.0570
2848
0.0570
2883
0.63
0.0570
2883
0.0570
2917
0.63
0.0570
291?
0.0570
2951
0.63
0.0570
2951
0.0516
29B2
0.67
0.0516
2982
0.0457
3DOO
0.51
0.0457
3009
0.0452
3036
0.50
O,G452
3036
0.0452
3064
0.50
0.0462
3064
0.0452
3091
0.50
0.0452
3091
0.0452
3118
0.60
0.0452
3118
0.0452
3145
0.50
O.G462
3145
O.G452
3172
0.50
0.0452
3172
0.0452
3199
0.50
O.G452
3199
O.D452
3226
0.50
0.0452
3226
0.0452
3263
0.50
0.0452
3253
0.0452
3280
0.50
0.0452
3280
0.0427
3306
0.47
O.G427
3306
0,0399
3330
0.44
0.0399
3330
0.0397
3354
0.44
0.0397
3354
0.0397
3378
0."
0.0397
3378
0.0397
3401
0.44
0.0397
3401
0.0397
3425
0."
0.0397
3425
0.0397
3449
0."
0.0397
3449
0.0397
3473
0,44
0.0397
3473
0.0397
3497
0.44
0.0397
3497
0.0397
3520
0.44
0.0397
3520
0.0397
35"
0.44
0.0397
3544
0.0397
3568
0.44
0.0397
3%8
0.0361
3590
0.40
0.0361
3590
0,0321
3609
0.36
0.0321
3609
0.0318
3828
0.35
0.0318
3628
0.0318
3647
0.35
O.DMB
3647
0.0318
3666
0.35
0.0318
3666
0.0318
36M
0.35
0.0318
3685
0.0318
3704
0.35
0.0318
3704
0.0318
3723
0.35
0.0318
3723
0.0318
3742
0,35
0.0318
3742
0.0318
3761
0.35
0.0318
3761
0.0318
3781
0.35
0.0318
3781
0.0318
3800
0,35
0.0318
38W
0.0318
3819
0.35
0.0315
3819
0.0318
3MB
0.35
0,0318
3838
0.0318
3857
0.35
0.0318
3B57
0.0318
3876
0.35
0.0318
3876
O.OM8
3695
0.35
0.0318
3895
0.0318
3914
0.35
0.0318
390
0.0318
3933
0.35
0.0318
3933
0.0318
3952
0.35
0.0318
3952
0.0318
397 1
0.36
0.0318
3971
0.0318
3990
0.35
0.0318
3990
0.0318
4DO9
0.35
0.0318
4009
0.0318
4028
0.35
0.0318
4028
0.0318
4048
0.35
0.031B
4G48
0.0318
4067
0.35
0.0318
067
0.0318
4DS6
0.35
0.0318
4086
0.0318
4105
0.35
0.031B
4105
0.0318
4124
0.35
0.0318
4124
0.0318
4143
0.35
0.0318
4143
0.0318
4162
0.35
0,0318
4182
O.OMB
4181
0.35
0.0318
4181
0.0318
42DO
0.35
0.0318
4200
0.0318
4219
0.35
0.0318
4219
0.0318
4238
0.35
0.0318
4238
0.0318
4257
0.35
O.D318
4257
0.0318
4276
0.35
0.0318
4276
MOM
4296
0.35
0.0318
4296
0.0318
4315
0.35
0.0318
4315
0.0318
4334
0.35
0.0318
4334
0.0318
4353
0.35
0.0318
4353
0.0318
4372
0.35
0.0318
4372
0.0318
4391
0.35
0.0318
4391
0.0318
4410
0.35
0.0318
4410
0 t I i
0
0
0
0
ji,
0
0
0
0
0
0
0
0
0
0
0
0
m
0
0
0
0
0 3:
0 OM
0,
0 c
0 m
0
0
0
0 C.
0 -4
m
0 m z
0
--4
0 10
c
0 z
0 >
0
0
0
0 0 -n,
-n
0
0 ... q
0
0 m M
0
0 0 Cl)
0 0
0 0 m
0 C C/) k, -i
0 cl)
0 m 0,
z
0
0
0
0
0
0
0 z
0
0
0
0
0 z
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
41
mi,
Given!
Project=
Roadway and Driveways Santa Barbara Urban Hydrograph
Area=
0.44 acres, (19,000 Sq.Ft.) Hyetograph Values for the 100
Year 24 Hour
Storm
Pt=
3.00 In
dt=
10.00 min. Serena Construction Short Plat
To=
6.00 min. (Developed)
PERVIOUS Parcel IMPERVIOUS Parcel
Area=
0.00 acres Area= 0.44 acres Reviewed By: Brian R.
Kalab, P.E.
CN=
80 CN= 98 Date:
7/13/2004
S=
2.50 S= 0.20
0.2S=
0.50 0.2S 0.04
Comp,bte:
Existing Conditions Runoff hydrograph
Column (3)=
SCS Type IA Rainfall distribution
Column (4)=
Col. (3) x Pt = 100 yr-24hr Hyetograph at this location
Column (5)=
Accumulated Sum of Co. (4)
Column (6)=
[If P <= 0.2S) = 0; Note, use PERVIOUS S value
[if P > O.2S) = (Col.(5) - 0.2S)112/(Col.(5) + O.8S); using the PERVIOUS Area "S" value.
Column (7)=
Col. (6) of Present Time Step - Col. (6) of Previous Time Step
Column (8)=
Some method as for Col. (6), except use the IMPERVIOUS Area "S" value
Column (9)=
Col. (8) of Present Time Step - Col. (8) of Previous Time Step
Column (10)= ((PERVIOUS area / Total area) x Col. (7)) + ((IMPERVIOUS area Total area) x Col.(9)
Column (1 1)= (60.5 x Col.(J 0) x Total Area) / 10 (dt = 10 minutes)
Routing Constant, w = dt / (2Tc + dt) 0.4545
Column (12)= Col.(1 2) of Previous Time Step + (w x JCoI.(1 1) of Previos Time Step
+ Col.(1 1) Of Present Time Step - (2 x Col.(1 2) of Previous Time Step)])
(1)
(2)
(3)
(4) (5) (6) (7) (8) (9)
(10)
(11)
(12)
Time
Time
Rainfall
Incremental Accumulated Accumulated Incremental Accumulated Incremental
Total
Instant
design
Increment
distribution
Rainfall Rainfall Runoff Runoff Runoff Runoff
Runoff
hydrograph
hydrograph
min.
% of Pt
In. in. In. In. In. In.
In.
cfs
cfs
1
10
0.0040
0.0120 0.0120 0.0000 0.0000 0.0000 0.0000
0.0000
0.0000
0,0000
2
20
0.0040
0.0120 0.0240 0.0000 0.0000 0.0000 0.0000
0.0000
0.0000
0.0000
3
30
0.0040
0.0120 0.0360 0.0000 0.0000 0.0000 0.0000
0.0000
0.0000
0.0000
4
40
0.0040
0.0120 0.0480 0.0000 0.0000 0.0002 0.0002
0.0002
0.0007
0.0003
5
50
0.0040
0.0120 0.0600 0.0000 0.0000 0.0016 0.0014
0.0014
0.0037
0.0020
6
60
0.0040
0.0120 0.0720 0.0000 0.0000 0.0041 0.0025
0.0025
0.0066
0.0049
7
70
0.0040
0.0120 0.0840 0.0000 0.0000 0.0075 0.0034
0.0034
0.0091
0.0076
8
80
0.0040
0.0120 0.0960 0.0000 0.0000 0.0117 0.0042
0.0042
0.0112
0.0099
9
90
0.0040
0.0120 0.1080 0.0000 0.0000 0.0166 0.0049
0.0049
0.0130
0.0119
10
100
0.0040
0.0120 0.1200 0.0000 0.0000 0.0221 0.0055
0.0055
0.0146
0.0137
11
iio
0.0050
0.0150 0.1350 0.0000 0.0000 0.0297 0.0076
0.0076
0.0202
0.0171
12
120
0.0050
0.0150 0.1500 0.0000 0.0000 0.0381 0.0083
0.0083
0.0221
0.0208
13
130
0.0050
0.0150
0.1650
0.0000
0.0000
0,0470
0.0089
0.0089
0.0238
0.0228
14
140
0.0050
0.0150
OJ800
0.0000
0.0000
0.0564
0.0095
0.0095
0.0252
0.6243
15
i5o
0.0050
0.0150
0.1950
0.0000
0.0000
0.0664
0.0099
0.0099
0.0264
0.0257
16
160
0.0050
0.0150
0.2100
0.0000
0.0000
0.0767
0.0103
0.0103
0.0275
0.0268
17
170
0.0060
0.0180
0.2280
0.0000
0.0000
0.0895
0.0129
0.0129
0.0343
0.0305
18
180
0.0060
0.0180
0.2460
0.0000
0.0000
0.1029
0.0133
0.0133
0.0355
0.0345
19
190
0.0060
0.0180
0.2640
0.0000
0.0000
0.1166
0.0137
0.0137
0.0365
0.0358
20
200
0.0060
0.0180
0.2820
0.0000
0.0000
0.1306
0.0141
0.0141
0.0374
0.0369
21
210
0.0060
0.0180
0.3000
0.0000
0.0000
0.1450
0.0144
0.0144
0.0382
0.0377
22
220
0.0060
0.0180
0.3180
0.0000
0.0000
0.1596
0.0146
0.0146
0.0390
0.0385
23
230
0.0070
0.0210
0.3390
0.0000
0.0000
0.1770
0.0174
0.0174
0.0463
0.0422
24
240
0.0070
0.0210
0.3600
0.0000
0.0000
0.1947
0.0177
0.0177
0.0470
0.0463
25
250
0.0070
0.0210
0.3810
0.0000
0.0000
0.2126
0.0179
0.0179
0,0477
0.0473
26
260
0.0070
0.0210
0.4020
0.0000
0.0000
0.2308
0.0182
0.0182
0.0483
0.0480
27
270
0,0070
0.0210
0.4230
0.0000
0.0000
0.2491
0.0184
0.0184
0.0489
0.0485
28
280
0.0070
0.0210
0.4440
0.0000
0.0000
0.2677
0.0185
0.0185
0.0494
0.0491
29
290
0.0082
0.0246
0.4686
0.0000
0.0000
0.2896
0.0219
0.0219
0.0584
0.0534
30
300
0.0082
0.0246
0,4932
0.0000
0.0000
0.3117
0.0221
0.0221
0.0582
31
310
0.0082
0.0246
0.5178
0.0001
0.0001
0.3341
0.0223
0.0223
0.0594
0.0591
32
320
0.0082
0.0246
0.5424
0.0007
0.0006
0.3565
0.0225
0.0225
0.0598
0.0595
33
330
0.0082
0.0246
0.5670
0.0017
0.0010
0.3791
0.0226
0.0226
0.0602
0.0600
34
340
0.0082
0.0246
0.5916
0.0032
0.0015
0.4019
0.0227
0.0227
0.0605
0.0603
35
350
0.0095
0.0285
0.6201
0.0055
0.0023
0.4284
0.0265
0.0265
0.0705
0.0651
36
360
0.0095
0.0285
0.6486
0.0083
0.0028
0.4550
0.0266
0.0266
0.0709
0.0702
37
370
0.0095
0.0285
0.6771
0.0117
0.0034
0.4818
0.0268
0.0268
0.0712
0.0710
38
380
0.0095
0.0285
0.7056
0.0156
0.0030
0.5086
0.0269
0.0269
0.0715
0.0714
39
390
0.0095
0.0285
0.7341
0.0200
0.0044
0.5356
0.0270
0.0270
0.0718
0.0716
40
400
0.0095
0.0285
0.7626
0.0250
0.0049
0.5627
0.0271
0.0271
0.0721
0.0719
41
410
0.0134
0.0402
0.8028
0.0327
0.0078
0.6010
0.0383
0.0383
0.1020
0.0857
42
420
0.0134
0.0402
0.8430
0.0414
0.0087
0.6395
0.0385
0.0385
0.1024
0.1007
43
430
0.0134
0.0402
0.8832
0.0509
0.0095
0.6781
0.0386
0.0386
0.1028
0.1024
44
440
0.0180
0.0540
0.9372
0.0651
0.0141
0.7301
0.0520
0.0520
0.1385
0.1190
45
450
0.0180
0.0540
OM12
0.0807
0.0156
0.7824
0.0522
0.0522
0.1390
0.1370
46
460
0.0340
0.1020
1.0932
0.1138
0.0331
0.8815
0.0991
0.0991
0.2637
0.1955
47
470
0.0540
0.1620
1.2552
0.1752
0.0614
1.0397
0.1582
0.1582
0.4212
0.3291
48
480
0.0270
0.0810
1.3362
0.2096
0.0344
1.1191
0.0794
0.0794
0.2114
0.3174
49
490
0.0180
0.0540
1.3902
0.2337
0.0242
1.1721
0.0530
0.0530
0.1412
0.1891
50
500
0.0134
0.0402
1.4304
0.2523
0.0186
1.2116
0.0395
0.0395
0.1052
0.1292
51
510
0.0134
0.0402
1.4706
0.2714
0.0191
1.2512
0.0396
0.0396
0.1053
0.1074
52
520
0.0134
0.0402
1.5108
0.2910
0.0196
1.2908
0.0396
0.0396
0.1054
0,1055
53
530
0,0088
0.0264
1.5372
0.3041
0.0131
1.3168
0.0260
0.0260
0.0692
0.0890
54
540
0.0088
0.0264
1.5636
0.3174
0.0133
1.3428
0.0260
0.0260
0.0693
0.0711
55
550
0.0088
0.0264
1.5900
0.3309
0.0135
1.3689
0.0260
0.0260
0.0693
0.0695
56
560
0.0088
0.0264
1.6164
0.3446
0.0137
1.3949
0.0260
0.0260
0.0693
0.0693
57
570
0.0088
0.0264
1.6428
0.3585
0.0139
1.4210
0.0261
0.0261
0.0694
0.0694
58
580
0.0088
0.0264
1.6692
0.3726
0.0141
1.4470
0.0261
0.0261
0.0694
0.0694
59
590
0.0088
0.0264
1.6956
0.3868
0.0142
1.4731
0.0261
0.0261
0.0694
0.0694
60
600
0.0088
0.0264
1.7220
0.4012
0.0144
1.4992
0.0261
0.0261
0.0694
0.0694
61
61 0
0.0088
0.0264
1.7484
0.4158
0.0146
1.5253
0.0261
0.026 1
0.0695
0.0695
0.0695
62
620
0.0088
0.0264
1.7748
0.4305
0.0147
1.5514
0.0261
0.0261
0.06 95
0.0695
63
630
0.0088
0.0264
1.8012
0.4454
o.o149
1.5775
0.0261
0.0261
0.0695
0.0695
64
640
0.0088
0.0264
1.8276
0.4605
0.0151
1.6036
0.0261
0.0261
0.0695
0.0638
65
650
0.0072
0.0216
1.8492
0.4729
0.0124
1.6250
0.0214
0.0214
0.0569
0.0575
66
660
0.0072
0.0216
1.8708
0.4855
0.0125
1.6464
0.0214
0.0214
0.0569
67
670
0.0072
0.0216
1.8924
0.4981
0.0126
1.6678
0.0214
0.02 14
0.0569
0.0570
68
680
0.0072
0.0216
1.9140
0.5108
0.0127
1.6892
0.02 14
0.0214
0.0569
0.0569
69
690
0.0072
0.0216
1.9356
0.5237
0.0128
1.7105
0.0214
0.0214
0.0569
0.0569
70
700
0.0072
0.0216
1.9572
0.5366
0.0129
1.7319
0.0214
0.0214
0.0570
0.0570
71
710
0.0072
0.0216
1.9788
0.5496
0.0130
1.7533
0.0214
0.0214
0.0570
0.0570
72
720
0.0072
0.0216
2.0004
0.5627
0.0131
1.7748
0.0214
0.0214
0.0570
0.0570
73
730
0.0072
0.0216
2.0220
.0.5760
0.0132
1.7962
0.0214
0.0214
0.0570
0.0570
74
740
0.0072
0.0216
2.0436
0.5893
0.0133
1.8176
0,0214
0.0214
0.0570
0.0570
75
750
0.0072
0.0216
2.0652
0.6026
0.0134
1.8390
0.0214
0.0214
0.0 570
0.0570
76
760
0.0072
0.0216
2.0868
0.6161
0.0135
1.8604
0.0214
0.0214
0.0570
0.0570
77
770
0.0057
0.0171
2.1039
0.6268
0.0107
1.8774
0.0170
0.0170
0.0451
0.0516
78
780
0.0057
0.0171
2.1210
0.6376
0.0108
1.8943
0.0170
0.0170
0.0452
0.0457
79
790
0.0057
0.0171
2.1381
0.6485
0.0108
1.9113
0.0170
0.01 70
0.0452
0.0452
80
800
0.0057
0.0171
2.1552
0.6593
0.0109
1.9283
0.0170
0.0170
0. 0452
0.0452
81
810
0.0057
0.0171
2.1723
0.6703
0.0109
1.9452
0.0170
0.0170
0.0452
0.0452
82
820
0.0057
0.0171
2,1894
0.6813
0.0110
1.9622
0.0170
0.0170
0.0452
0.0452
83
830
0.0057
0.0171
2.2065
0.6923
0.0110
1.9792
O.OWO
0.0170
0.0 452
0.0452
84
840
0.0057
0.0171
2.2236
0.7034
0.0111
1.9962
0.0170
0.0170
0.0452
0.0462
85
850
0.0 057
0.0171
2.2407
0.7145
0,0111
2.0131
0.0170
0.0170
0.0452
0.0452
86
860
0.0057
0.0171
2.2578
0.7257
0.0112
2.0301
0.0170
0.0170
0.0452
0.0452
87
870
0.0057
0.0171
2.2749
0.7369
0.0112
2.0471
0.0170
0.0170
0 .0452
0.0452
88
860
0.0057
0.0171
2.2920
0.7482
0.0113
2.0641
0.0170
0.0170
0.0452
0.0452
89
890
0.0050
0.0150
2.3070
0.7581
0.0099
2.0790
0.0149
0.0149
0.0397
0.0427
90
900
0.00 50
0.0150
2.3220
0.7681
0.0100
2.0939
0.0149
0.0149
0.0 397
0.0399
91
910
0.0050
0.0150
2.3370
0,7781
0.0100
2.1088
0.0149
0.0149
0.0397
0.0397
92
920
0.0050
0.0150
2.3520
0.7881
0.0100
2.1237
0.0149
0.0149
0.0397
0.0397
93
930
0.0050
0.0150
2.3670
0.7982
0.0101
2.1386
0.0149
0,0149
0.0397
0.0397
94
940
0.0050
0.0150
2.3820
0.8083
0.0101
2.1535
0.0149
0.0 149
0,0397
0.0397
95
950
0.0050
0.0150
2.3970
0.8184
0.0101
2.1684
0.0149
0.0 149
0.0397
0.0397
96
960
0.0050
0.0150
2.4120
0.8286
0.0102
2.1833
0,0149
0.0149
0.0397
0.0397
97
970
0.0050
0.0150
2.4270
0.8388
0.0102
2.1982
0.0149
0.0149
0.0397
0.0397
98
980
0.0050
0.0150
2.4420
0.8490
0.0102
2.2131
0.0149
0.0149
0.0397
0.0397
99
990
0.0050
0.0150
2.4570
0.8593
o.0103
2.2280
0.0149
0.0149
0.0397
0.0397
100
1000
0.0050
0.0150
2.4720
0.8696
0.0103
2.2429
0.0149
0.0149
0.0397
0.0397
101
1010
0.0040
0.0120
2.4840
0.8778
0.0083
2.2548
0.0119
0.0119
0.0318
0.0361
102
1020
0.0040
0.0120
2.4960
0.8861
0.0083
2.2668
0.0119
0.01 ig
0.0318
0.0321
103'
1030
0.0040
0.0120
2.5080
0.8944
0.0083
2.2787
0.0119
0,0119
0.0318
0.0318
104
1040
0.0040
0.0120
2.5200
0.9027
0.0083
2.2906
0.0119
0.0119
0.0318
0.0318
105
10 1 50
0.0040
0.0120
2.5320
0.9111
0.0083
2.3026
0.0119
0.0119
0.0318
0.0318
106
1060
0.0040
0.0120
2.5440
0.9194
0.0084
2.3145
0.0119
0.0119
0.0318
0.0318
107
1070
0.0040
0.0120
2.5560
0.9278
0.0084
2.3264
0.0119
0,0119
0.0318
0.0318
0.0318
108
1080
0.0040
0.0120
2.5680
0.9362
0.0084
2M84
0.0lig
O.Oiig
0.0318
0.0318
0.0318
109
logo
0.0040
0.0120
2.5800
0.9446
0.0084
2.3503
0.0119
0.0lig
0.0318
0.0318
110
1100
0.0040
0.0120
2.5920
0.9531
0.0084
2.3622
0.0119
0.0119
0.0318
0.0318
ill
1110
0.0040
0.0120
2.6040
0.9615
0.0085
2.3742
0.0119
0.0119
0.0318
0.0318
112
1120
0.0040
0.0120
2.6160
0.9700
0.0085
2,3861
0.0119
0.0119
0.0318
0.0318
113
1130
0.0040
0.0120
2.6280
0.9785
0.0085
2.3980
0.0119
0.0119
0.0318
0.0318
114
1140
0.0040
0.0120
2.6400
0.9870
0.0085
2.4100
0.0119
0.0119
0.0318
0.0318
115
1150
0.0040
0.0120
2.6520
0.9955
0.0085
2.4219
0.0119
0.0119
0.0318
0.0318
116
1160
0.0040
0.0120
2.6640
1.0041
0.*0085
2.4338
0.0119
0.0119
0.0318
.0.0318
117
1170
0.0040
0,0120
2.6760
1.0126
0.0086
2.4458
0.0`119
0.0119
0.0318
0.0318
118
1180
0.0040
0.0120
2.6880
1.0212
0.0086
2.4577
0.0119
0.0119
0.0318
0.0318
119
1190
0.0040
0.0120
2,7000
1.0298
0.0086
2.4696
0.0119
0.0119
0.0318
0.0318
120
l2bO
0.0040
0.0120
2.7120
1.0384
0.0086
2.4816
0.0119
0.0119
0.0318
0.0318
12l
12iO
0.0040
0.0120
2.7240
1.0470
0.0086
2.4935
0.0119
0.0119
0.0318
0.0318
122
1220
0.0040
0.0120
2.7360
1.0557
0.0086
2.5055
0.0119
0.0119
0.0318
0.0318
123
1230
0.0040
0.0120
2.7480
1.0643
0.0087
2.5174
0.0119
0.0119
0.0318
0.0318
124
1240
0.0040
0.0120
2.7600
1.0730
0.0087
2.5293
0.0119
0.0119
0.0318
0.0318
125
1250
0.0040
0.0120
2.7720
1.0817
0.0087
2.5413
0.0119
0.0119
0.0318
0.0318
126
1260
0.0040
0.0120
2.7840
1.0904
0.0087
2.5532
0.0119
0.0119
0.0318
0.0318
127
1270
0.0040
0.0120
2.7960
1.0992
0.0087
2.5652
0.0119
0.0119
0.0318
0.0318
128
1280
0.0040
0.0120
2.8080
1.1079
0.0087
2.5771
0.0`119
0.0119
0.0318
0.0318
129
1290
0.0040
0.01 20
2.8200
1.1167
0.0088
2.5891
0.0119
0.0119
0.0318
0.0318
130
13 1 00
0.0040
0.0120
2.8320
1. 1255
0.0088
2.6010
0,0119
0.0119
0.0318
0.0318
131
1310
0.0040
0.0120
2.8440
1.1343
0.0088
2.6130
0.0119
0.0119
0.0318
0.0318
132
1320
0.0040
0.0120
2.8560
1.1431
0.0088
2.6249
0.0119
0.0119
0.0318
0.0318
133
1330
0.0040
0.0120
2.8680
1.1519
0,0088
2.6368
0.0119
0.0119
0.0318
0,0318
134
1340
0.0040
0.0120
2.8800
1.1607
0.0088
2.6488
0.0119
0.0119
0.0318
0.0318
135
1350
0.0040
0.0120
2.8920
1.1696
0.0089
2.6607
0.0119
0.0119
0.0318
0.0318
136
1360
0.0040
0.0120
2.9040
1.1785
0.0089
2.6727
0.0119
0.0119
0.0318
0.0318
137
1370
0.0040
0.0120
2.9160
1.1874
0.0089
2.6846
0.0119
0.0119
0.0318
0.0318
138
1380
0.0040
0.0120
2.9280
1.1963
0.0089
2.6966
0.0119
0.0119
0.0318
0.0318
139
1390
0.0040
0.0120
2.9400
1.2052
0.0089
2.7085
0.0119
0.0119
0.0318
0.0318
140
1400
0.0040
0.0120
2.9520
1.2141
0.0089
2.7205
0.0119
0.0119
0.0318
0.0318
14l
1410
0.0040
0.0120
2.9640
1.2231
0.0089
2.7324
0.0119
0.0119
142
1420
0.0040
0.0120
2.9760
1.2320
0.0090
2.7444
0.0119
0.0119
0.0318
0.0318
143
1430
0.0040
0.6120
2.9880
1.2410
0.0090
2.7563
0.0119
0.0119
0.0318
0.0318
144
1440
0.0040
0.0120
3.0000
1.2500
0.0090
2.7683
0.0119
0.0119
0.0318
0.0318
Total Volume of Runoff
4,410 cf
Qavg =
0.0510
Qpeak =
0.3291
100 YEAR 24 HOUR ISOPLUVIAL MAP
Lan -
FYI.,
0
35
1% '4
30
i� 5
%
if's mr-
F.
%
%
100-Year 24
hour Rainfall
3.0 inches
40
10-yea r
0
hour Rainf
3. 0 inche,,
Orr Bu
40
Taken From NOAA ATLAS 2, Volume IX,, Figure 30
100 YEAR 24 HOUR ISOPLUVIAL MAP
SERENA CONSTRUCTION SHORT PLAT
AYGROUP EDMONDS, WA
-ENGINEERING, INC
SCALE- DATE: 9/22/03 JOB th 03-0013
NONE
i927 STH STREET, MARYSVILLE, WA. 98270
(360) 6S9-81S9,(360) 6SI-72S2 FAx FILE NAME:
ENGINEERINGOJAYGROUPLLC.COM BY: MRG I 03-0013\dOCLIIIlents\drainagc\100 YR ISOPLU—.doc
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SHEET NUMBER 56
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KING COUNTY i625omFEET
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this unit. Steep yarding paths, skid trails, and firebreaks
are subject to rilling and gullying unless adequate water
bars are provided or they are protected by plant cover.
Establishing plant cover on steep cut and fill slopes
reduces erosion.
Seedling establishment and windthrow hazard are the
main concerns in the production of timber. If seed trees
are present, natural reforestation of cutover areas by
western hemlock and Pacific silver fir occurs periodically
Reforestation can be accomplished by planting Douglas -
fir seedlinas. When openings are made in the canopy,
invading brushy plants, if not controlled, can delay
reforestation. Rock outcrop limits the even distribution of
re.forestation.
Because the rooting depth is restricted by the hardpan
or bedrock, trees are occasionally subject to windthrow.
VIVestern hemlock, a shallow -rooted species, is more
commonly subject to windthrow than are more deeply
;*ooted trees.
The main limitations for homesites and septic tank
ab'sorption fields are steepness of slope and depth to
bedrock or the hardDan. A seasonal high water table is
!"erched above the �ardpan or bedrock; therefore,
p
drainaae is needed if buildings with basements and crawl
spacers are constructed. Deep cuts in the Olomount soil
Can expose bedrock.
i nis map unit is in capability subclass VIIs.
7—Everetf gravelly Sandy loam. 0 to 8 percent
skn.pes. —1 his very deep, somewhat excessively drained
soil is on terraces and outwash plains. It formed in
glacial outwash. Areas are long and narrow and are
oriented in a northwest to southeast direction. They are
I'll to 40 acres in size. The native vegetation is mainly
Elevation is near sea level to 500 feet. The
average annual precipitation is about 40 inches, the
average annual air temperature is about 50 degrees F,
and the averacie frost -free season is 170 to 190 days.
ypically, the surface layer, where mixed to a depth of
about 6 inches, is clark brown aravelly sandy loam. The
subsoil ;s dark brown very gra�elly sandy loam about 12
indhes thick. T tie upper part of the substratum is brown
very gravelly loamy sand about 5 inches thick. The lower
par', to a depth of 60 inches or more is dark brown
c-1-tremely gravelly sand. In some areas the substratum is
t1yeakly cemented.
included in this unit are small areas of Alderwood soils
or, till plains, indianola soils on terraces and outwash
Plains, and Ragnar soils on outwash plains. Included
areas make up about 15 percent of the total acreage.
Permeability of this Everett soil is rapid. Available
water capacity is low. Effective rooting depth is 60
incties or more. 19unoff is slow, and the hazard of water
erosion is slight.
This unit is used mainly as woodland and for urban
development. It is also used for pasture.
Douglas -fir is the main woodland species on this unit.
On, the basis of a 100-year site curve, the mean site
Soil Surve,
index is 141. On the basis of a 50-year site curve, the
mean site index is 111. The mean annual increment at
culmination (CMAI) for Douglas -fir at age 65 'IS 146 cubic
feet per acre. Among the trees of limited extent are
western hemlock, western redcedar, and red alder. The
common forest understory plants are salal, brackenfern,
red huckleberry, common rose, and Oregon -grape.
This unit is well suited to year-round logging. Logging
roads require suitable surfacing for year-round use. Rock
for road construction is readily available on this unit.
Seedling mortality is the main limitation for the
production of timber. Reforestation can be accomplished
by planting Douglas -fir seedlings. High soil temperature
and low soil moisture content during the growing season
cause a high mortality of seedlings. When openings are
made in the canopy, invading brushy plants, if not
controlled, can delay the establishment of seedlings.
If this unit is used for pasture, the main limitations are
low available water capacity and low soil fertility. Proper
grazing practices, weed control, and fertilizer are needed
for maximum quality of forage. Supplemental irrigation is
also needed. Periodic mowing and spreading of
droppings help to maintain uniform growth and
discourage selective grazing.
This unit is suited to urban development; however, if
the density of housing is moderate to high, community
sewage systems are needed in places to prevent
contamination of water supplies as a result of seepage
from onsite sewage disposal systems.
This map unit is in capability subclass Vis.
18—Everett gravelly sandy loam, g to 15 percent
siopes. This very deep, somewhat excessively drained
soil is on terraces and outwash plains. It formed in
glacial outwash. Areas are long and narrow and are
oriented in a northwest to southeast direction. They are
10 to 40 acres in size. The native vegetation is mainly
conifers. Elevation is near sea level to 500 feet. The
average annual precipitation is about 40 inches, the
average annual air temperature is about 50 degrees F,
and the average frost -free season is 170 to 190 days,
Typically,. the surface layer, where mixed to a depth of
about 6 inches, is dark brown gravelly sandy loam. The
subsoil is dark brown very gravelly sandy loam about 12
inches thick. The upper part of the substratum is brown
very gravelly loamy sand about 5 inches thick. The lower
part to a depth of 60 inches or more is dark brown
extremely gravelly sand. In some areas the substratum is
weakly cemented.
Included in this unit are small areas of Alderwood soils
on till plains, Indianola soils on terraces and outwash
plains, and Ragnar soils on outwash plains. Included
areas make up about 15 percent of the total acreage.
Permeability of this Everett soil is rapid. Available
water capacity is low. Effective rooting depth is 60
inches or more. Runoff is slow, and the hazard of water
erosion is slight.
This unit is used mainly as woodland, It is also used
for urban development and for hay and pasture.
Z
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C
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0
0
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M M
0
0
0 M
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9 Co
M 0
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X
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0
M
runoff characteristics. SCS has classified over 4.000 Soil tYpes into
these four soil (Yroups. Table 1.2 shows the hydrologic soil group
of most soils in the state of Washington and provides a brief
description of the four groups.
Tabie 1.2
Hydrologic Soil Series for Soils in Washington State
Hydrologic Soil
Hydrolo�
aic Soil
Soil TY pe
Group
Soil Ty pe
Group
Agnew
C
Colter
C
Ali]
B
Custer
D
Aits
C
Custer, Drained
C
Zr,
Alderwood
C
Dabob
C
O�
Arents, Alder-,vood
B
Delphi
D
t
Arents, Everett
B
Dick
A
0
M:
t'i,
Ashoc
B
Dirrial
D
Baldhill
B
Dupont
D
Barneston
C
Earlmont
C
-n,
Baurnuard
B
Edgewick
C
CD
X,
Beausite
B
Eld
B
M
C
Belfast
C
Elwell
B
M01
0
Bellingham
D
Egaunt7el
--4
0
0
Bellingham variant
C
C
Boistfon
B
-'Everson
X M
Bow
D
Galvin
D
M Z
Briscot
D
Getchell
A
10
Buckley
C
Giles
B
C Z
>
Bunker
B
Godfre Y.
D
Cagey
C
Greenwater
A
Carlsborg
A
Grovc,�
C
0 -n
Casey
D
Ilarstine
C
Cassolary
C
Hartnit
C
Cathcart
:B
Floh
B
M M
Centralia
floko
C
00
Chehalis
I-loodsport.
C,
0 r
0
Chesaw
...
:,A
Hoogdal
C
M
C
Cinebar
B
lioypus
A
Clallarri
C
I-lucl
A
M 0
Z
Clavton
B
Indianola
A
Coastal beaches
variable
Jonas
B
Kapowsin
C/D
Jumpe
B
Katula
C
Kalaloch
C
Kilchis
C
Renton
D
Z
Kitsap
C
Republic
B
Klaus
C
Riverwash
variable
Klone
B
Rober
C
Lates
C
Salal
C
Z
0.
Lebarn
B
SaIkurn
B
—4
Lurnmi
D
Sarnmarnish
D
0
Lynnwood
A
San Juan
A
M
Lystair
B
Scamnian
D
Mal
C
Schneider
B
Manley
B
Seattle
D
Mashel
B
Sekiu
D
Maytown
C
Serniahmoo
D
McKenna
D
Shalcar
D
McMurray
D
Shano
B
Melbourne
B
Shelton
C
Menzel
B
Si
C
Mixed Alluvial
variable
Sinclair
C
Molson
B
Skipovla
D
Page20 Volione Ill - Hveh -ologic Analipsis and Flow Control Desip October 1999
a.
Soil T Llp�c
Hydrologic Soil
Group
Soil T51)c
Hydrologic Soil
Group
Mukiltco
C/D
Skykomish
B
Naff
B
Snahopisb
B
Nargar
A
Snohomish
D
National
B
Solduc
B
Ncilton
A
Sollcks
C
Spann
D
Newbcro
B
Spanaway
A/B
isqually
N 0
B
S pringdalc
B
Nooksack
C
Sulsavar
B
Norma
C/D
Sultan
C
Ogarty
C
Sultan variant
B
Oictc
C
Sumas
C
Olomount
C
Swantown
D
Olympic
B
Tacoma
D
Orcits
D
Tanwax
D
Oridia
D
Tanwax, Drained
C
Orting,
D
Tealwhit
D
Oso
C
Tenino
C
Ovall
C
Tisch
D
Pastik
C
Tokul
C
PlIcency
C
Townsend
C
Phelan
D
Triton
D
Pilchuck
C
Tukwila
D
Potchub
C
Tukey
C
Poulsbo
C
Urbana
C
Prather
C
Vailton
B
Puget
D
Vcrlot
C
Puyallup
B
Wapato
D
QUCCLS
B
Varden
B
Quilcene
C
Whidbey
C
Ragnar
B
Wilkeson
B
A
Rainier
C
Winston
Raught
B
Woodinville
B
Reed
D
Yellm
C
Reed, Drained or Protected
C
Zynbar
B
1-11,drologic Soil Group Classifications, as Dqjined b)) the Soil Conservation Senlice:
A (Lo ffpojentiid) Soils having low runoffjoolential and high infiltration rates, even when thorough�))
vi, rzino
Iiietled. 77tey consist chiqfljp of deep, well to excessive1j) drained sands or gravels and have a high raic of
water transint . sm . on (grealer than 0.30 hillir.).
B (Moderately low runoffpolenlial). Soils having moderate infiltration rates when thoroughly 14petted and
I
consist ch i(fl)) of moderately deep to deep, nioderalel), well to well drained soils with nioderale ))fine to
t?ioderaielj:coa,-,,;ctartut-cs. Tlicscsoih; have a moderate rate ofwater transmission (0.15-0.3 inAr.).
derate�y high runoff
C (A4o potential). Soils having low infiltration rates when thoroughl)� wetted and consist
e )f o
chiefl), ofsoils with a laver that impedes downward niovenient of water and soils with model at �I InC I
fine fewtures. Tizesesoil.vhailealovitratcqfvtlaici-ii-atisi,yziv.vion(O.O5-0.15inllit-.).
D (High runofjpotential). Soils having high runof
.Tpotential. Thqy have veq low ityiltration rates when
thoroughh) wened and consist chiqfl), q clai, soils with a high swelling potential, soils with a permanent
.17 � soils over nearljo
high water table, soils with a hardpan oi. claY lqyer at or near the su�face, and shallow
l . mperviousinaterial. These soils have a veq losi, rate of waier transmission (0-0-05 inAr.).
ND = Data not currentIv availablefor this soil 1))pc.
Froin SCS, Tl?-55, Second Edhion,dune 1986, ExhibitA-1, Revisions inadc.fi-oni SCS, Soil Inleipretation
Record, Form 95, September 1988 and various counly soil SurveYs.
October 1990 Volume 111- Hydrolor-ric.411all)sis and Flow Control Design
Page 21
z
0
0
CD
0
M
C
Ma
0.
0.
0 C
—4
M M:
M Z'
C -Z
--4
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0 -n.
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STOR.XFWAT� MkNAGEKENT X_ZXU;;,L1 FOa THEE PUGE- 7OUND ERSIN
Table 7-11-1.3 SOS Weste_rn Washington Runoff Curve Numbers
(Pub!.-Lshed by SCS in 1982) Runoff curve numbers for selected agricultural,
suburban and urban
land use for Tvoe !A rainfall distribution, 24-hour storm duration.
LAND USE DESCRIPTION
CURVE
NUMBERS
BY
HYDROLOGIC
SOIL
GROUP
A
B
C
D
Cultivated land(l):
winter condition
86
91
94
95
Mountain open areas:
low growing brush---&-- =rass lands
74
62 ---
89
92
Meadow or pasture:
65
78
85
89
Wood or forest land:
undisturbed
42
64
76
8i
Wood or forest land:
young second growth or brush
G
72
81
8-0
Orchard:
with cover crop
81
88
92
94
Open spaces, lawns, parksf
golf courses, cemeteries,
landscaping.
Good condition:
grass cover on �:75% oil '"he
G
80
86
90
area
F&ir condition:
arass cover on 50-75% of
77
85
90
92
'Ehe area
Gravel roads & parking
lots:
76
85
89
91
Dirt -roads & parking
lots:
72
82
87
89
___ -A—
Impervious surfaces,
pavement, roofs etc.
9S
98
98
0men water bodies:
lakes, wet-landst ponds etc.
100
100
100
100
Sinale family residential(2):
Dwelling UnLt/Gross Acre
%Impervious(3)
Separate
curve
number
1.0 DU/GA
i5
shall
be
selected for
1.5 DU/GA
20
pervious
& impervious
2.0 DU/GA
25
portions
of tt�e site
2.5 DU/GA
30
or basin
�.O DU/GA
34
3 -6y
�.S DU/GA
38
4.0 DU/GA
42
4.5 DU/GA
46
5.0 DU/G-A
48
5.5 DU/GA
50
6.0 DU/GA
52
6.5 DU/GA
54
7.0 DU/GA
56
PUD's, condos, apartments,
%impervious
4 esses
commer=,tl bus.,n
must be
industrial areas
computed
(i) For & more detaiied descript-;on of ag-r-i-cultural land use curve numbers- refer
.o National Engineering Handbook, Sec. 4, Hydrology, Chapter 91 August 1970.1.
(2) Assumes roof and driveway --unoff ia directed into street/storm eystem.
(3) The remain --'no pervious areas (lawn) alre considered to be in good
condition for ':.heBe curve numoers.
7 TI-1 -1-1
7_EBRU;%RYr 1992
a
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0
4
0
M
=i --fi
Cn -i
0 M
C
M0
0
-40
0 C
-19
x M
M z
JO -4
C _Z
-4
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0 _n
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M M
0
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0 M
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3
E, -
NELSON GEOTECHNICAL
N ff A AssociATE:s, INC.
GA GEOTECHNICAL ENGINEF-RS & GF-OLOGISTS
17311 — 135" Avenue NE. A-500 Snohomish County (425) 337-1669
Woodinville, WA 98072
(425) 486-1669 - (425) Fax 481-2510 Wenatchee/Chelan (5D9) 784-2756
September 23, 2003
Mr. Irfan Pardlin
Serena Construction
7003 —117"' Place NE
Kirkland, Washington 98033
Infiltration Evaluation Letter
10611-22611 Street SW
Edmonds, Washington
NGA File No. 379703
Dear Mr. Pardhn:
This letter presents the results of our infiltration study at your planned 3-lot short plat development in
Edmonds. Washington.
INTRODUCTION
The site is located at 10611-226h Street SW in Edmonds as shown on the Vicinity Map in Figure 1. We
understand that an existing single-family residence will be removed from the site. Three new residential
lots and associated paving and utilities are planned for the site. A stormwater infiltration facility is also
planned for this project. Mr. Larry Deisher of Land Planning Northwest requested that we visit the site to
explorc the subsurface soils and hydrologic conditions in two test pit excavations, providc an analysis of
the infiltration capabilities of Elie on -site soils and provide a design infiltiation rate as well as
recommendations for infiltration system installation.
For our use in preparing this report, Mr. Deisher has provided a faxed copy of an undated site plan titled
"Serena Construction, PreliminarT Short Subdivision in City of Edmonds," and an electronic file prepared
by Summit Surveying titled "A Topographic Survey of 10611 — 226b' St. SW for Serena Construction
z
0
M
Infiltration Evaluation Letter
106 11 -2126'h Street SW
September 23, 2003
NGA File No. 379703
Page 2
LLC," Dated June 2003 The site plan shows the planned lots and an access road from 226h Street. The
precise location of the planned infiltration system had not been established at the time that this letter was
prepared.
SCOPE
Based on our conversations with you and our understanding of the. project, the services provided by NGA
include the following:
I. Review available soils and geologic maps of the area.
2. Explore the site subsurface soil and ground water conditions with backhoe excavated test
pits. Our client provided the backhoe.
3. Perform grain -size analyses on selected soil samples in the proposed infiltration areas.
4. Provide preliminary estimates of the infiltration capacity of the soils based on the 1992
Washington State DOE Stormwater Management Nianual for Western Washington.
5. Provide recommendations for infiltration system installation.
6. Prepare a written geotechnical letter to document our findings, conclusions and
recommendations.
SITE CONDITIONS
Surface Conditions
n ite Plan
in
The site is a nearly flat roughly rectangular parcel covering about an acre, as shown o the S
Figure 2. The site is bordered to the north and west by residential properties, to tile east by a private road,
and to the south by 226' Street SW.
The site is vegetated with mature evergreen trees and underbrush in the south and northwest. A gravel
driveway curves around the southwest quadrant of the site and provides access from 226d' Street SW and
from the private road east of the site. The existing residence is located in the northeast portion of the site
and is .5urrounded by a lawn area. We did not observe surface water on the site at the time of our visit,
Subsurface Conditions
Geology: The geologic units for this area are shown on the Geolog c_Ma of the Edmonds Fast and Part
,j p
of the Edmonds West Quadrangles. by James P. Minard (USGS, 1983). The site is mapped
NELSON GEOTECHNICAL ASSOCIATES, INC.
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Infiltration Evaluation Letter
10611-226 1h Street SW
September 2' :1, 2003
NGA File No, 379703
Page 3
as advance outwasb (Qva), which is described as well -bedded gravelly sand, and fine-grained sand,
Generally firm, and unoxidized, deposited by proglacial streams and in proglacial lakes. Our test pit
t' -
explorations encountered clean sand with gravel consistent with the description of the advance outwash.
Explorations: The subsurface conditions at the site were explored on September 15, 2003, by excavating
two test pits to depths of 9.2 to 9.8 feet below the existing surfacc using a backhoe. The approximate
locations of the test pits are shown on the Site Plan in Figure 2. An NGA engineer was present during the
xplorations, examined the soils and geologic conditions encountered, obtained samples of the different
soil types, and maintained logs of the test pits.
The soils were visually classified in general accordance with the Unified Soil Classification System,
presented in Figure 3. The logs of our test pits are attached to this report and are presented a s Figure 4.
We present'a brief summary of the substirface conditions in the following paragraph. For a detailed
description of the subsurface conditions, the test pits logs should be reviewed.
At the surface both test pits encountered about 0.8 feet of duff and topsoil. Below the duff and topsoil,
and extending approximately two feet below the surface., the test pits exposed Mediurn dense silty sand
with gTavel interpreted as weathered outwash. Underlying the weathered horizon the explorations
exposed fine to -coarse sand with gravel and trace silt and cobbles extending to the depths explored. This
clean sand and gravel was interpreted as advance outwash.
Hydrologic Conditions
Ground water seepage was not e ncountered in our lest pit explorations. We did not note indications ofa
seasonal high water table within the depths explored in our test pits.
LABORATORY ANALYSIS
We performed four grain -size analyses on soil samples obtained from the clean sand and gravel at depths
of 4.5 to 9.5 feet below the surface. The results of the sieve analysis are presented as Figures 5 through 8.
The analysis in�icated that the site soils at depth consist of fine to coarse sand with gravel and trace silt
and cobbles.
NELSON GEOTECHNICAL ASSOCIATES, INC.
InflitTation Evaluation Letter
10611-226 1h Street SW
September 1.3, 2003
NGA File No. 37970^3
Page 4
STORMWATER INFILTRATION
Our exDlorations encountered duff, topsoil.. and weathered silty sand extending to about two feet below
the surface. Underlying the weathered horizon, clean sand with avel was exposed. This clean sand and
gr
aravel should be suitable for stormwater infiltration. A 5-foot separation should be maintained between
the bottom of the infiltration systems and seasonal high groundwater elevations and/or impervious
horizons. Based on the subsurface conditions encountered, it appears that this separation should be
achieved with infiltration trenches up to five feet deep. The planned infiltration system sbould perform
adequately, provided that clean sand and gravel materials are exposed at the bottom of the infiltration
trench cxcavations.
We completed four laboratory gradation tests on soil samples obtained from TP-1 and TP-2 for the
purpose of assigning design infiltration rates. We used theUnited States Department of Agriculture
(ii-S.D.A.) soil group classification (Figure 111-3.1) as presented in the "Storm. Water Management
Manual for the Puget Sound Basin," (Ecology 1992) to classify the soil samples analyzed, We referred to
"Table 111-3.1 Soil Properties Classified by Soil Texture," from this manual to evaluate the soil samples
from our explorati ons. This table provides long-term desiern infiltration rates based on the soil gradation
test results. Based on this manual and our sieve analyses, the samples from the planned infiltration area
are classified as sand. An infiltration rate of 9.27 inches per hour could be used for design of an
infiltration system terminated in this material.
We recommend that the infiltration trench excavations be cleaned of any sloughing soil or debris prior to
installing the infiltration system. We should be retained to obsme the material exposed in the excavated
infiltration trenches to confirm that the design infiltration rates are consistent with site conditions.
USE OF THIS LETTER
This letter has been provided for Serena Construction and their agents, for their use in planning and
budgeting for the infiltration system on this project only. Our services included an evaluation of the
infiltration capability of the site soils at selected locations only and should not be considered as an
evaluation of the entire site. This letter may be used for bidding mid estimating purposes, but our
findings, conclusions, and interpretations should not be construed as a warranty of the subsurface
conditions,
NELSON GEOTECHNICAL ASSOCIArES, INC.
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Infiltration Evaluation Letter
10611-226"' Street SW
September 23, 2003
NGA File No. 3 7970' :1
Pacre 5
Within the limitations of scope, schedule and budget our services have been performed in accordance
witb generally accepted geotechnical engineering practices in effect in this area at the time this letter was
prepared. No other wnnanty, cxprcssed-or implied, is made. Our observations, findings, and upinions are
a means to identify and reduce the inherent risks to the owner.
It has been a pleasure to provide scrvicc to you on this project. If you have any questions or require
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further information, pleat;e call, 0
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Sincerely,
NELSON GEO Tc—CHNICAL ASSOCIATES, INC, co -1
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Mike D. Rundquist C —Z
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Project Engineer
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Khaled M. Shawish, PE
Senior Engineer
MDR:KMS:kmn
Eigbi Figures Attached
Two Copies Submitted
(One Faxed Copy to Larry Diesber)
NEI-SON OEOTECHNICAL ASSOCIATES, INC.
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PROJECT NUMBER
379703
Figure 1
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Reference: Site plan based on an electronic file prepared by summit Surveying, titled "A Topographic P -C F -7
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Survey of 10611- 226th St SW for Serene ConstruMan. LLC," dated June 2003. Z4+ 4-
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UNIFIED SOIL CLASSIFICATION SYSTEM
GROUP
MAJOR DIVISIONS
GROUP NAME
SYMBOL
CLEAN
GW
WELL-GRA.DED. FINE TO COARSE GRAVEL
GRAVEL
GRAVEL
GRAVEL
GP
POORLY -GRADED GRAVEL
GRAINED
MORE THAN 50 %'
OF COARSE FRACTION
GRAVr=L
GM
SILTY GRAVF-L
RETAINED ON
SOILS
NO. 4 SIEVE
WITH FINES*
GC
CLAYEY GRAVEL
SAND
CLEAN
SW
WELL-GIMED SAND, FINE TO COARSE SAN 0
SAND
SIP
POORLY GRADED SAND
I
MORE THAN 50 %
RETAINED ON
MORE THAN 50 %
NO. 200 SIEVE
OF COARSE FRACTION
PASSES NO. 4 SIEVE
SAND
SM
SILTY SAND
WITH FINES;
SC
CLAYEY SAND
FINE-
SILT AND CLAY
SILT
INORGANIC
GRAINED
LIQUID LIMIT
CLAY
LESS THAN 60
SOILS
ORGANIC
OL
ORGANIC SILT, ORGANIC CLAY
SILT AND CLAY
MH
SILT OF HIGH PLASTICITY, ELAs'nc SILT
INORGANIC::.
MORE THAN 50 %
PASSES
LIQUID LIMIT
CH
CLAY OF HIGH PLASTICITY, FLAT CLAY
NO. 2130 SIEVE
50 % OR MORE
ORGANIC
OH
ORGANIC CLAY. ORGANIC SILT
HIGHLY ORGANIC SOILS
PT
PEAT
NOTES:
1) Field C129sific2llon Is b2sad on visual SOIL MOISTURE MODIFIERS:
ex2mlnatlon of soll In geneml
accordance v4tn ASTM D 2488-93. Dry - Absenoe of moisture, dusty, dry to
go touch
2) Solt classification using laboratory tests Moist - Damp, but no visible water.
is based on ASTM D 2488-93.
3) Descriptions of coil density or Wet - Visible free water or saturated,
usually soll Is obtained from
consistency am based on below water table
Interpretabon of blowcount data,
visual appearance Of WIG, 2ndlor
test data.
PROJECT NUMBER
10611-226th St SW
NELsoN GIEOTECHNICAL
No.
Data
Revision
13Y
(,P;
379703
Edmonds, Washington
-01N�GA ASSOCIATES, INC.
GEOTECHNicA L F-NGINMVM & OKOLOGWS
2,9"
Ov.
ADJ
PID
Figure 3
Soil Classification
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DEPTH(FEET)
TEST PIT ONE
LOG OF EXPLORATION
use $OIL DESCRIPTION
DUFF AND TOPSOIL
SIM BROWN SILTY FINE TO COARSE SAND WITH GRAVEL (MEDIUM DENSE, MOIST TO DRY)
(WEATHERED OUTWASH)
SP GRAY FINE TO COARSE SAND WITH GRAVEL AND TRACE SILT AND COBBLES (DENSE,
MOIST) (ADVANCE OUTWASH)
SAMPLES WERE COLLECTED AT 7.0 AND 6.9 FEET
GROUND WATER SEEPAGE WAS NOT ENCOUNTERED
SUGHT TEST PIT CAVING WAS ENCOUNTERED BETWEEN 0.0 TO 5.0 FEET
TEST PIT WAS COMPLETED AT 9.2 FEET ON 9/15/03
DUFF AND TOPSOIL
SM BROWN SILTY FINE TO COARSE SAND WITH GRAVEL (MEDIUM DENSE,MOIST TO DRY)
(WEATHERED OUTWASH)
sp GRAY FINE TO COARS,t SAND WITH GRAVEL AND TRACE Sur AND COBBLES (DENSE,
MOIST) (ADVANCE OUI.WASH)
5p GRAY FINE TO MEDIUM SAND WITH TRACE SILT AND GRAVEL (DENSE, M015T)
(ADVANCE OUTWASH):
SAMPLES WERE COLLECTED AT 4.5 AND 9.5 FEET
GROUND WATER SEEPAGE WAS NOT ENCOUNTERED
SLIGHT TEST PIT CAVING WAS ENCOUNTERED BETWEEN 0.0 TO 5.0 FEET
TEST PiT WAS COMPLETED AT 9.8 FEET ON 9/15103
NEL.SON GEOTECHNICAL ASSOCIATES, INC.
FILE NO 379703
FIGURE 4
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GARY HAAKENSON
CITY OF EDMONDS MAYOR
-0220 FAX (425) 771-0221
EDMONDS, WA 98020 (425) 771
121 5TH AVENUE NORTH
Website: wwacLedmondsma.us
DEVELOPMENT SERVICES DEPARTMENT
I'? lsq) Planning Building - Engineering
January 4th, 2005
Serena Construction
Attn: Larry Deisher
7003 117th PI NE
Kirkland, WA 98033
Building Permit: 2004-0615
Site Address: 10703 226th St SW
Expiration Date: 7/28/05
Dear Larry Deisher:
The purpose of this letter is to inforn-i you that the last remaining inspection on you r
project is a final inspection(s). The final inspection(s) determines that there are no
outstanding life -safety issues and approval allows the City to close your permit file.
The City considers the final inspection to be one of the most important inspections
conducted on a project. In order to grant final approval the following must be complete:
smoke detectors, house numbers, guardrails, liandrails, self -close doors between garage
and residence, egress froin sleeping roorns, safety glazing, weather-stripping, any
Engineering department requirements etc. Of . course not . all of these things may
specifically apply to your project but it does give you an idea about the kinds of things
that must be complete as well as some items that do not need to be installed such as:
paint, carpet, moldings, wallpaper, etc. Please be advised pen -nits expire one year fTon,
the date of issuance. If You Will need more time to complete the work, pennits can be
renewed prior to expiration for one half fees. If the permit expires without a final
approval granted by the Building Inspector, full fees are required in order to renew the
pennit. This can be very costly to you and we strongly encourage you to check your
permit expiration date and call for the required final inspection(s). Note: If more than
one department is required to final your project, this is noted on your Job Card.
Please feel free to contact ine at 425-771-0220 if you have any questions.
Sincerely,
Peret Coordinator
incorporated August 11, 1890
Sister Citv - Hekinan. Jai)an
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