94-101023e {G MASTF�" `�A1oTD USEAPPLICATION
l'PLrCATI®leT
y::-j: , .RTMENT OF COMMUNITY DEVELOPMENT
33530 let Way South ♦ Federal Way, WA 98003
APPLICATION NO. j .Z� Date
5E pqq jr, Agent
Name of Applicant �wller
The Quadrant Corporation Federal Way National Little League
Address P.O. Box 130, Bellevue, WA 98009 phone 455-2900
Signature QiJADRANT' FWNLL:
Fed Way National Little League
Owner Name/Address 2602 SW 332nd Place, Federal Way, WA 98023 phone 661-9194
(if different than applicant) First Ave. South, north of SW Campus Drive and First Ave. South
Property Location
Kroll
NE 19-21-04 1�00 �
W Zone
Legal Description See attached _
Project Description See At
Parcel Number(s) 192104-9004-07
MASTFRi.A
Type of Permit Required:
SEPA
Notice
Sign
Checklist
Mailed
Board
X Site Plan Review
R
Land Surface Modification
R
R
Boundary Line Adjustment
Binding Site Plan
R
R
R
cc
Short Subdivision
*
*
"
} LU
Subdivision
R
R
R
m
Shoreline
R
R
*
w
Variance
R
R
R
> a c.
Conditional Use
R
R
R
w
Use - Process I
R
R
*
A L Y
Use - Process 11
R
R
R
;
X Use - Process III
R
R
Quasi -Judicial Rezone
R
R
R
Variance
R*
R
R
i3
Comp. Plan/Rezone
R
R
Annexation
R
R
Lot Line Elimination
*Pre -Application Meeting
R = Required
* = Optional by City
} k Ld
t /- i'
FIR ) AMERICAN TITLE (206) 728- )36 Page 2
TRW REDI PROPERTY PROFILE 04/21/94
Parcel Number : 192104-9004-07
-----------------------------------
ALL PARCELS INCLUDED WITH LAST SALE
-----------------------------------
Parcel Number UseCode Total Value %Land !kImp. Total Ac.
192104-9003
901
$407,500
100.0
0.0
25.270
192104-9004
901
$354,100
100.0
0.0
21.360
202104-9008
901
$1,000
100.0
0.0
0.207
415920-0710
001
$237,400
0.0
0.0
0.000
4
$1,000,000
46.837
-------------
SALES HISTORY
-------------
Buyer Name Date Sale Price Type Deed Excise# M Auditor No. OT
FED WAY LITTLE LEAGU 871012 QUIT CLM 0968623 Y 871012-0694
QUADRANT CORP
--------------------------------
CURRENT OWNERS FINANCING HISTORY
--------------------------------
Auditor No. Type Transactn Loan Amt 1 Loan Amt 2 Down Paymnt °s Int
871012-0694 PURCHASE-
-----------------
LEGAL DESCRIPTION
-----------------
Plat Name: Vol/Page:
Legal: 192104 4 PORS OF S 1/2 OF NE 1/4 & NE 1/4 OF SE 1/4 19-21-04 TGW POR
OF S 1/2 OF SW 1/4 OF NW 1/4 20-21-4 DAF - BEG MOST SLY COR TR R-11
CAMPUS VIEW ADD 3 & NWLY MGN OF 1ST WAY S & TPOB TH ALG ANARC CRV TO
LET RAD 850 FT C/A OF 29-26-59 AN ARC DIST OF 422.06 FTTAP OF REV CR
V RAD OF 30 FT C/A OF 85-18-25 AN ARC DIST OF 44.67 FT TH N 81-45-00
W A DIST OF 1364 FT TAP ON NLY MGN OF SW CAMPUS DRTH N 08-15 E A DIS
TOF 485 FT TH S 84-07-21 E A DIST OF 313.99 FT TH N 60-11-00 E A DIS
T OF 350 FT TH S 74-55-42 E A DIST OF 609.45 FT TH S 48-36-26 E 400
FT TO POB- AKA LOT D KC-LLA 8702017 APPROVED8-8-87 TGW POR LYING SLY
OF A LN DAF - BEG AT NW COR OF SE 1/4 OF NE 1/4 OF SD SEC TH S 01-08
-26 W 783.83 FT TH S 84-07-21 E 211.87 FT TH N 60-11-00 E 520.04 FT
TH S 74-55-42 E 431.56 FT TO WLY MGN CAMPUS VIEW ADD DIV 3 & TERM OF
SD LN AKA LOT A OF LLA 8809011 APPROVED 10-18-88
Information provided is deemed reliable, but is not guaranteed
Copyright 1994 TRW-REDI Property Data
Statement of Design Intent
The First Avenue Basin Detention Pond will be constructed to provide stormwater detention
for approximately 85 acres upstream of the pond and compensatory detention for an
additional 27 acres downstream that will discharge undetained. An existing pond which
detains flows for the entire basin (102 acres plus Panther Lake discharges) will be eliminated
with the construction of a new commercial development. The new pond has been designed
such that discharge is restricted to less than or equal to the current condition with the existing
pond in place. The new pond will provide detention up to and including the 100-year runoff
event. The project will perform in conjunction with the Panther Lake Flood Control Facility.
During storms larger than the 50-year runoff event, the pond will overflow to the Panther
Lake Ballfield Reservoir. This pond is in the process of being approved by Washington
Department of Ecology Dam Safety Section.
Page 1
c:\quacirant\pernrit.wpw April 11, 1994
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MEMORANDUM
Date: January 14, 1994
From: Andy Lukas 441
To: File, 14-7420-02
Subject: Analysis of Quadrant Pond Discharge Based on Panther
Lake Original Conditions Scenario
The new Quadrant pond discharge was determined for original
conditions as defined by the Panther Lake Surface Water Study
These conditions consist of the following:
1. 1987 Land Use
2. Naturally tributary drainage area
3. 1987 lake conditions
Extended to the areas downstream of the Panther Lake discharge,
this would also consist of the 127 acre area (as defined by the
DOWL engineering report) at the 1987 land use condition and the
pond at the northwest corner of 1st Avenue S and SW Campus Drive.
This pond currently accepts undetained flows from the 127-acre
tributary area and discharges from Panther Lake. Upon completion
of the Panther Lake Flood Control Facility construction, it will
also receive flows from the ballfield complex outfall. Two
schematic figures are attached to this memo: one for original
conditions and one for future conditions.
First the 50-year and 100-year storms were used to determine the
size of the new Quadrant pond. For these conditions, the new
pond peak discharge goal was chosen to be equal to or less than
the future condition peak discharge with the existing pond still
in place. This assumes that development the Western Securities
site would require removing the existing pond. I determined
these goals to be 6.7 cfs and 2.8 cfs for the 50-year and the
100-year events, respectively. The reason for the 100-year goal
being smaller than the 50-year is due to the new discharge
created by the addition of the ballfield storage area, which does
not discharge in the 50-year event. Choosing the discharge goals
in this manner preserves the original detention provided at the
discharge under SW Campus Drive. Tables 1 and 2 present the
discharges from all areas in the 50- and 100-year events under
original and future conditions, respectively. The figures
attached to this memo show a schematic of the tributary basin.
RECEIVED BY
COMMUNITY DEVELOPMENT DEPARTMENT
\quadrant\goalmem.wpw MAY 2 6 1994
Original Condition Analysis Page 2
Table 1. Original Condition Discharge
Facility or area 50-year discharge, 100-year discharge,
cfs cfs
Panther Lake 9.3 10.9
Ballfield' 0.0 0.0
Inflow lz + Inflow 23 12.3 16.0
Existing pond 17.7 21.3
'The ballfield actually discharges less than 0.1 cfs in these events.
2Inflow 1 will be undetained after new pond is constructed.
3Inflow 2 will be detained by the new pond.
Table 2. Future Condition Discharges
Facility or area
50-year discharge,
cfs
Panther Lake
18.6
Ballfield
0.0'
Inflow 1 (undetained)
4.5
Lake + Ballfield + Inflow 1
23.1
Inflow 2 (new pond inflow)
11.7
Total inflow to existing
34.9
pond
Existing pond discharge'
29.8
New pond discharge goal'
6.7
Actual new pond discharge
1.4
Reduction in peak
88V
100-year discharge,
cfs
19.0
6.3
5.7
31.0
15.0
36.0
33.7
3.1
2.7
82%
'The ballfield actually discharges less than 0.1 cfs in this events.
2Assumes Western Securities site was developed without removing existing pond.
'Goal = Total inflow to existing pond - Existing pond discharge.
"Reduction = (Inflow 2 - New pond discharge) _ Inflow 2 x 100%.
A 2-acre (top area) pond is required to achieve this discharge
goal of 3.1 cfs in the 100-year event is detailed in the attached
spreadsheet printout. I then tested the pond for discharge in
the 2-, 10-, and 25-year events. This required determining
appropriate 2-, 10-, and 25-year events. I developed statistics
for the annual maximum discharges from the existing pond to
determine what would be the appropriate storms on a regional
basis. Attached are spreadsheet prints and a discharge frequency
\quadrant\goalmem.wpw
original Condition Analysis
Page 3
curve that were used to decide on the storms. The results of the
small storm analysis are presented in Tables 3, 4, and 5. Charts
showing the timing of the storm responses are also attached.
Some explanation of the 25-year event discharge from Panther Lake
is required. All runoff events were determined from peak
discharges from the existing pond. In the case of the 25-year
event, this peak occurred during an event in which the lake level
was rather low, and consequently the discharge from the lake
during this event was somewhat lower than otherwise expected.
The peak discharge from the existing pond is mainly due to the
inflows received from areas other than Panther Lake.
Table 3. 2-Year Storm Analysis Results
Storm Date 12/25/1957
Area original
Condition
peak discharge,
cfs
Panther Lake 2.1
Inflow 1 (undetained in future) 1.1
Inflow 2 (flows to new pond in 10.3
future)
Existing pond 14.0
New pond n/a
Total discharged under SW Campus 14.0
Drivel
Future Condition
peak discharge,
cfs
9.2
4.4
11.2
n/a
0.7
14.2
'This peak is less than sum of peaks in future condition due to the specific
timing of each peak. See attached spreadsheet for detail.
\quadrant\goalmem.wpw
original Condition Analysis
Table 4. 10-Year Storm Analysis Results
Storm Date 2/28/1972
Page 4
Area
Original
condition
Future condition
peak discharge,
peak discharge,
cfs
cfs
Panther Lake
6.9
17.4
Inflow 1 (undetained in future)
2.0
5.5
Inflow 2 (flows to new pond in
13.5
14.8
future)
Existing pond
19.8
n/a
New pond
n/a
1.2
Total discharged under SW Campus
19.8
24.1
Drivel
'This peak is less than sum of peaks in future condition due to the specific
timing of each peak. See attached spreadsheet for detail.
Table 5. 25-Year Storm Analysis Results
Storm Date 11/5/1986
Area
original
Future Condition
Condition
peak discharge,
peak discharge,
cfs
cfs
Panther Lake
1.9
16.1
Inflow 1 (undetained in future)
2.0
8.4
Inflow 2 (flows to new pond in
20.4
23.1
future)
Existing pond
26.2
n/a
New pond
n/a
1.2
Total discharged under SW Campus
26.2
25.7
Drive'
'This peak is less than sum of peaks in future condition due to the specific
timing of each peak. See attached spreadsheet for detail.
This analysis shows that the 2-year discharge under SW Campus
Drive, with the new pond configuration, under future conditions
is nearly the same as that for the original conditions.
Furthermore, the 25-year future condition discharge is less than
\quadrant\goalmem.wpw
Original Condition Analysis Page 5
that for original conditions. The 10-year discharge is
approximately 22 percent higher in the future than in the
original condition; however, this is due to the major increase in
peak discharge from Panther Lake caused by land use changes and
addition of the two sub -drainage basins (WH15 and WH16). This
amounts to a 10.5 cfs increase (or 200 percent) in peak
discharge. The new pond actually reduced its inflow peak by 92
percent. Therefore, it would be very difficult to achieve this
10-year original condition peak discharge due to the effect of
the lake.
Conclusions. The pond, as configured, will provide the same
level of flood protection as that achieved by the Panther Lake
Flood Control Facility. Also, it preserves the 2- and 25-year
original condition peak discharges with developed conditions.
The original condition discharge during the 10-year storm is not
met under future conditions, but this is due to the large
increase in Panther Lake's discharge. This configuration allows
for the Western Securities Site to be developed without
additional on -site detention.
Attachments
cc: Bob Gatz, Project Manager
Steve Merrill, Project Advisor
\quadrant\goalmem.wpw
QFIGUREAS
Original Condition
1987 Land Use, WH 15 and WH 16 disconnected from lake
Inflow
)us Drive
This figure is schematic in nature.
Page 1
QFIGURE.XLS
Future Condition
Future build -out land use, all connections in place
Lake
Inflow 2
C)ew Quadrant pond
Discharge under 5W Gampus Drive
This figure is schematic in nature.
Page 2
100YFU02.INP
RUN
GLOBAL
*** DEVELOPED CONDITION OF PANTHER LAKE AND WESTERN SECURITIES TRIBUTARY AREAS
*** INSTALLED QUADRANT OFFSITE POND TO DETAIN ITS TRIB AREA AND PROVIDE COMPENSATORY
*** DETENTION FOR OTHER AREAS.
*** POND UTILIZES MAXIMUM AMOUNT OF EASEMENT FROM LITTLE LEAGUE AT TOP
*** SHOOTING FOR ORIGINAL CONDITION 100-YEAR PEAK DISCH,RGE GOAL OF 2.8 CFS
*** REVISED CHOSEN POND CONFIGURATION FOR HYDRAULIC CONCERNS -- PROMOTE SPILL TO BALLFIELDS
*** RECONFIGURED SPILLWAY AFTER DAM SAFETY ANALYSIS -- CHECK FREEBOARD IN 100-YEAR
PANTHER LAKE PRODUCTION FILE FUTURE LU
START 1951/02/01 00:00 END 1951/02/15 24:00
RUN INTERP OUTPUT LEVEL 0
RESUME 0 RUN 1 TSSFL 15 WDMSFL 16
END GLOBAL
FILES
<FILE> <UN#>++x<---- FILE NAME ------------------------------------------------- >
WDM 21 \HSPF9\QUADRANT.WDM
MESSU 22 100YFU02.LIS
31 100YFU02.DAT
INFO 23 \hspfl0\HSPINF.DA
ERROR 24 \hspfl0\HSPERR.DA
WARN 25 \hspfl0\HSPWRN.DA
END FILES
OPN SEQUENCE
INGRP
INDELT 1:00
PERLND
12
PERLND
16
PERLND
18
PERLND
22
PERLND
26
PERLND
28
PERLND
32
PERLND
42
IMPLND
12
PERLND
52
COPY
1
RCHRES
1
RCHRES
2
RCHRES
3
RCHRES
4
RCHRES
6
RCHRES
10
RCHRES
20
PLTGEN
1
END INGRP
END OPN SEQUENCE
PERLND
GEN-INFO
<PLS >
Name NBLKS
12 TF/MILD
16 TF/MODERATE
18 TF/STEEP
22 TG/MILD
26 TG/MODERATE
28 TG/STEEP
32 OF/MILD
42 OG/MILD
52 WETLANDS
END GEN-INFO
ACTIVITY
<PLS > *********+*** Active
# - # ATMP SNOW PWAT SED
12 52 0 0 1 0
END ACTIVITY
PRINT -INFO
<PLS > *+++x*xx+xxx+xxxxx*x*
# - # ATMP SNOW PWAT SED
12 52 0 0 6 0
END PRINT -INFO
PWAT-PARM1
1
1
1
1
1
1
1
1
1
Unit -systems
User t-series
in out
1 i 1
1 1 1
1 1 1
1 1 1
1 1 1
1 1 1
1 1 1
1 1 1
1 1 1
Printer
Engl Metr
6 0
6 0
6 0
6 0
6 0
6 0
6 0
6 0
6 0
sections ++++++++++++*++++++++++*+++++
PST PWG PQAL MSTL PEST NITR PHOS TRAC
0 0 0 0 0 0 0 0
***
Print -flags *******+xx***x*********** PIVL PYR
PST PWG PQAL MSTL PEST NITR PHOS TRAC *********
0 0 0 0 0 0 0 0 1 9
<PLS > xx+x*++xx*+x*x++x Flags **xx**xxxx+*x*x*w***
# - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE ***
12 52 0 0 0 0 0 0 0 0 0
END PWAT-PARM1
PWAT-PARM2
<PLS > ***
# - # ***FOREST
12 0.75
16 0.75
18 0.75
22 0.05
26 0.05
28 0.05
32 0.75
42 0.05
52 0.75
END PWAT-PARM2
PWAT-PARM3
<PLS >***
# - #*** PETMAX
12
16
18
22
26
28
32
42
52
END PWAT-PARM3
PWAT-PARM4
<PLS >
# - # CEPSC
12 0.2000
16 0.2000
18 0.2000
22 0.1000
26 0.1000
28 0.1000
32 0.2000
42 0.1000
52 0.1000
END PWAT-PARM4
PWAT-STATEI
<PLS > PWATER stat
# - #*** CEPS
12 0.065
16 0.065
18 0.065
22 0.000
26 0.000
28 0.000
32 0.065
42 0.000
52 0.000
END PWAT-STATEI
END PERLND
IMPLND
GEN-INFO
<ILS > Name
e
LZSN INFILT LSUR SLSUR KVARY AGWRC
4.5000 0.0800 400.00 0.0500 0.5000 0.9960
4.5000 0.0800 400.00 0.1000 0.5000 0.9960
4.5000 0.0800 200.00 0.2000 0.5000 0.9960
4.5000 0.0300 400.00 0.0500 0.5000 0.9960
4.5000 0.0300 400.00 0.1000 0.5000 0.9960
4.5000 0.0300 200.00 0.2000 0.5000 0.9960
5.0000 2.0000 400.00 0.0500 0.3000 0.9960
5.0000 0.8000 400.00 0.0500 0.3000 0.9960
4.0000 2.0000 100.00 0.0010 0.5000 0.9960
PETMIN INFEXP INFILD DEEPFR BASETP AGWETP
2.0000 2.0000 1.00 0. 0.
2.0000 2.0000 1.00 0. 0.
1.5000 2.0000 1.00 0. 0.
2.0000 2.0000 1.00 0. 0.
2.0000 2.0000 1.00 0. 0.
1.5000 2.0000 1.00 0. 0.
2.0000 2.0000 1.00 0. 0.
2.0000 2.0000 1.00 0. 0.
10.000 2.0000 1.00 0. 0.7
«*x
UZSN NSUR INTFW IRC LZETP***
1.0000 0.3500 3.000 0.7000 0.7000
0.5000 0.3500 6.000 0.5000 0.7000
0.3000 0.3500 7.000 0.3000 0.7000
0.5000 0.2500 3.000 0.7000 0.2500
0.2500 0.2500 6.000 0.5000 0.2500
0.1500 0.2500 7.000 0.3000 0.2500
0.5000 0.3500 0.000 0.7000 0.7000
0.5000 0.2500 0.000 0.7000 0.2500
3.0000 0.5000 1.000 0.7000 0.8000
variables***
SURS UZS IFWS LZS AGWS GWVS
0.000 2.091 0.052 7.591 0.000 0.000
0.000 1.056 0.004 7.560 0.000 0.000
0.000 0.642 0.000 7.631 0.000 0.000
0.000 1.088 0.081 7.090 0.000 0.000
0.000 0.531 0.006 6.968 0.000 0.000
0.000 0.306 0.000 6.975 0.000 0.000
0.000 0.558 0.000 8.974 0.000 0.000
0.000 0.964 0.000 9.273 0.000 0.000
0.000 5.632 0.028 7.096 0.000 0.000
Unit -systems Printer ***
User t-series Engl Metr ***
in out "**
12 IMPERVIOUS 1 1 1 6 0
END GEN-INFO
ACTIVITY
<ILS > ************* Active
# - # ATMP SNOW IWAT SLD
12 0 0 1 0
END ACTIVITY
PRINT -INFO
<ILS > ******** Print -flags
# - # ATMP SNOW IWAT SLD
12 0 0 6 0
END PRINT -INFO
IWAT-PARM1
<ILS > Flags
# - # CSNO RTOP VRS VNN
12 0 0 0 0
END IWAT-PARMl
IWAT-PARM2
<ILS >
# - # LSUR SLSUR
12 500.00 0.0100
END IWAT-PARM2
IWAT-PARM3
<ILS >
Sections ****
IWG IQAL «xx
0 0
******** PIVL PYR
IWG IQAL *********
0 0 1 9
***
RTLI ***
0
NSUR RETSC
0.1000 0.1000
xxx
User t-series Engl Metr ***
in out "**
12 IMPERVIOUS 1 1 1 6 0
END GEN-INFO
ACTIVITY
<ILS > ************* Active
# - # ATMP SNOW IWAT SLD
12 0 0 1 0
END ACTIVITY
PRINT -INFO
<ILS > ******** Print -flags
# - # ATMP SNOW IWAT SLD
12 0 0 6 0
END PRINT -INFO
IWAT-PARM1
<ILS > Flags
# - # CSNO RTOP VRS VNN
12 0 0 0 0
END IWAT-PARMl
IWAT-PARM2
<ILS >
# - # LSUR SLSUR
12 500.00 0.0100
END IWAT-PARM2
IWAT-PARM3
<ILS >
Sections ****
IWG IQAL «xx
0 0
******** PIVL PYR
IWG IQAL *********
0 0 1 9
***
RTLI ***
0
NSUR RETSC
0.1000 0.1000
xxx
# - # PETMAX PETMIN
12
END IWAT-PARM3
IWAT-STATEI
<ILS > IWATER state variables
# - # RETS SURS
12 1.0000E-3 1.0000E-3
END IWAT-STATEI
END IMPLND
EXT SOURCES
*** NOTE: The only RCHRES that precip and
PET are
applied
to are
lakes.
<-Volume-> <Member> SsysSgap<--Mult-->Tran
<-Target vvls>
<-Grp>
<-Member->
<Name> # <Name> # tem strg<-factor->strg
<Name>
#
#
<Name> # #
WDM 10 PREC ENGL 1.19
PERLND
12
52
EXTNL
PREC
WDM 10 PREC ENGL 1.19
IMPLND
12
EXTNL
PREC
WDM 10 PREC ENGL 1.19
RCHRES
5
20
EXTNL
PREC
WDM 20 EVAP ENGL .75
PERLND
12
52
EXTNL
PETINP
WDM 20 EVAP ENGL .75
IMPLND
12
EXTNL
PETINP
WDM 20 EVAP ENGL .75
RCHRES
5
20
EXTNL
POTEV
WDM 600 FLOW ENGL
RCHRES
20
EXTNL
IVOL
WDM 600 FLOW ENGL 12.1
PLTGEN
1
INPUT
MEAN 1
END EXT SOURCES
NETWORK
*** NOTE: MFACTOR= 53.33 X SEGMENT AREA (SQ.MILES) TO CONVERT INCHES TO AC -FT.
*** SUB -BASIN WH15 ***
<-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> ***
N # <Name> # #<-factor->strg <Name> # # <Name> # #
m***
< ae>
*** CHANNEL NETWORK LINKAGES
***
*** AGWO AND IFWO ASSUMED LOST
TO ADVANCE OUTWASH
(DEEP
FR SET TO 1)
*** LAYER IN WH12, WH13, WH14
(PANTHER LK TRIBUTARY).
*** SUB -BASIN WH16 RUNOFF
FROM LAND SEGMENTS
*** SUB -BASIN WH16 RUNOFF
FROM LAND SEGMENTS
PERLND
22 PWATER SURO
1.583E
RCHRES
4
EXTNL
IVOL
PERLND
26 PWATER SURO
1.4688
RCHRES
4
EXTNL
IVOL
PERLND
28 PWATER SURO
1.8375
RCHRES
4
EXTNL
IVOL
PERLND
42 PWATER SURD
0.7088
RCHRES
4
EXTNL
IVOL
IMPLND
12 IWATER SURO
2.4263
RCHRES
4
EXTNL
IVOL
*** SUB -BASIN WH15 RUNOFF
FROM LAND SEGMENTS
PERLND
12 PWATER SURO
0.9417
RCHRES
1
EXTNL
IVOL
PERLND
22 PWATER SURO
20.0214
RCHRES
1
EXTNL
IVOL
PERLND
26 PWATER SURO
4.2393
RCHRES
1
EXTNL
IVOL
IMPLND
12 IWATER SURO
14.4185
RCHRES
1
EXTNL
IVOL
*** SUB -BASIN WH14 RUNOFF
FROM LAND SEGMENTS
PERLND
12 PWATER SURO
0.8167
RCHRES
2
EXTNL
IVOL
PERLND
16 PWATER SURO
0.1333
RCHRES
2
EXTNL
IVOL
PERLND
18 PWATER SURO
0.9583
RCHRES
2
EXTNL
IVOL
pERLND
22 PWATER SURO
7.3295
RCHRES
2
EXTNL
IVOL
PERLND
26 PWATER SURD
3.4017
RCHRES
2
EXTNL
IVOL
PERLNO
28 PWATER SURO
2.3596
RCHRES
2
EXTNL
IVOL
PERLND
32 PWATER SURO
0.1417
RCHRES
2
EXTNL
IVOL
PERLND
42 PWATER SURO
7.1153
RCHRES
2
EXTNL
IVOL
pERLND
52 PWATER SURO
1.0083
RCHRES
2
EXTNL
IVOL
IMPLND
12 IWATER SURO
14.1356
RCHRES
2
EXTNL
IVOL
*** PANTHER LAKE TRIBUTARY AREA
PERLND
22 PWATER SURO
1.7060
RCHRES
6
EXTNL
IVOL
PERLND
26 PWATER SURO
1.2205
RCHRES
6
EXTNL
IVOL
PERLND
28 PWATER SURO
0.4623
RCHRES
6
EXTNL
IVOL
PERLND
42 PWATER SURO
2.0875
RCHRES
6
EXTNL
IVOL
IMPLND
12 IWATER SURO
1.9654
RCHRES
6
EXTNL
IVOL
*** SUB
-BASIN WH12 RUNOFF
FROM LAND
SEGMENTS
PERLND
12 PWATER SURO
0.3500
RCHRES
3
EXTNL
IVOL
PERLND
16 PWATER SURO
0.4167
RCHRES
3
EXTNL
IVOL
PERLND
22 PWATER SURO
7.1447
RCHRES
3
EXTNL
IVOL
PERLND
26 PWATER SURO
1.0411
RCHRES
3
EXTNL
IVOL
PERLN❑
28 PWATER SURF]
1.2345
RCHRES
3
EXTNL
IVOL
PERLND
42 PWATER SURO
1.6223
RCHRES
3
EXTNL
IVOL
IMPLND
**a
12 IWATER SURO
7.9242
RCHRES
3
EXTNL
IVOL
*** EXISTING POND INFLOWS
*** TRIB TO NEW NORTH POND
PERLND
18 PWATER SURO
0.6250
COPY
1
INPUT
MEAN 1
PERLND
22 PWATER SURO
0.2667
COPY
1
INPUT
MEAN 1
PERLND
26 PWATER SURO
2.9713
COPY
1
INPUT
MEAN 1
IMPLND
12 IWATER SURO
3.2203
COPY
1
INPUT
MEAN 1
*** VAULT 1 SUB -BASIN
2
PERLND
22 PWATER SURO
0.0264
COPY
1
INPUT
MEAN
PERLND
26 PWATER SURO
0.5250
COPY
1
INPUT
MEAN 2
PERLND 28 PWATER SURO 0.0249 COPY 1 INPUT MEAN 2
PERLND 42 PWATER SURO 0.0368 COPY 1 INPUT MEAN 2
IMPLND 12 IWATER SURO 0.5570 COPY 1 INPUT MEAN 2
*** VAULT 2 SUB -BASIN
PERLND 42 PWATER SURO 0.1138 COPY 1 INPUT MEAN 2
IMPLND 12 IWATER SURO 0.6446 COPY 1 INPUT MEAN 2
*** ROOFTOP SUB -BASIN
IMPLND 12 IWATER SURD 0.2000 COPY 1 INPUT MEAN 2
*+.
++.
RCHRES 1 HYDR ROVOL 1 RCHRES 2 EXTNL IVOL
RCHRES 2 HYDR ROVOL 1 RCHRES 6 EXTNL IVOL
RCHRES 3 HYDR ROVOL 1 RCHRES 6 EXTNL IVOL
RCHRES 4 HYDR ROVOL 1 RCHRES 6 EXTNL IVOL
***RCHRES 6 HYDR OVOL 3 RCHRES 20 EXTNL IVOL
RCHRES 10 HYDR OVOL 2 RCHRES 20 EXTNL IVOL
COPY 1 OUTPUT MEAN 1 RCHRES 10 EXTNL IVOL
RCHRES 6 HYDR O 1 PLTGEN 1 INPUT POINT 1
***RCHRES 6 HYDR 0 3 PLTGEN 1 INPUT POINT 2
RCHRES 6 HYDR STAGE 1 PLTGEN 1 INPUT POINT 2
RCHRES 20 HYDR 0 1 PLTGEN 1 INPUT POINT 3
RCHRES 20 HYDR STAGE 1 PLTGEN 1 INPUT POINT 4
RCHRES 10 HYDR STAGE 1 PLTGEN 1 INPUT POINT 5
RCHRES 10 HYDR 0 1 PLTGEN 1 INPUT POINT 6
RCHRES 10 HYDR 0 2 PLTGEN 1 INPUT POINT 7
COPY 1 OUTPUT MEAN 1 12.1 PLTGEN 1 INPUT MEAN 2
COPY 1 OUTPUT MEAN 2 12.1 PLTGEN 1 INPUT MEAN 3
END NETWORK
RCHRES
GEN-INFO
RCHRES Name Nexits Unit Systems Printer
# - #<------------------ >< --- > User T-series Engl Metr LKFG
in out
1 WH15 - CLOSED BASIN 1 1 1 1 6 0 0
2 WH14 1 1 1 1 6 0 0
3 WH12 1 1 1 1 6 0 0
4 WH16 1 1 1 1 6 0 0
5 EXISTING POND 2 1 1 1 6 0 1
6 WH13 - PANTHER LK#2 3 1 1 1 6 0 1
10 QUADRANT POND 2 1 1 1 6 0 1
20 SECONDARY STORE LLC 2 1 1 1 6 0 1
END GEN-INFO
ACTIVITY
RCHRES *****+*++**+++a Active Sections
# - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG
1 20 1 0 0 0 0 0 0 0 0 0
END ACTIVITY
PRINT -INFO
RCHRES *t.*..*+...+.++ Printout Flags +a..++*.+++++**+** PIVL PYR
# - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB *********
1 20 6 0 0 0 0 0 0 0 0 0 1 9
END PRINT -INFO
HYDR-PARM1
RCHRES Flags for each HYDR Section
# - # VC Al A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for
FG FG FG FG possible exit ***-possible exit possible
**+
*++
each
exit
1 4 0 0 0 0 4 0 0 0 0 0 0 0 0 0 2 2 2 2 2
5 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2
6 0 1 0 0 4 5 6 0 0 0 0 0 0 0 2 2 2 2 2
10 20 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2
END HYDR-PARM1
HYDR-PARM2
RCHRES
# - # FTABNO LEN DELTH STCOR KS DB50 ***
.+*
1 2 1.042 0.0
2 2 1.042 0.0
3 3 1.421 0.0
4 4 0.152 0.0
5 5 0.133 218.0 0.5
6 6 0.133 238.6 0.5
10 10 0.1 245.5 0.5
20 20 0.133 253.0 0.5
END HYDR-PARM2
HYDR-INIT
RCHRES Initial conditions for each HYDR section +++
# - # *** VOL Initial value of COLIND Initial value of OUTDGT
*** ac-ft for each possible exit for each possible exit
<------><-------- > <--- ><--- ><--- x--- >< --- > •*+ <---><---><--- ><--- ><--->
1 0.0 4.0
2 0.0
3 0.0
4 0.0
5 0.0
6 56.0
10 0.0
20 0.12
END HYDR-INIT
END RCHRES
FTABLES
FTABLE
Rows Cols
4 4
Depth
(ft)
0.0
0.5
3.0
8.0
END FTABLE
FTABLE
Rows Cols
4 4
Depth
(ft)
0.0
0.5
3.0
6.0
END FTABLE
FTABLE
Rows Co1S
3 4
Depth
(ft)
0.0
0.5
3.0
END FTABLE
FTABLE
ROWS COLS
8 5
DEPTH
(FT)
0.
2.
4.
6.
B.
10.
12.
12.2
END FTABLE
FTABLE
ROWS COLS
16 6
DEPTH
(FT)
0.0
7.4
8.8
9.4
11.4
13.4
14.4
14.9
16.4
17.4
18.8
19.3
19.8
20.3
20.8
21.5
END FTABLE
FTABLE
ROWS COLS
11 5
DEPTH
4.0
4.0
4.0
4.0 5.0
4.0 5.0 6.0
4.0 5.0
4.0 5.0
2
(WH14)
Area Volume Outflowl
(acres) (acre-ft) (cfs)
0.0 0.0 0.0
0.57 0.27 2.0
13.1 17.3 50.0
14.0 84.3 650.0
2
3
(WH12)
Area Volume outflowl
(acres; (acre-ft) (cfs)
0.0 0.0 0.0
0.51 0.26 1.00
0.86 2.07 55.0
1.21 5.17 230.
3
4
(WH16)
Area Volume outflowl
(acres) (acre-ft) (cfs)
0.0 0.0 0.0
0.51 0.26 1.00
0.86 2.07 55.0
4
5
EXISTING POND AT 1ST AVENUE SOUTH AND 336TH ST (CAMPUS DRIVE)
AREA
(ACRES)
0.
0.19
0.55
0.67
0.76
0.9
1.9
2.9
5
6
(WH13)
VOLUME
(ACRE -FT)
0.
0.19
0.93
2.14
3.57
5.23
8.04
8.52
OUTFLOWI
(CFS)
0.
10.
30.
38.
44.
64.
90.
92.6
OUTFLOW2
(CFS)
0.
0.
0.
0.
0.
0.
0.
90.67
PANTHER LAKE #2 OVERFLOW TO BALLFIELD
AREA
VOLUME
OUTFLOWI
OUTFLOW2
OUTFLOW3
(ACRES)
(ACRE -FT)
(CPS)
(CFS)
(CFS)
0.0
0.0
0.0
0.0
0.0
10.6
38.5
0.0
0.23
0.0
15.8
55.1
0.0
0.35
0.0
15.9
63.2
2.0
0.41
0.0
18.1
95.3
9.0
0.66
0.0
20.4
133.7
13.2
0.89
0.0
22.2
155.1
15.0
1.02
0.0
22.3
165.5
16.0
1.09
0.0
23.6
199.5
17.2
1.30
0.0
24.9
223.8
17.8
1.45
0.0
25.0
258.8
18.6
1.75
0.0
25.1
270.3
18.9
1.85
44.0
25.1
282.9
19.0
1.96
130.
25.1
295.5
19.2
2.00
249.
25.1
308.0
19.6
2.07
399.
25.1
325.6
19.9
2.15
660.
6
10
NEW QUADRANT OFFSITE
POND
***
PIPED
SPILLED
***
AREA
VOLUME
OUTLET
TO BALLFIELD***
.*.
.**
(FT) (ACRES) (AC -FT) DISCH DISCH
(CFS) (CFS) ***
.000 .000 .0000 .0000 .0000
2.22 1.14 2.37 0.64 .0000
4.44 1.29 5.07 0.90 .0000
6.66 1.44 8.10 1.10 .0000
8.88 1.61 11.48 1.27 .0000
11.1 1.78 15.24 1.42 .0000
11.2 1.79 15.42 1.54 0.31
11.5 1.81 15.96 2.30 2.48
12.0 1.85 16.87 4.07 8.38
12.5 1.89 17.B1 6.02 16.25
13.0 1.93 18.77 7.83 75.21
END FTABLE 10
FTABLE 20
ROWS COLS SECONDARY STORAGE AT LITTLE LEAGUE COMPLEX ***
5 5
DEPTH AREA VOLUME OUTFLOWI OUTFLOW2 +**
(FT) (ACRES) (ACRE -FT) (CFS) (CFS) **+
0.0 0.0 0.0 0.0 0.0
0.5 18.6 9.3 4.8 0.0
3.0 18.6 56.0 5.1 0.0
3.4 18.6 63.4 5.4 0.0
3.6 18.6 67.1 6.5 0.0
END FTABLE 20
END FTABLES
PLTGEN
PLOTINFO
# - # FILE NPT NMN LABL PYR PIVL ***
1 31 7 3 0 9 24
END PLOTINFO
GEN-LABELS
# - #<-------------- TITLE ------------------ > +++ <------- YLABL----->
1 PANTHER LAKE STAGE AND DISCHARGE 100 YR DAILY MAXIMUM
END GEN-LABELS
SCALING
<-RANGE><--YMIN--><--YMAX--><--IVLIN-><-THRESH-> ***
# #
RRR
1
0. 1500. 20.
END SCALING
CURV-DATA
<-RANGE>
< ----- LABEL ---- ><LIN><INT><COL> <TR>
***
1
LAKE DISCHARGE MAX
END CURV-DATA
CURV-DATA
<-RANGE>
< ----- LABEL ---- ><LIN><INT><COL> <TR>
***
# #
krtR
1
LAKE STAGE MAX
END CURV-DATA
CURV-DATA
<-RANGE>
< ----- LABEL ---- ><LIN><INT><COL>:<TR>
***
1
BALLFIELD DISCH MAX
END CURV-DATA
CURV-DATA
<-RANGE>
< ----- LABEL ---- ><LIN><INT><COL> <TR>
***
1
BALLFIELD STAGE MAX
END CURV-DATA
CURV-DATA
<-RANGE>
< ----- LABEL ---- ><LIN><INT><COL> <TR>
***
# #
+RR
1
POND STAGE MAX
END CURV-DATA
CURV-DATA
<-RANGE>
< ----- LABEL ---- xLIN><INT><COL> <TR>
***
1
POND DISCHARGE MAX
END CURV-DATA
CURV-DATA
<-RANGE>
< ----- LABEL ---- x LIN><INT><COL> <TR>
***
1
POND OVERFLOW MAX
END CURV-DATA
CURV-DATA
<-RANGE>
<----- LABEL ---- ><LIN><INT><COL> <TR>
***
1 LAKE OVERFLOW MAX
END CURV-DATA
CURV-DATA
<-RANGE> <----- LABEL ---- ><LIN><INT><COL> <TR> '*•
# # r+r
1 POND INFLOWS MAX
END CURV-DATA
CURV-DATA
<-RANGES < ----- LABEL ---- ><LIN><INT><COL> <TR> ***
1 UNDETAINED RUNOF MAX
END CURV-DATA
END PLTGEN
COPY
TIMESERIES
COPY-OPN ***
# - # NPT NMN***
1 0 2
END TIMESERIES
END COPY
END RUN
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CHOPOND2.XLS
PROJECT: 74201 RECOMMENDED CONFIGURATION - ORIG. COND.
NAME: QUADRANT -WESTERN SECURITIES
SPREADSHEET USED TO SIZE THE POND BASED ON MAXIMUM DISCHARGE CRITERIA
USES REVISED TARGET RELEASE RATES TO ACCOMMODATE ELIMINATION OF BOTH VAULTS
THIS OPTION ELIMINATES DAM SAFETY PERMIT FOR POND: HOWEVER, D.S. REVISION REQUIRED FOR DAM
Q50 max = 2.8 cis 1Q100 max = 2.8 cfs
CREATED INPUT FILES FOR THIS CONFIGURATION ARE 50YFUTO.INP AND 100YFUTO.INP
NEED TO RAISE POND 80rTOM SO MAX INS > MAX J11ALLFIELD WS
A Initial 43560 sq. ft. = 1.00 acres
L to W ratio 2 ft/ft
L 295.16 ft
W 147.58 ft
S 3fH:ftV 3
Bottom elevation 245.6 ft
Rows = 10 Columns = 5 R x C = 50 ok
FTABLE
Cumulative
Total
Spillway
Orifice
Weir
Stage
Depth
Area
Volume
Discharge
discharge
I
Discharge
Discharge
ff
ft
acres
acre-ft
cfs
cfs
cfs
cfs
245.50
0.00
1.001
0.00
0.00
0.00
0.00
0.00
247.72
2.22
1.14
2.37
0.64
0.00
0.64
0.00
249.94
4.44
1.29
5.07
0.90
0.00
0.90
0.00
252.16
6.66
1.44
8.10
1.10
0.00
1.10
0.00
254.38
8.88
1.61
11.48
1.27
0.00
1.27
0.00
256.60
11.10
1.78
15.24
1.42
0.00
1.421
0.00
256.70
11.20
1.79
15.42
1.54
0.52
1.43
0.11
257.00
11.50
1.81
15.96
2.30
4.14
1.45
0.85
257.50
12.00
1.85
16.87
4.07
13.96
1.48
2.59
258.00
12.50
1.89
17.81
6.02
27.08
1.51
4.51
258.50
13.001
1,931
18.771
7.83
42.82
1.541
6.29
259.101
13.601
1.981
19.941
9.541
64.631
7.96
Discharge assumptions:
Orifice:
Dlameter =
4 in
Dis coeff =
0.61
Invert =
245.5 ft
Sharp -crested weir:
Diameter =
21 In
Las%ofC=
20%
Length =
1.10 ft (calculated per page 2.2.7-2 of bng County Manual)
Invert =
256.6 ft
P=
11.1 ft
Spillway to the Ballflelds
Bottom width = 5 ft
Flow length = 20 ft
Dlscharge coefficient: 3.27 (Henderson, Open Channel Flow, p. 181)
Bottom elevation = 256.6 ft
1 /31 /94 1:54 PM Page 1
ORIGPONDAS
ExMing Pond at NW Comer of SW Campus Drlvo and 1st Ave. S
Original (1987) Condbion Discharge StatMics
N - 42 years
Rank
Return per
ears
Year
Pond
discharge
cis
Log
discharge
cfs
1
70.33
19901
28.03
1.45
2
26.38
19501
26.70
1.43
3
16.23
19871
26.20
1.42
4
11.72
1982!
23.12
1.36
5
9.17
1972
19.84
1,30
6
7.54
1986
18.42
1.27
7
6.39
1975
18.38
1.26
8
5.55
1968
18.14
1,26
4
4.91
19511
17.69
1.25
10
4.40
1980
17.11
123
11
3.981
1967
16.35
1.21
12
3.64
1957
16.23
1.21
13
3.35
1960
16.12
121
14
3.10
19781
15.88
1.20
15
2.89
19791
15.64
1.19
16
2.71
1956
15.03
1.18
17
2.54
1955
14.47
1.16
18
2.40
1981
14.30
1.16
19
2.271
19491 14.14
1.15
20
2.151
19581 13.97
1.15
211
2.05!
19741 13.92
1.14
221
1.951
1983 13.60
1.13
231
1.871
19711 13.55
1.13
24
1.79
19541 13.54
1.13
25
1.721
19a4l
13.42
1.13
26
1.651
19631
13.35
1.13
27
1.59
19641
13.24
1.12
281
1.53
19611
12.70
1.10
291
1.48
19661
12.64
1.10
30
1.43
19761
12.25
1.09
31
1.38
1969
12.17
1.09
32
1.34
1965
11.87
1.07
33
1.29
1970
11.82
1,07
34
1.26
1959
11.81
1.07
35
1.22
1952
1125
1.05
361
1.19
1989
11.23
1.05
371
1.15
1977
11,12
1.05
38
1.12
1962
11.11
1.05
39
1.09
1953
10.96
1.04
40
1.07
19731
10.91
1.04
41
1.04
19861
10.171
1.01
42
1.01
19881
8.611
0.93
L -Pearson Type III Statistics
Dischame
keg mean
] .161
log std. dev.
1
0.115
skew
0.785
P IReturn
period
y2grs
1-P
K
Discharge, cfs
LP3 fat
0.991
1,01
0.01
-1.752
9.13
0.9
1.11
0.1
-1.167
10.65
0.8
1.25
0.2
-0.854
11.56
0.5
2.00
0.5
-0.129
14.00
0.2
5.00
0.81
0,779
17.79
0.1
10.00
0.9
1.333
20.59
0.05
20.00
0.95
1.834
23.50
0.04
25.00
0.96
1.988
24.47
0.02
50.00
0.98
2.447
27.63
0.01
100.00
0.99
2.887
31.03
K calculated with Wllson+lllferty Transformation
Bobee polynomial equation approbmation coefficients for K.
K - oO+a l •skew + a2'skewA2 + a3'skewA3 + cWskewM.
P
1-P
a0
al
a2 I
a3
a4
0.99
0.01
-2.3259
0.7149
0.0926
-0.0774
0,0096
0.9
0.1
-1.2784
0.0825
0.0826
-0.0142
0.0001
0.8
0.2
-0.8410
-0.0508
0.0336
0.0078
-0.0019
0.5
0.5
-0.0010
-0.1683
-0.0137
0.0095
-0.0006
0.2
0.8
0.8414
-0.0469
-0.0383
0.0009
0.0005
0.1
0.9
1.2814
0.1077
-0,0475
-0.0018
0.0006
0.05
0.95
1.6447
0.2849
-0.0494
-0.0042
0.0008
0.02
0.98
2.0535
0.5381
-0.0426
-0.0078
0.00101
0.01
0.99
2.3250
0.7387
-0.0323
-0.011l
0.00121
N
t
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ORIGLTRM.XLS
Existing Pond Diischar a at Orl final Condition Q 987)
Print Interval = 2; Interval than e = 60 Total number of events = 33
Source file contains 2 hour data.
Date 24 hour se ration of events fo pcOlal duration series statist!
Pk disch Total rf Duration Pk intens.
Date cfs
in
hrs
I in/hr
1 /9/90
28.02
5.85
182
0.79
3/3 50
26.70
3.56
106
0.63
11 /5/86
26.20
1.27
40
0.95 25-Year
10/6/81
23.12
4.91
146
0.67
2/28f721
19.84
4.15
88
0.51 10-Year
1/18/861
18.42
4.12
120
0.49
12/26/741
18.38
2.56
54
0.46
8/23/681
18.14
2.06
98
0.52
12/8/711
17.71
3.54
280
0.49
2/9/511
17.69
6.23
140
0.47
12/14/791
11/24/861
17.11
16.62
8.56
6.29
240
176
0.47
0.47
1/19/671
16.35
3.01
116
0.43
12/9/561
16.23
3.28
124
0.52
11/20/591
16.12
6.08
158
0.47
3/5/721
16.10
3.10
56
0.36
8/15/501
15.99
1.46
56
0.54
9/17/781
15.88
0.71
38
0.50
11/13/661
15.81
3.84
180
0.59
9/8/791
15.64
0.84
54
0.54
3/17/50
15.09
3.63
200
0.47
12/20/551
15.03
4.17
124
0.40
9/22/781
14.60
2.79
102
0.60
2/7/551
14.47
2.91
92
0.46
2/16/721
14.47
1.89
152
0.56
11/21/801
14.30
1.60
48
'- 0.58
2/16/491
14.14
2.21
118
0.49
12/25/571
13.97
3.03
270
0.30 2-Year
11/28/731
13.92
1.26
156
0.38
1 /31 /87
13.75
4.89
272
0.40
10/28/82
13.60
1.53
42
0.61
12/6/70
13.551
4.081
204
0.42
12/ 19/53
13.541
1.611
1001
0.47
Page 1
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QFIGURE.XLS
Study Tributaries
Subbasin
Q100 (cfs)
Area (ac)
A+C
15
84.5
D*+E*
2.6
14.0
F*
3.1
11.5
Total
1 20.71
110.0
Total Discharge Under SW Campus Drive
Facility
Q100 (cfs)
Detention
volume (ac-ft)
Panther Lake
19
283
Ballfield
6.3
66
Quadrant pond (A+C)
2.7
16
Vault 1 * (E*+D*)
2.6
undetained
Vault 2* (Part of F*)
2.4
undetained
Rooftop* (Part of F*)
0.7
undetained
Total
33.71
365
*Denotes undetained area.
Note: Available capacity under SW Campus Drive is 92 cfs
provided by 30" and 36" culverts.
Undetained
Flows from Areas
E,F,&D
i
Inflows from Areas A and C
New Quadrant pond
Discharge under SW Campus Drive
Page 1
%
Lo- iELU
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N
QUAORANi \
41
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DRAWNG
NO.
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G2
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C-4
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THE I
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a&
2. CONT
JEEN
MAPP
FOR c
SLRFo
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MAPtAi
MATTE
FIRST iiiVIERICAN TITLE (206) 728-7236
FARM PACKAGE
Page 1
Prepared for: THE QUADRANT
CORPORATION, RANDY HAMBLIN
04/21/94
-----------------------------------------------------------------------------------
Prcl:
132170-0030-09
Use: 101-SNGL FAM
SgFt:
4,380
Date:
93/11/01
Name:
STOCK WESLEY G
QSTR: SE-19-21-04
LdSz:
20,793
Sale:
CPROP
Tel#:
Zoning: RS72
Styl:
2.0 Bd: 4
Deed:Q
Typ:REN
Site:
470 SW 345TH PL FEDERAL
WAY, WA 98023
Bths:
F2 T H1
Loan:
$319,200
Mail:
470 SW 345TH PL
Assessd: 403,900
Tax:
6106.80
AFN:940128-1639
City:
FEDERAL WAY WA 98023
%Imp: 83.0 Yr: 1991
Un: 1
Mkt: F2
WF/V:
Plat:
CAMPUS HIGHLANDS 1
Lot:3
Block:
--------------------------------------------------------------------------------
Prcl:
132170-0040-07
Use: 101-SNGL FAM
SgFt:
3,330
Date:
91/06/14
Name:
LIU TEI SHAN+FENG-CHEN
QSTR: SE-19-21-04
LdSz:
21,437
Sale:
$311,000
Tel#:
Zoning: RS72
Styl:
2.0 Bd: 4
Deed:W
Typ:MTG
Site:
460 SW 345TH PL FEDERAL
WAY, WA 98023
Bths:
F1 T1 H1
Loan:
$190,000
Mail:
460 SW 345TH PL
Assessd: 296,000
Tax:
4495.56
AFN:910618-1499
City:
FEDERAL WAY WA 98023
oImp: 76.8 Yr: 1990
Un: 1
Mkt: F2
WF/V:
Plat:
CAMPUS HIGHLANDS 1
Lot:4
Block:
---------_---_---------------------------------------------------_--
Prcl:
132170-0050-04 -
Use: 101-SNGL FAM
SqFt:
3,470
Date:
92/10/30
Name:
OH SANG PYO+JUNG SOON
QSTR: SE-19-21-04
LdSz:
20,389
Sale:
$275,000
Tel#:
(206)927-0601
Zoning: RS72
Styl:
2.0 Bd: 3
Deed:W
Typ:MTG
Site:
450 SW 345TH PL FEDERAL
WAY, WA 98023
Bths:
F2 T1 H
Loan:
$220,000
Mail:
450 SW 345TH PL
Assessd: 331,900
Tax:
5031.65
AFN:921030-3558
City:
FEDERAL WAY WA 98023
oImp: 79.3 Yr: 1990
Un: 1
Mkt: F2
WF/V:
Plat:
CAMPUS HIGHLANDS 1
Lot:5
Block:
Prc1:�132170-0060-02
-Use: 101-SNGL FAM
SgFt:
3,640
Date:
91/02/14
Name:
SCOTT TIMOTHY W+M DIAN
QSTR: SE-19-21-04
LdSz:
20,002
Sale:
$350,000
Tel#:
(206)927-0205
Zoning: RS72
Styl:
2.0 Bd: 3
Deed:W
Typ:MTG
Site:
440 SW 350TH FEDERAL
WAY, WA 98023
Bths:
F2 T H1
Loan:
$250,000
Mail:
440 SW 345TH PL
Assessd: 354,900
Tax:
5375.10
AFN:910219-1085
City:
FEDERAL WAY WA 98023
oImp: 80.6 Yr: 1990
Un: 1
Mkt: F2
WF/V:
Plat:
CAMPUS HIGHLANDS 1
Lot:6
Block:
----
Prcl:
-----------------------------------------------------------------
132170-0070-00
Use: 901-VAC-RES
SgFt:
Date:
89/10/09
Name:
BARBIE LUMBER INC
QSTR: SE-19-21-04
LdSz:
20,071
Sale:
$65,000
Tel#:
Zoning: RS72
Styl:
Bd:
Deed:W
Typ:
Site:
FEDERAL WAY, WA 98023
Bths:
F T H
Loan:
Mail:
1622 65TH AVE E
Assessd: 68,600
Tax:
1025.64
AFN:
City:
FIFE WA 98009
%Imp: Yr:
Un:
Mkt: F2
WF/V:
Plat:
CAMPUS HIGHLANDS 1
Lot:7
Block:
------------------------------
Prcl:
132170-0080-08
-------------_-__--------------
Use: 101-SNGL FAM
SqFt:
3,680
__-
Date:
91/10/08
Name:
RO PO CHUAN+CHIU YU
QSTR: SE-19-21-04
LdSz:
19,408
Sale:
$385,000
Tel#:
(206)927-0782
Zoning: RS72
Styl:
2.0 Bd: 4
Deed:W
Typ:MTG
Site:
420 SW 345TH PL FEDERAL WAY, WA 98023
Bths:
F2 T H2
Loan:
$203,150
Mail:
420 SW 345TH PL SW
Assessd: 370,400
Tax:
5606.56
AFN:930701-0095
City:
FEDERAL WAY WA 98023
oImp: 81.4 Yr: 1990
Un: 1
Mkt: F2
WF/V:
Plat:
CAMPUS HIGHLANDS 1
Lot:8
Block:
-------------------
Prcl:
----
132202-0500-02
-------------------___
Use: 104-FOURPLEX
SgFt:
-------------_----_--
3,600
Date:
90/08/30
Name:
YUEN ROBERT K H+SHERLI
QSTR: NE-19-21-04
LdSz:
12,823
Sale:
$168,000
Tel#:
Zoning: RM2400
Styl:
Bd:
Deed:W
Typ:REN
Site:
34031 1ST PL S FEDERAL WAY, WA 98003
Bths:
F T H
Loan:
$134,400
Mail:
815 WAIKA PLACE
Assessd: 170,000
Tax:
2645.71
AFN:900913-1081
City:
HONOLULU HI 96825
oImp: 76.4 Yr: 1979
Un: 4
Mkt: F2
WF/V:
Plat:
--------------------------------------------------------------------------------
CAMPUS VIEW 3
Lot:50
Block:
Information provided is deemed reliable, but is not guaranteed
Copyright 1994 TRW REDI Property Data
FIRST tiMERICAN TITLE (206) 728-7236
FARM PACKAGE
Page 2
Prepared for: THE QUADRANT CORPORATION, RANDY HAMBLIN
04/21/94
Prcl:
132202-0510-00
Use: 104-FOURPLEX
SgFt:
-3,904
Date:
86/09/30
Name:
STRINGFELLOW RICHARD E
QSTR: NE-19-21-04
LdSz:
9,925
Sale:
Tel#:
(206)226-7312
Zoning: RM2400
Styl:
Bd:
Deed:Q
Typ:
Site:
34033 1ST PL S FEDERAL WAY, WA 98003
Bths:
F T H
Loan:
Mail:
15428 SE 167TH PL
Assessd: 175,000
Tax:
2770.10
AFN:
City:
RENTON WA 98058
oImp: 77.1 Yr: 1979
Un: 4
Mkt: F2
WF/V:
Plat:
CAMPUS VIEW 3
Lot:51
Block:
-----------
Prcl:
-------------------------------------------------------
132202-0520-08
Use: 104-FOURPLEX
SqFt:
3,904
�--
Date:
90/08/22
Name:
LEUNG IVAN C F+DAISY D
QSTR: NE-19-21-04
LdSz:
10,359
Sale:
$171,250
Tel#:
Zoning: RM2400
Styl:
Bd:
Deed:W
Typ:REN
Site:
34035 1ST PL S FEDERAL WAY, WA 98003
Bths:
F T H
Loan:
$137,000
Mail:
816 SW 34TH CT
Assessd: 175,000
Tax:
2699.96
AFN:900831-1067
City:
FEDERAL WAY WA 98023
%Imp: 77.1 Yr: 1979
Un: 4
Mkt: F2
WF/V:
Plat:
CAMPUS VIEW 3
Lot:52
Block:
--------------------------------------------------------------------------------
Prcl:
132202-0530-06
Use: 104-FOURPLEX
SgFt:
2,766
Date:
83/03/29
Name:
SCHILZ PETER M
QSTR: NE-19-21-04
LdSz:
11,583
Sale:
Tel#:
(206)242-9041
Zoning: RM2400
Styl:
Bd:
Deed:W
Typ:
Site:
28 S 341ST PL FEDERAL WAY, WA 98003
Bths:
F T H
Loan:
Mail:
1605 SW MILLER CREEK R
Assessd: 153,700
Tax:
2392.10
AFN:
City:
SEATTLE WA 98166
%Imp: 73.9 Yr: 1979
Un: 4
Mkt: F2
WF/V:
Plat:
CAMPUS VIEW 3
Lot:53
Block:
--------------------------_-----------------
Prcl:
132202-0540-04
_-----
Use: 104-FOURPLEX
SgFt:
------
3,600
Date:
79/05/25
Name:
B & G INVESTMENTS
QSTR: NE-19-21-04
LdSz:
12,339
Sale:
$163,850
Tel#:
Zoning: RM2400
Styl:
Bd:
Deed:C
Typ:
Site:
26 S 341ST PL FEDERAL WAY, WA 98003
Bths:
F T H
Loan:
Mail:
514 SW 331ST ST
Assessd: 170,000
Tax:
2761.44
AFN:
City:
FEDERAL WAY WA 98023
%Imp: 76.4 Yr: 1979
Un: 4
Mkt: F2
WF/V:
Plat:
CAMPUS VIEW 3
Lot:54
Block:
--------------
Prcl:
---------------------------------------------------
132202-0550-01
Use: 104-FOURPLEX
SgFt:
3,904
------
Date:
92/07/10
Name:
SMITH FAMILY TRUST
QSTR: NE-19-21-04
LdSz:
13,991
Sale:
TRUST
Tel#:
Zoning: RM2400
Styl:
Bd:
Deed:D
Typ:
Site:
24 S 341ST PL FEDERAL WAY, WA 98003
Bths:
F T H
Loan:
Mail:
318 DIABLO RD STE 260
Assessd: 175,000
Tax:
2727.17
AFN:
City:
DANVILLE CA 94526
oImp: 77.1 Yr: 1979
Un: 4
Mkt: F2
WF/V:
Plat:
CAMPUS VIEW 3
Lot:55
Block:
----------------
Prcl:
--------------
132202-0560-09
---------------__----------------------
Use: 104-FOURPLEX
SgFt:
3,904
Date:
93/12/15
Name:
FENNESSEY DAVID B & MA
QSTR: NE-19-21-04
LdSz:
13,395
Sale:
$180,000
Tel#:
Zoning: RM2400
Styl:
Bd:
Deed:W
Typ:MTG
Site:
22 S 341ST PL FEDERAL WAY, WA 98003
Bths:
F T H
Loan:
$126,000
Mail:
2166 MAINE AV
Assessd: 175,000
Tax:
2727.17
AFN:931229-1643
City:
LONG BEACH CA 90806
%Imp: 77.1 Yr: 1979
Un: 4
Mkt: F2
WF/V:
Plat:
CAMPUS VIEW 3
Lot:56
Block:
Prcl:
-
132202-0570-07
-
Use:104-FOURPLEX
SgFt:
--2,784
Date:
91/01/22
Name:
TARNOVE ARTHUR & PAULA
QSTR: NE-19-21-04
LdSz:
11,404
Sale:
$137,000
Tel#:
(206)432-0341
Zoning: RM2400
Styl:
Bd:
Deed:W
Typ:REN
Site:
20 S 341ST PL FEDERAL WAY, WA 98003
Bths:
F T H
Loan:
$109,600
Mail:
25347 232ND AVE SE
Assessd: 145,000
Tax:
2258.78
AFN:910129-1329
City:
MAPLE VALLEY WA 98038
%Imp: 72.4 Yr: 1979
Un: 1
Mkt: F2
WF/V:
Plat:
--------------------------------------------------------------------------------
CAMPUS VIEW 3
Lot:57
Block:
Information provided is deemed reliable, but is not guaranteed
Copyright 1994 TRW REDI Property Data
11
FIRST AMERICAN TITLE (206) 728-7236
FARM PACKAGE
Page 3
Prepared for: THE QUADRANT CORPORATION, RANDY HAMBLIN
04/21/94
---------------------------------------------_------
Prcl:
132202-0580-05
Use: 104-FOURPLEX
----------
SgFt:
2,766
--------
Date:
90/07/12
Name:
RAKHRA GURBACHAN
S+GUR QSTR: NE-19-21-04
LdSz:
12,915
Sale:
$153,000
Tel#•
Zoning: RM2400
Styl:
Bd:
Deed:W
Typ:REN
Site:
23 S 342ND PL
FEDERAL WAY, WA 98003
Bths: F
T H
Loan:
$114,700
Mail:
7848 17TH AVE
Assessd: 153,700
Tax:
2405.71
AFN:900724-0938
City:
BURNABY BC
0 oImp: 73.9 Yr: 1979
Un: 4 Mkt: F2
WF/V:
Plat:
CAMPUS VIEW 3
Lot:58
Block:
-----------------------------------------------__-
Prcl:
132202-0590-03
Use: 104-FOURPLEX
---------------------
SgFt:
3,600
Date:
90/10/15
Name:
DOLOR JOSE DELFIN+MAGD
QSTR: NE-19-21-04
LdSz:
15,167
Sale:
$157,900
Tel#:
Zoning: RM2400
Styl:
Bd:
Deed:W
Typ:MTG
Site:
21 S 341ST ST
FEDERAL WAY, WA 98003
Bths: F
T H
Loan:
$126,300
Mail:
21 S 341ST ST
Assessd: 170,000
Tax:
2679.73
AFN:901023-0780
City:
FEDERAL WAY WA
98003 oImp: 76.4 Yr: 1979
Un: 4 Mkt: F2
WF/V:
Plat:
CAMPUS VIEW 3
Lot:59
Block:
Prcl:
132202-0600-01 -
Use: 104-FOURPLEX
SgFt:
3,904
Date:
93/12/01
Name:
ROBERTS JAMES H
& DEBR QSTR: NE-19-21-04
LdSz:
11,112
Sale:
$88,500
Tel#:
Zoning: RM2.4P
Styl:
Bd:
Deed:W
Typ:REN
Site:
27 S 341ST PL
FEDERAL WAY, WA 98003
Bths: F
T H
Loan:
$132,750
Mail:
33405 LOTH CT SW Assessd: 175,000
Tax:
2789.90
AFN:931216-2831
City:
FEDERAL WAY WA
98023 %Imp: 77.1 Yr: 1979
Un: 4
Mkt: F2
WF/V:
Plat:
CAMPUS VIEW 3
Lot:60
Block:
---------
------------------------------------
Prcl:
132202-0630-05
------------------------
Use: 104-FOURPLEX
SgFt:
3,056
Date:
83/03/30
Name:
WILLIMAS RICHARD & NAC QSTR: NE-19-21-04
LdSz:
10,879
Sale:
Tel#:
(206)885-1367
Zoning: RM2.4P
Styl:
Bd:
Deed:6
Typ:
Site:
32 S 342ND PL
FEDERAL WAY, WA 98003
Bths: F
T H
Loan:
Mail:
5318 156TH DR NE
. Assessd: 153,700
Tax:
2392.10
AFN:
City:
REDMOND WA
98052 oImp: 73.9 Yr: 1979
Un: 4
Mkt: F2
WF/V:
Plat:
CAMPUS VIEW 3
Lot:63
Block:
------------------------------------------------------------------------------
Prcl:
132202-0640-03
Use: 104-FOURPLEX
SgFt:
2,766
Date:
93/05/10
Name:
CALUGAY RUBEN &
ANITA QSTR: NE-19-21-04
LdSz:
9,675
Sale:
GIFT -
Tel#•
Zoning: RM2.4P
Styl:
Bd:
Deed:Q
Typ:FHA
Site:
30 S 342ND PL
FEDERAL WAY, WA 98003
Bths: F
T H
Loan:
$115,200
Mail:
1317 S 239TH PL
Assessd: 153,700
Tax:
2378.49
AFN:931217-1226
City:
DES MOINES WA
98198 oImp: 73.9 Yr: 1979
Un: 4
Mkt: F2
WF/V:
Plat:
CAMPUS VIEW 3
Lot:64
Block:
-
---------------------------------
Prcl:
132202-0650-00
-------------------------------------------
Use: 104-FOURPLEX
SqFt:
2,784
Date:
79/05/25
Name:
RIVERA ROSTOM D
QSTR: NE-19-21-04
LdSz:
10,085
Sale:
$129,650
Tel#•
Zoning: RM2400
Styl:
Bd:
Deed:C
Typ:
Site:
25 S 342ND PL
FEDERAL WAY, WA 98003
Bths: F T H
Loan:
Mail:
28407 SE 464TH
Assessd: 145,000
Tax:
2248.57
AFN:
City:
ENUMCLAW WA
98022 oImp: 72.4 Yr: 1979
Un: 4
Mkt: F2
WF/V:
Plat:
CAMPUS VIEW 3
Lot:65
Block:
_--_--_--------------------------------------
Prcl:
132202-0660-08
Use: 104-FOURPLEX
----------------------------
SgFt:
1,800
Date:
79/05/25
Name:
LO HARRY
QSTR: NE-19-21-04
LdSz:
13,780
Sale:
$163,850
Tel#:
(206)746-8421
Zoning: RM2.4P
Styl:
Bd:
Deed:C
Typ:
Site:
27 S 342ND PL
FEDERAL WAY, WA 98003
Bths: F T H
Loan:
Mail:
910 145TH PL NE
Assessd: 170,000
Tax:
2655.92
F2
AFN:
WF/V:
City:
BELLEVUE WA
98007 oImp: 76.4 Yr: 1979
Un: 4
Mkt:
Plat:
--------------------------------------------------------------------------------
CAMPUS VIEW 3
Lot:66
Block:
Information provided is deemed reliable, but is not guaranteed
Copyright 1994 TRW REDI Property Data
FIRST AMERICAN TITLE (206) 728-7236
FARM PACKAGE
Page 4
Prepared for: THE QUADRANT CORPORATION, RANDY HAMBLIN
04/21/94
Prcl:
-
132202-0670-06
-
Use: 104-FOURPLEX
SgFt:
3,904
Date:
93/12/14
Name:
KOLLGAARD JEFFREY R & QSTR: NE-19-21-04
LdSz:
12,599
Sale:
NMCHG
Tel#•
Zoning: RM2.4P
Styl:
Bd:
Deed:Q
Typ:MTG
Site:
29 S 342ND PL
FEDERAL WAY, WA 98003
Bths:
F T H
Loan:
$120,000
Mail:
4013 S 262ND
Assessd: 175,000
Tax:
2720.37
AFN:931216-1839
City:
KENT WA
98032 %Imp: 77.1 Yr: 1979
Un: 4
Mkt: F2
WF/V:
Plat:
CAMPUS VIEW 3
Lot:67
Block:
------------------_----------------------------------------------------_-
Prcl:
132202-0680-04
Use: 104-FOURPLEX
SqFt:
3,600
Date:
90/03/09
Name:
CHUGOKU MOKUZAI
CO LTD QSTR: NE-19-21-04
LdSz:
11,989
Sale:
$175,000
Tel#:
Zoning: RM2.4P
Styl:
Bd:
Deed:W
Typ:
Site:
31 S 342ND PL
FEDERAL WAY, WA 98003
Bths:
F T H
Loan:
Mail:
31-D S 342ND PL
Assessd: 170,000
Tax:
2642.31
AFN:
City:
FEDERAL WAY WA
98003 %Imp: 76.4 Yr: 1979
Un: 4
Mkt: F2
WF/V:
Plat:
CAMPUS VIEW 3
Lot:68
Block:
------------
--------------------------------------
Prcl:
132202-0690-02
---------------------
Use: 104-FOURPLEX
SgFt:
3,904
Date:
90/08/22
Name:
CALMON LO
QSTR: NE-19-21-04
LdSz:
13,114
Sale:
$157,250
Tel#:
Zoning: RM
Styl:
Bd:
Deed:W
Typ:REN
Site:
33 S 342ND PL
FEDERAL WAY, WA 98003
Bths:
F T H
Loan:
$78,600
Mail:
1136 KAHULAI ST
Assessd: 175,000
Tax:
2723.77
AFN:900831-1087
City:
HONOLULU HI
96825 oImp: 77.1 Yr: 1979
Un: 4
Mkt: F2
WF/V:
Plat:
CAMPUS VIEW 3
Lot:69
---_--------
Block:
------------------------------
Prcl:
192104-9003-08
-----------------------
Use: 952-REFUGES
SgFt:
----
Date:
91/01/02
Name:
CITY OF FEDERAL
WAY QSTR: NE-19-21-04
LdSz:
78.00
Sale:
GOVMT
Tel#•
Zoning: RS35.0
Styl:
Bd:
Deed:WY Typ:
Site:
650 SW CAMPUS DR FEDERAL WAY, WA 98003
Bths:
F T H
Loan:
Mail:
33530 1ST WAY SO Assessd: 1.5744
Tax:
75.46
AFN:
City:
FEDERAL WAY WA
98003 %Imp: Yr: 1990
Un:
Mkt: F2
WF/V:
Legal:
192104
3 POR OF NE 1/4 OF SD SEC LY
-------------------------------
Prcl:
202104-9058-09
---------------------------------------------------
Use: 932-VAC-IND
SgFt:
Date:
91/04/11
Name:
CITY OF FEDERAL
WAY QSTR: NW-20-21-04
LdSz:
4.90
Sale:
$4.315M
Tel#•
Zoning: OP
Styl:
Bd:
Deed:WY Typ:
Site:
3500 1ST WY S
FEDERAL WAY, WA 98003
Bths:
F T H
Loan:
Mail:
33530 1ST WAY S
Assessd: 660,100
Tax:
1.25
AFN:
City:
FEDERAL WAY WA
98003 %Imp: Yr:
Un:
Mkt: F2
WF/V:
Legal:
202104
58 POR OF SW 1/4 OF NW 1/4
LY SELY
Prcl:
202104-9110-05
-
Use:426-SCHLS-PB
SgFt:
44,851
Date:
Name:
FEDERAL WAY PUBLIC
SCH QSTR: SW-20-21-04
LdSz:
8.00
Sale:
Tel#:
Zoning: OP
Styl:
Bd:
Deed:
Typ:
Site:
34424 1ST AV S
FEDERAL WAY, WA 98003
Bths:
F T H
Loan:
Mail:
31405 18TH AVE
S Assessd: 2.4463
Tax:
1.25
AFN:
City:
FEDERAL WAY WA
98003 %Imp: 50.5 Yr: 1966
Un:
Mkt: F2
WF/V:
Legal:
202104
110 NW 1/4 OF NW 1/4 OF SW 1/4
LESS
----------------------------------
Prcl:
415920-0710-08
----------------------------------------
Use: 924-VAC-COML
SgFt:
Date:
87/10/12
Name:
QUADRANT CORP
QSTR: SE-19-21-04
LdSz:
14.01
Sale:
Tel#:
Zoning: BC
Styl:
Bd:
Deed:QY Typ:
Site:
Bths:
F T H
Loan:
Mail:
PO BOX 130
Assessd: 2.1359
Tax:
31896.15
AFN:
City:
BELLEVUE WA
98009 %Imp: Yr:
Un:
Mkt: F2
WF/V:
Plat:
--------------------------------------------------------------------------------
LAKEWOOD KING COUNTY
ADD
Lot:POR
Block:l
&
Information provided is deemed reliable, but is not guaranteed
Copyright 1994 TRW REDI Property Data
DEPARTMENT OF COMMUNITY DEVELOPMENT
Memorandum
June 1, 1994
TO: Ron Garrow, Senior Development Engineer
Chris Ingham, Assistant to the Fire Marshal
K.C. Ellis, Lead Plans Examiner
Rick Gilmore, Supervisor of Technical Services
FR: Greg Few' ,' Senior Environmental Planner
RE: Application No. SPR94-0010, UPR94-0003, SEP94-0017; First
Avenue Basin Detention Facility
Attached applications and plans for the proposed First Avenue basin
detention facility. The site is located in the vicinity of the
northwest corner of 1st Avenue South and South 348th Street,
adjacent to the little league baseball fields.
Please review the application and provide written comments at our
CDRC meeting scheduled for June 16.
If you have any questions, please give me a call at 661-4108.
King County Core and Special Requirements
Core Reciuirements
Core Requirement #1: Dischar a at the Natural Location. The detention facility will
discharge to the existing ditch which is on the commercial property at the northwest corner of
1st Avenue S and SW Campus Drive. This ditch carries flow from Panther Lake Flood
Control Facility, SW Campus Drive, 1st Avenue South, and various residential and
commercial properties in the 1st Avenue South Drainage Basin.
Core Requirement #2: Off --Site Analysis. This detention facility was designed such that
future flows from the 1st Avenue Detention Basin would not be greater than those
experienced under the current land use conditions. This goal is achieved up to the 100-year
runoff event. The Level 1 downstream analysis revealed the downstream hydraulic restriction
(that conveyance element with the least amount of capacity) to be the pair of culverts under
SW Campus Drive immediately east of the intersection with 1st Avenue S. These culverts
currently convey all flows from the 1st Avenue Drainage Basin, and they will continue to do
so after completion of this project.
Current estimated flows from the drainage basin (34 cfs in the 100-year runoff event) are
estimated to be much less than the capacity of these pipes (92 cfs). As the detention facility
was designed such that future flows are less than or equal to the existing discharge during the
design events, this capacity will not be exceeded in the future condition.
Core Re uirement #3: Runoff Control. This project was designed to limit the future
condition discharge from the 1st Avenue Basin to less than the existing in runoff events up to
and including the 100-year event. Please see the attached design memorandum.
Core Re uirement 44: Conveyance System, The majority of the conveyance system to this
detention facility is currently in place. Pipes from the storm sewers in 1st Avenue S and SW
Campus Drive will be added as shown in the construction plans. The capacity of these new
pipes are no less than those pipes immediately upstream, and no additional inflow occurs
between the connection to the existing system and the detention facility. The pipe discharge
structure for the pond is designed to pass the flows indicated in the attached design
memorandum. A spillway has been designed to pass flows to the Panther Lake Ballfield
Reservoir in runoff events larger than the 50-year. The design event for the spillway is the
100-year, but the spillway was also evaluated for the dam safety design storm.
Core Requirement #S: Erosion/Sedimentation Control Plan. Erosion and Sedimentation
Control will be covered by Specifications Section 02260 (Erosion Control --Waterway and
Wetland Protection) and Sheet G10 of the construction plans (plans attached).
Core Requirement #6: Maintenance and Operation. Operations and maintenance will be
c:kluadrant\permit.wpw
Page f
April 11, 1994
covered by the construction specifications which will be included with the application for a
construction permit from the City.
Core Re uirement #7: Bonds and Liability. This project will conform to City requirements
regarding bonds and liability at the construction permitting phase.
Special Requirements
Social Re uirement #1: Critical Drainage Areas. This special requirement does not apply to
this project.
Special Re uirement #2: Compliance with Master Plan. The site is within the West Campus
Master Drainage Plan and conforms to that document.
Special Requirement #3 Conditions Requiring a Master Plan. This special requirement does
not apply to this project.
Special Rgauirement #4: Adopted Basin or Community Plan. The site is not within a
community plan area. It is within the Hylebos Creek Basin Plan, and this project, with the
Panther Lake Flood Control Facility, is consistent with the goals of the plan.
Special R uirement #5: S vial Water Qualily Controls. This special requirement does not
apply to this project.
Special Requirement #b: Coalescing Plate Oil/Water Separators. This project creates no
additional impervious areas which would require treatment by an oil/water separator.
Special Requirement #7: Close Depression. This special requirement does not apply to this
project.
Special Requirement #8: Use of Lakes. Wetlands, or Closed Depressions for Runoff Control.
This special requirement does not apply to this project.
Special Requirement #9: Delineation of 100-Year Floodplain. This site does not adjoin or
contain a natural stream, lake, or closed depression.
Special Requirement #10: Flood Protection for TYM 1 and 2 Streams. This site does not
adjoin nor contain a Type 1 or 2 stream.
S cial Re uirement #11: Geotechnical Analysis and ReDort Hong -West & Associates
prepared a geotechnical report on the construction area. The purpose of the report was to
fulfill requirements of the WDOE Dam Safety Permit. All identified issues regarding
c.\quadr-t\permit.wpw
PagexZ-
April 11, 1994
groundwater migration through the dam, settling of the dam, seismic considerations, and risk
of failure were addressed by the report and the construction drawings and specifications..
Special Requirement #12: Soils Analysis and Repoli Hong -West & Associates prepared a
geotechnical report on the construction area. This report also investigated the native soils.
All identified issues regarding constructability were addressed by the report and the
construction drawings and specifications.
c:\quadra-nI\permit.wpW
Page,":�7
April 11, 1994
GEOTECHNICAL INVESTIGATION
FIRST AVENUE BASIN
DETENTION FACILITY
FEDERAL WAY, WASHINGTON
HWA Project No. 94003
February 3, 1994
Revised April 12, 1994
Prepared for
BROWN AND CALDWELL CONSULTANTS
UT,
flONGWEST
&ASSOCIATE S, INC.
COW
-L
HWA Project No. 94003
February 3, 1994
Revised April 12, 1994
Brown and Caldwell Consultants
100 West Harrison Street
Seattle, Washington 98119-4186
Attention: Mr. Bill Persich
Subject- Geotechnical Investigation
First Avenue Basin
Detention Facility
Federal Way, Washington
Dear Mr. Persich:
ulira' I
+IONGVEST
& ASSOCIATES, INC.
Geotechnical Engineering
Hydrogeology
Geoenvironmental Services
Testing & Inspection
In accordance with your request, Hong West & Associates, Inc. has completed a
geotechnical investigation for the proposed First Avenue Basin Detention Facility located in
Federal Way, Washington. Results of the investigation are presented in the accompanying
report.
We appreciate the opportunity to provide geotechnical services on this project and look
forward to providing further services during design review and construction. Should you
have any questions regarding this report, or if we may be of further service, please do not
hesitate to call.
Sincerely,
HONG WEST & ASSOCIATES, IN t"LA44ll
. H 44
_4
Scott L. Hardman, P.E.
Senior Geotechnical Engineer
DLS:SLH (94003.doc)
28285 �
,NAL
EXPIRES `v
19730 - 64th Ave. W.
Lynnwood, WA 98036-5904
Tel. 206-774-0106
Fax. 206-775-7506
1A
TABLE OF CONTENTS
Pale
1.0 INTRODUCTION.........................................................................1
1.1 EXECUTIVE SUMMARY .......................... • ....1
1.2 SCOPE OF SERVICES AND AUTHORIZATION.........................
.1
2.0 PROJECT SITE CONDITIONS........................................................2
f
3.0 EXPLORATION PROGRAM...........................................................
2
1
J
3.1 FIELD INVESTIGATION.......................................................
3
3.2 LABORATORY TESTING ......................................................
3
4.0 SITE STRATIGRAPHY ...................
4.1 GENERAL GEOLOGY OF THE PROJECT AREA ..................
4.1.1 Fill (Qf, , Qfd)...........................................................
4
4.1.2 Lacustrine Sediments..................................................4
4.1.3 Recessional Outwash (Qvr)
4.1.4 Glacial Drift (Qd)......................................................4
4.2 SUBSURFACE CONDITIONS.................................................4
4.2.1 Proposed Dam Location..............................................5
4.2.2 Potential Borrow Area ................................................ 5
5.0 CONCLUSIONS AND RECOMMENDATIONS .................................... 6
5.1 -PROPOSED DAM...............................................................6
5.1.1 Foundation Preparation ................................................ 6
5.1.2 Recommended Configuration ......................................... 6
5.1.3 Drainage Control.......................................................6
5.2 DETENTION POND............................................................ 7
5.2.1 Design Considerations................................................7
5.3 SLOPE STABILITY ANALYSES ............................................. 7
5.4 MATERIAL AND COMPACTION REQUIREMENTS
................... 8
5.4.1 Gradation Requirements ..............................................
8
5.4.2 Compaction Standards................................................9
5.5 SITE DRAINAGE................................................................9
6.0 LIMITATIONS............................................................................10
7.0 BIBLIOGRAPHY ..... •..................................................................10
LIST OF FIGURES
Figure 1. Site and Geologic Map
Figure 2. Geologic Section A -A'; Proposed Dam
Figure 3. Generalized Cross Section - Proposed Dam
LIST OF APPENDICES
Appendix A. Logs of Exploratory Borings
Appendix B. Laboratory Test Results
Appendix C. Previous Test Pit and Boring Logs
Appendix D. Previous Laboratory Test Results
1.0 INTRODUCTION
Hong West & Associates, Inc. (HWA) has completed a geotechnical investigation for the
First Avenue Basin Detention Facility in Federal Way, Washington. The proposed dam
will tie into the recently completed Panther Lake Ball Field Dam, and will serve as a
detention structure for controlling storm water.
The purpose of this geotechnical investigation is to provide design -level analysis for the
proposed detention facility, located east of the Ball Field Dam. Based on subsurface data
obtained for the Ball Field Dam, and borings completed for this study of the proposed
detention facility dam location, it is our opinion that the proposed improvements can be
constructed as planned, provided the geotechnical recommendations of this report are
incorporated in design and construction.
1.1 EXECUTIVE SUMMARY
Geotechnical investigations and analyses were conducted by HWA, in support of the design
efforts for the proposed facility. The major conclusions and recommendations resulting
from the geotechnical investigation are summarized below:
The proposed dam configuration is considered stable, under static, steady seepage
and rapid drawdown conditions.
2. Toe drains are recommended for the portions of the dam 4 feet or higher, along the
segment which is not common to the Ball Field Dam.
3. Approximately 8 to 13 feet of loose fill soils were encountered along the alignment
of the proposed dam. The loose fill beneath the proposed dam should be removed
and recompacted prior to embankment fill placement.
4. A gabion spillway may be used along a portion of the existing Ball Field Dam to
accommodate excess water from the detention pond.
Details of the subsurface investigation and laboratory testing performed, results,
conclusions, recommendations, and limitations of this report are discussed in subsequent
sections. The executive summary presented above should be considered only in the context
of the entire report.
1.2 SCOPE OF SERVICES AND AUTHORIZATION
The scope of services for the present study was outlined in an agreement for professional
services between Brown and Caldwell Consultants (B&C) and HWA, dated November 1,
1993.
The proposed scope of services was as follows:
HWA Project No. 94003
February 3, 1994
Revised April 12, 1994
Reviewing the previously gathered soils data pertinent to the project area.
1 Drill two borings to average depths of 40 feet at the proposed dam location
to determine the groundwater conditions, soil characteristics, and foundation
characteristics.
3. Perform laboratory testing of selected soil samples to determine the
engineering properties of the soil at the proposed dam location.
4. Provide design recommendations as to suitability of the existing soil to serve
as foundation material for the dam; results of slope stability and seepage
analyses; and determination of appropriate cross sections for the dam,
including allowable side slopes, slope protection, toe drain design, fill
material and compacted fill placement requirements.
5. Satisfactorily respond to WDOE Dam Safety comments.
2.0 PROJECT SITE CONDITIONS
The project site is located northeast of S.W. Campus Drive, in the city of Federal Way,
Washington, as shown on the Site and Geologic Map, Figure 1. An earthen dam has
recently been constructed by the City of Federal Way along the south and east sides of
Panther Lake. A second dam to the south encompasses several ball fields. A former King
County gravel pit exists south of the lake. The areas immediately north and east of the lake
are undeveloped; residential developments exist beyond.
Panther Lake Dam borders the lake on the south and east. Height of the berm varies from
approximately 2 to 10 feet. Two outlets extend beneath the berm, one continues
underground beneath the ball fields and the other attaches into the recently constructed
infiltration galleries. A gabion spillway has been constructed on the Panther Lake Dam, to
accommodate high flow conditions. Downstream from the main dam is the Ball Field Dam,
serving to control storm water in the event the main dam is over -topped.
3.0 EXPLORATION PROGRAM
The field exploration program and laboratory testing of soils for physical properties
performed during this study are described below.
94003.DOC 2 HONG WEST & ASSOCIATES, INC.
HWA Project No. 94003
February 3, 1994
Revised A�ril 12 1994
3.1 FIELD INVESTIGATION
On January-11, 1994, HWA personnel monitored subsurface investigation and soil
sampling at the project site. Two exploratory borings (designated SB-12 and SB-13) were
conducted at the approximate locations indicated on Figure 1.
The borings were logged in the field by 14WA geologists. Representative samples were
obtained, placed in air tight containers and returned to the HWA laboratory for further
testing. Field exploration methods are described and logs of the borings re contained in
Appendix A.
Additional test pits and borings were conducted during a previous phase of study (HWA
report dated June 30, 1993). The approximate locations of the previous explorations are
also shown on Figure 1. The logs of these exploratory test pits are included in Appendix
C.
3.2 LABORATORY TESTING
Selected soil samples were tested for physical properties, including moisture content and
grain size distribution. Results of the moisture content testing are shown on the appropriate
boring logs. The grain size distribution curves are included in Appendix B.
Additional laboratory testing conducted during the previous geotechnical investigation are
included in Appendix D of this report.
4.0 SITE STRATIGRAPHY
4.1 GENERAL GEOLOGY OF THE PROJECT AREA
The project area, as mapped by Waldron (1961), is underlain by proglacial stratified drift
consisting of undifferentiated recessional outwash sediments. This unit is underlain by
ground moraine deposits consisting mainly of dense to very dense glacial drift. A more
detailed surficial geology of the site, as mapped by HWA personnel during the previous
investigation, is indicated on Figure 1.
Three major surficial soil units were noted during the January 11, 1994 and May 6 and 8,
1993 field investigations. These consist of fill, recessional outwash, and glacial drift. One
subsurface unit, lacustrine sediments, was encountered at depth in two of the borings, SB-
10 and SB-11. A more detailed description of general geologic units encountered at the site
is presented below.
94003.DOC 3 HONG WEST & ASSOCIATES, INC.
HWA Project No. 94003
February 3, 1994
Revised April 12 1994
4.1.1 Fill (Qf, Qfd)
Fill or disturbed soils are present along S.W. Campus Drive and adjacent to the Ball Field
Dam. Based on our observations, the fill material appears to be derived from the former
King County gravel pit. The fill consists of loose, silty sand and poorly graded sand with
varying amounts of gravel and deleterious matter. The maximum depth of fill encountered
was 8 to 13 feet in borings SB-10, SB-11, SB-12, and SB-13. The exploratory test pits
revealed no fill material greater than about 1 foot thick overlying the glacial deposits.
4.1.2 Lacustrine Sediments
Stratified silts and fine sands were found in borings SB-10 and SB-11 on the south side of
the lake, underlying the recent soils. These stiff or medium dense, fine textured soils are
thinly bedded to laminated. Borings SB-10 and SB-11, conducted during the May 6, 1993
field investigation, encountered lacustrine deposits at depths around 20 feet, which extended
to the full depths of the borings.
4.1.3 Recessional Outwash (Qvr)
Recessional sediments released and transported by the waning glacier were deposited
throughout the study site. The material is predominantly a stratified sand and fine to cobble
size gravel of glaciofluvial (glacial stream) origin. These soils are exposed in the northern
and western portions of the site, and appear to have been mined from the area now
occupied by the baseball fields and parking area. Recessional outwash was encountered in
all exploratory borings and in TP-22 and TP-23, at varying depths directly below the
fill/topsoil.
4.1.4 Glacial Drift (Qd)
Glacial "drift", as the term is used here, is a near till -like material found at depth in all five
exploratory test pits (May 6, 1993). The drift consists of a dense to very dense mix of
sand, gravel, and silt. It may show some faint bedding, but is typically massive. The high
density is due to the materials having been over -ridden by glacial ice. The drift observed
during this investigation did not exhibit the low permeability qualities usually associated
with Vashon Till.
4.2 SUBSURFACE CONDITIONS
Subsurface conditions at the site are discussed below, in two sections: Section 4.2.1
discusses the proposed dam location, and Section 4.2.2, the potential borrow source area
east of the ball fields.
94003.DOC 4 HONG WEST & ASSOCIATES, INC.
HWA Project No. 94003
February 3, 1994
Revised April 12, 1994
4.2.1 Proposed. Dam Location
Subsurface conditions at the proposed dam are interpreted based on exploratory borings
SB-10, SB-11, SB-12, and SB-13. A generalized soil profile along the proposed dam
alignment is shown on Geologic Section A -A', Figure 2.
The upper 5 to 13 feet of material encountered in the borings are interpreted as
undocumented fill soils, consisting of very loose to loose, silty sand and poorly graded
gravel. Below the fill soils was a layer of medium dense sand and gravel. This unit is
interpreted as recessional outwash, and extends to depths of approximately 20 to 25 feet in
SB-10 and SB-11, and to approximately 41.5 feet in SB-12 and SB-13.
Lake deposit (lacustrine) sediments were encountered below the recessional outwash in
borings SB-10, SB-11, and SB-13. The lacustrine deposit predominantly consists of silty
sand and sandy silt. It extends to the maximum depth of exploration at approximately 42
feet.
Ground water was encountered in all four borings; the approximate depths to ground water
in each of the borings at the time of drilling are summarized below:
Boring
Depth to groundwater at
Time of Drilling (ft.)
SB-10
20
SB-11
20.5
SB-12
40
SB-13
` 30
Groundwater levels should be anticipated to fluctuate in response to rainfall rates,
seasonal and other factors.
4.2.2 Potential Borrow Area
Two test pits (TP-22 and TP-23) were excavated in the area directly east of the existing ball
fields. Based on the test pit explorations, it appears that the area is blanketed with a 3- to
4-inch layer of organic material, over loose brown, silty sand with gravel (fill/topsoil mix)
to a depth of approximately 2 feet. Below this layer, soils graded to brown and gray,
gravelly sand and sand with silt. This unit is interpreted as recessional outwash, and it
extends to a depth of 3 %2 to 5 feet in the test pits. The lowermost unit encountered in the
test pits is interpreted as glacial drift. It consists of very dense, gray, silty sand and sand
with silt.
94003.DOC 5 HONG WEST & ASSOCIATES, INC.
HWA Project No. 94003
February 3, 1994
Revised April 12. 1994
5.0 CONCLUSIONS AND RECOMMENDATIONS
Based on the results of the geotechnical investigation described herein, the following
conclusions and geotechnical recommendations are presented for the proposed
improvements.
5.1 PROPOSED DAM
The First Avenue Basin Detention Facility Dam is planned southeast of the ball field area,
and will tie into the existing Ball Field Dam. The proposed dam, in conjunction with the
Ball Field Dam, will serve as a detention pond for containing excess storm water
originating from the development. The location of the proposed dam is shown on Figure 1.
5.1.1 Foundation Preparation
We encountered loose surficial soils in the borings along the proposed dam alignment.
Consequently, we recommend improvement of the foundation soil prior to constructing the
dam, to minimize the potential of post -construction settlement and of internal erosion (or
"piping") of soils beneath the dam.
We anticipated that the -loose surficial soils are on the order of 5 to 13 feet thick. These
loose soils should be removed to expose the underlying undisturbed recessional outwash, to
a lateral extent as indicated on Figure 3. The results of our laboratory analysis indicates
that the material beneath the proposed dam alignment is relatively clean (less than 5 %
passing the No. 200 sieve). Consequently, the excavated materials do not meet gradation
requirements outlined in Section 5.4.1, and should not be used as embankment fill. The
removed soils may be suitable for other uses related to the development.
_ 5.1.2 Recommended Configuration
The recommended configuration of the lower dam is shown on Figure 3. We recommend a
10-foot wide crest and 3:1 (horizontal: vertical) side slopes on both the upstream and
downstream sides. The side slopes may be graded to a flatter inclination for ease of
maintenance, or for other considerations.
5.1.3 Drainage Control
A toe drain is recommended for portions of the dam greater than 4 feet in height, as
summarized on the table below.
Approx.
Toe Drain
Embankment
Toe
Dimensions
Pea Gravel/Pipe
Height (ft.)
Drain ?
(width x depth, ft.)
Drain S stem ?
4-9
yes
10x2
yes
< 4
no
--
--
94003.DOC 6 HONG WEST & ASSOCIATES, INC.
HWA Project No. 94003
February 3, 1994
Revised April 12, 1994
A toe drain will not be required for the portion of the proposed dam which is common to
the Panther Lake Ball Field Dam.
5.2 DETENTION POND
With the construction of the proposed dam, a detention pond will be formed. The pond
will be confined by the Ball Field Dam to the west, the proposed dam to the south, and by
the hill rising away from site to the north and east sides. Portions of the material excavated
within the detention pond area and from the adjacent northeast slope may be used as
embankment fill in the proposed dam. Grain size results from TP-23 confirm that the
glacial drift material tested meets the embankment fill specification described in Section
5.4.1.
5.2.1 Design Considerations
Cut 51apts_- Based on the soil conditions encountered in the detention pond area, we
recommend side slopes not to exceed 2:1 (horizontal: vertical). However, slopes at an
inclination of 3:1 would be less susceptible to the effects of erosion and construction traffic.
Embankment Material - The glacial drift soil in the detention pond area appears generally
acceptable as embankment fill for the proposed dam, based on the grain -size distribution
specified in Section 5.4.1. However, due to lateral and vertical variation of on -site
materials, we recommend that the excavated material be tested for grain -size distribution
prior to and during its use as embankment fill. All excavated material to be used as fill
must be free of deleterious matter.
Gabions - A gabion spillway is planned to channel excess storm water out of the detention
pond and into Ball Field Dam. We suggest using a series of gabions for the proposed
spillway, in a similar fashion as was used on the Ball Field and Panther Lake Dams. The
gabions, which will lie along the crest and downstream side of the dam, must be founded
on dense, compacted fill material.
A filter layer should be placed between the gabions and the embankment fill. Due to the
large difference in grain size distribution, it is our opinion that use of a graded soil filter is
not feasible. We recommend that a filter fabric be used. Based on the grain size
distribution of the potential borrow materials determined in the laboratory, we recommend
that Polyfelt TS-420, or approved equivalent, be used for this purpose.
5.3 SLOPE STABILITY ANALYSES
Slope stability analyses, performed during the previous geotechnical investigation for the
Ball Field Dam (HWA report dated June 30, 1993), demonstrates adequate Factors of
Safety for the three case outlined below:
94003.DOC 7 HONG WEST & ASSOCIATES, INC.
HWA Project No. 94003
February 3, 1994
Revised A ril 12 1994
Case I. Upstream slope stability at full reservoir level
Case II. Upstream slope:stability during rapid drawdown
Case III. Downstream slope stability at steady state seepage and full reservoir
Slope stability analyses was performed using analytical methods proposed by Janbu (1954).
Shear strength parameters for the compacted fill materials of the Ball Field Dam were based
on laboratory direct shear testing.
The soil parameters and general geometry of the Ball Field Dam match closely those of the
proposed dam. It is in our opinion, therefore, that the slope stability Factors of Safety of
the proposed dam will be similar to or more conservative than the Ball Field Dam.
5.4 MATERIAL AND COMPACTION REQUIREMENTS
This section discusses the recommended specifications for embankment fill, drain materials,
and the required level of compaction.
5.4.1 Gradation Requirements
Embankment Fill Soils -
The following gradation requirements are recommended for embankment fill soils:
Sieve Size
% Passin
3" square
100
1" square
70-100
No. 4
40-80
No. 10
30-70
No. 20
25-60
No. 40
20-50
No. 100
10-30
No. 200
3-20
In general, glacial drift materials observed in test pits excavated along the hillside east of
the ball fields meet these gradation requirements, as determined from the sieve analyses
performed on selected samples (see Appendix D for test results). Such materials may be
used in construction of the proposed dam embankment. As noted previously, gradation of
materials used as embankment fill should be verified prior to placement.
Drain Materials -
Toe drain materials should conform to the following gradation requirement:
94003.130C 8 HONG WEST & ASSOCIATES, INC.
HWA Project No. 94003
February 3, 1994
Revised April 12, 1994
Sieve Size
% Passin
1" square
100
3/8" square
70-95
No. 4
55-85
No. 40
40-70
No. -20
30-55
No. 40
20-40
No. 100
10-20
N0. 200
0-3
The gradation requirements for the drain materials were determined based on the gradation
characteristics of the potential borrow material, as determined by mechanical sieve analysis
conducted on the selected samples, and our engineering analysis.
5.4.2 Compaction Standards
All embankment fill should be placed in loose, horizontal lifts less than 8 inches in
thickness, and compacted to 95 % of maximum dry density, based on Standard Proctor
(ASTM D 698). The procedure to achieve proper density of a compacted fill depends on
the size and type of compaction equipment, the number of passes, thickness of the layer to
be compacted, and certain soil properties.
Generally, loosely compacted soils are a result of poor workmanship or of soils being
compacted at an improper moisture content. Soils with a high percentage of silt and clay
may easily become too wet, or coarse -grained soils may easily become too dry for
maximum compaction. Silty or clayey soils with a water content higher than optimum
should be dried as necessary. Sprinkling is sometimes required to wet a coarse -grained soil
to its optimum water content before compacting.
5.5 SITE DRAINAGE
Adequate drainage provisions are imperative and we recommend both short and long term
drainage measures be incorporated in project design and construction. Of major concern
would be the discharge or ponding of surface water during construction since the native
soils are considered moisture sensitive. To minimize the potential for surface water and/or
groundwater damage to the subgrade, it is recommended that construction operations be
performed in the drier summer months when possible.
Surface runoff can be controlled during construction by careful grading practices.
Typically, these include the construction of shallow, upgrade perimeter ditches or low
earthen berms and the use of temporary sumps to collect runoff and prevent water from
damaging exposed subgrades. All collected water should be directed under control to a
94003MOC 9 HONG WEST & ASSOCIATES, INC.
HWA Project No. 94003
February 3, 1994
Revised April 12, 1994
positive and permanent discharge system. Permanent control of surface water should be
incorporated in the final grading design.
6.0 LIMITATIONS
This geotechnical evaluation was planned and conducted in accordance with generally
accepted engineering standards practiced presently within this geographic area. Experience
has shown that geotechnical investigation's performed by these standards reveal with
reasonable regularity soils that are representative of subsurface conditions throughout a site.
The analyses and recommendations contained in this report are based on the assumption
that soil conditions encountered in subsurface explorations are representative of actual
conditions throughout the subject site. However, experience has also proven that subsoils
can vary quite radically over small distances. Inconsistent conditions can occur between
explorations and not be detected by a geotechnical study. If, during future studies or
construction activities on site, subsurface conditions are encountered which are different
from those described herein, HWA should be notified for review of the variances and
revisions of the conclusions and recommendations presented, where necessary.
This report is prepared for the exclusive.use of the owner and the owner's consultants, for
specific application on this project in accordance with generally accepted engineering
practices. No warranty, expressed or implied, is made.
7.0 BIBLIOGRAPHY
Hong West & Associates, Inc., 1992, Preliminary Geotechnical Investigation, Panther
Lake Surface Water Study, Federal Way, Washington, July 28, prepared for Brown
and Caldwell Consultants. _
Hong West & Associates, Inc., 1993, Geotechnical Investigation, Panther Lake Flood
Control Project, Federal Way, Washington, June 30, prepared for Brown and
Caldweli Consultants.
Janbu, N., 1954, Stability Analysis of Slopes with Dimensionless Parameters, Harvard Soil
Mechanics, Series.No. 46.
Skemton, A. W., 1986, Standard Penetration Test Procedures And The Effects in Sands of
Overburden Pressure, Relative Density, Particle Size, Ageing and
Overconsolidation, Geotechnique 36, No. 3, pp. 425-447.
Waldron, H. H., 1961, Geology of the Poverty Bay Quadrangle, Washington, U. S.
Geological Survey Geologic Quadrangle Map GQ-158.
94003.DOC 10 HONG WEST & ASSOCIATES, INC.
VICINITY MAP
SW 320th ST.
sw ST 5
'T
S.
NOT TO SCALE
MQ:
PROJECT ;SITE
3mth S-r
5
e n
Qvr
el
.7-7
. ... ........ ..
41,
f, Q d SB.
TP-19
TP-18
TP-20
T1
LEGEND
0fd nLL/DISTt)RBED MATERIAL
CtW RECESSIONAL OUTWASH
Od GLACIAL DRIFT
+SB-11 APPROXIMATE EXPLORATORY BORING LOCATION
Tp-16 APPROXIMATE EXPLORATORY BACKHOE TEST PIT LOCATION (1993)
1 APPROXIMATE GEOLOGIC CONTACT
A A'
Li GEOLOGIC SECTION LOCATION
REFERENCE
BASEMAP PROVIDED BY
BROWN AND CALDWELL CONSULTANTS
0 50 100 200
SCALE: 1"=100'
zti
A
SITE FIRST AVENUE BASIN GEOLOGICAND MAP
floNG%%%ST DETENTION FACILITY
&ASSOCIATES01mc. PROJECT NO.: 94003 FIGURE:
280
270
AA'
280
EXISTING GRADE
270
EL 258.7'
TOP OF PROPOSED DAM a EL 258.7'
260
260
SB-12
SB-13
SB-10
250
250
8
FILL
FILL
1
5
FILL
? ?
7
?�?—
w
17
?�?
z
Z
18
GRAVEL
GRAVEL W/SAND
240 z
zo 24p
W/SAND
38
(RECESSIONAL OUTWASH)
aSAND
W/GRAVEL
>
w
w
15
/
(RECESSIONAL UWASH)
\?
J
w
R
�
6
i
28
230
_�4
1
_
19
SAND
230
�?
33
SAND
SAND
27
23
may— —
220
SILTY
19
?
?
r 61
_
—? =
220
SAND
\
?�
GRAVEL WITH
(LACUSTRINE)
18
SILT AND SAND
20
SILTY
?
�?
SAND
15
-
24
SILTY GRAVEL
210
210
, WITH SAND
SILTY
SAND
200 J L 200
NOTE
THIS GENERALIZED SOIL PROFILE WAS COMPILED FROM AVAILABLE
$LGSURFACE INFORMATION IN THE VICINITY. IT IS INTERPRETIVE_
ACTUAL SOIL CONDITIONS BET*eE:N BORINGS MAY VARY
FROM THOSE SHOWN.
1991 TOPOGRAPHY BY OTHERS
—?—? — INFERRED GEOLOGIC UNIT CONTACT_
s1 STANDARD PENETRATION TEST N-VALUE (BLOWS/FOOT)
SB-10 EXPLORATORY BOREHOLE
1 INCH I =AFIRST AVENUE BASIN GEOLOGIC SECTION A -A'
SCALE: 1"=100' HORIZONTAL floNrJWES• DETENTION FACILITY PROPOSED DAM
1 "=10' VERTICAL
ak ASSOCIATES, INC. PROJECT NO.: 94003 FIGURE: 2
94403-B-002.1
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APPENDIX A
LOGS OF EXPLORATORY BORINGS
HONG WEST & ASSOCIATES, INC.
APPENDIX A
LOGS OF EXPLORATORY BORINGS
On January 11, 1994, HWA personnel conducted a program of subsurface investigation and
sampling at the project site. Two exploratory borings were drilled at the approximate locations
indicated on Figure 1.
The borings were drilled using a hollow stem auger and a 140-pound hammer with trip release
mechanism for performing Standard Penetration Tests (SPT). Soil samples extracted from the
borings were examined, classified, and logged in the field by HWA personnel.
Samples were taken with a 2-inch (outside diameter) split spoon sampler, driven 18 inches into
relatively undisturbed soils beyond the auger bit by dropping a 140-pound hammer 30 inches
per stroke. The number of blows for each 6 inches of penetration was recorded, as shown on
the boring logs. The number of blows required to drive the last 12 inches was totaled as the
SPT N-value. The N-values are plotted on the boring logs and are used as an index to estimate
certain engineering properties of the soils.
Additional borings and test pits were conducted during a previous phase of the Panther Lake
project (HWA report dated June 30, 1993). Approximate locations of the previous
explorations are also shown on Figure 1. The logs of the previous exploratory borings and test
pits are included in Appendix C.
LEGEND OF TERMS USED ON EXPLORATION SOIL LOGS
Soil classifications presented on the exploration soil logs are based on visual field and laboratory
observations, using ASTM D 2488. Soil descriptions are presented in the following general order:
Density/consistency, color, modifier, MAJOR CONSTITUENT, minor constituent(s), moisture content,
soil structure(s), additional remarks.
DENSITY/CONSISTENCY
Density/consistency of soils encountered in exploratory borings is usually based on the Standard
Penetration Test (SPT) N-value or "blowcount", ASTM D 1586.
Using this method, the sampler is
driven 18 inches with a 140-pound hammer falling 30 inches. The SPT N-value is the number of
blows for the last 12 inches of sampler drive.
Unconfined
Granular Soil SPT
Cohesive Soil
SPT
Compressive
Density N-value
Consistency
N-value
Strength (tsf)
Very loose 0-4
Very soft
0-2
< 0.25
Loose 4 - 10
Soft
2-4
0.25 - 0.5
Medium dense 10 - 30
Medium stiff
4-8
0.5 - 1.0
Dense 30 - 50
Stiff
8 - 15
1.0 - 2.0
Very dense > 50
Very stiff
15 - 30
2.0 - 4.0
Hard
> 30
> 4.0
MOISTURE CONTENT
Dry Little perceptible moisture
Damp Some perceptible moisture,
probably below optimum
Moist Probably near optimum moisture
content
Wet Much perceptible moisture,
probably above optimum
MINOR CONSTITUENTS
Trace
Some
Modifier (sandy, silty,
etc.)
Very (plus modifier)
Estimated Percentage
0-5
5-12
12-30
30-50
TERMS DESCRIBING SOIL STRUCTURES
Bedded
Composed of layers thicker than 1 cm, of varying color and/or texture.
Calcareous
Containing a significant amount of calcium carbonate.
Cemented
Rock or soil hardened by the precipitation of a mineral cement among the grains
of the sediment.
Fissured
Containing shrinkage cracks, frequently filled with fine sand or silt, usually more
or less vertical.
Indurated
A rock or soil hardened or consolidated by pressure, cementation, or heat.
Interbedded
Composed of alternating beds of different soil types.
Laminated
Composed of thin (< 1 cm) layers of varying color and/or texture.
Poorly graded
Predominantly a single grain size, or having some intermediate sizes missing
("gap" graded).
Slickensided
Having previously -sheared planes of weakness that are slick and glossy in
Well graded
appearance.
Having a wide range of grain sizes, with substantial amounts of intermediate
particle sizes.
U00
+IONGWEST
&AS SOCIATE S.ING
LEGEND OF SYMBOLS USED ON EXPLORATION SOIL LOGS
GRAPHIC SYMBOLS FOR SOIL TYPES
NON -COHESIVE SOILS (<50% passing
No. 200 sieve)
well graded gravel and gravel/sand mix
poorly graded gravel, gravel/sand mix
silty gravel, gravel/sand/silt mix
clayey gravel, gravel/sand/clay mix
well graded sand, gravelly sand
poorly graded sand, little or no fines
silty sand, sand/silt mix
clayey sand, sand/clay mix
COHESIVE SOILS (>50% passing
No. 200 sieve)
inorganic silt and very fine sand
inorganic, low plasticity clay
organic, low plasticity clay, silt/clay mix
inorganic, elastic silt, silt/sand mix
inorganic, high plasticity clay
organic, medium to high plasticity clay
peat and other highly organic soil
SAMPLE TYPE SYMBOLS
BOREHOLE SAMPLES
® 2.0" OD Split Spoon (SPT)
IShelby Tube
3.0" OD Split Spoon with Brass Rings
Grab Sample (cuttings)
mCore Run
TEST PIT SAMPLES
® Bag (bulk sample)
OGrab (small volume)
IShelby Tube
HAND BORING SAMPLES
Non-standard penetration
(40 lb. hammer with 12 inch drop)
OGrab Sample (post hole)
IShelby Tube
ROTARY BOREHOLE SAMPLES
mContinuous Core Sample
Note: The graphic symbols used for the various soil types are based
on symbols recommended in the Unified Soil Classification
System. Graphic logs are based on subjective field identi-
fication of soils, and laboratory data where available.
GROUNDWATER MONITORING WELL SYMBOLS
ntonite Seal
out Backfill
ttings Backfill or Caved Hole
!zometer Casing
oundwater Level (noted during drilling)
oundwater Level (measured in piezometer
after water level stabilized)
:)tted Piezometer Casing
ind Backfill
ATTERBERG LIMITS
PL LL
o - Natural Moisture Content
PL - Plastic Limit
LL - Liquid Limit
v Llir
+IONGWEST
& ASSOCIATES, INC.
W
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4
HONG WEST & ASSOCIATES, INC.
DRILLING COMPANY: Gregory Drilling
DRILLING METHOD: CME-75, 8" Hollow Stem Auger
SAMPLING METHOD: SPT
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BORING LOG
TOTAL DEPTH: 41.5 Feet
SURFACE ELEVATION: 258 Feet
MEASURING POINT EL.: Feet
Medium dense, dark grayish brown, silty SAND with
gravel, moist. Fine to medium grained sand, 2"
minus subrounded gravel. Trace to some 8" minus
3/3/3 8 12.1 subrounded cobbles.
(Fill)
2/4/4 8 14.9
-----------------------------------
Medium stiff, dark grayish brown SILT with sand
and gravel, moist. Fine to medium grained sand. V
3/5/2 7 16.5 minus subangular to subrounded gravel.
GP
} Dense, olive brown, poorly graded GRAVEL with
i.�•
sand, moist. Fine to medium sand, 1" minus
!►;. subrounded gravel.
11/17/21 38 4.1 ?`u.
(Recessional Outwash)
.••a-.
------------------------------------
Medium dense, light brownish gray, poorly graded
SAND, moist. Fine grained sand. Trace to some 1"
4/8/8 IB 3.8 minus subrounded gravel.
E4/9/10 19 4.1
Becomes more fine grained with trace to some
7/12/15 27 10.8 =: silt.
I[AVery dense, grayish brown, poorly graded GRAVEL
21/34/27 61 4.7 with silt and sand, moist. Fine to medium grained
�- sand, 1.5" minus subrounded gravel. Possible trace
to some cobbles.
• Moist. Cont. M
1 Pen. Resistance
(blows/foot)
0 20 40 60 80
6
NOTE: This loft of subsurface conditions applies only at the specified location and on the date Indicated.
PROJECT: First Ave. Basin BORING: SB-12
LOCATION: Panther Lake, Federal Way, WA
DATE COMPLETED: January 11, 1994
LOGGED BY: C. Behrens
PROJECT NUMBER:94003
PAGE: 1 OF 2
HONG WEST & ASSOCIATES, INC.
BORING LOG
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• Moist. Cont. (%)
Pen. Resistance
(blows/foot)
0 20 40 60 S
0
111II/43
54
9.8
Very dense, ra ish brown, silt GRAVEL with
g y y
j
sand, wet. Fine grained sand, 1.5" minus
subrounded gravel. Possible trace to some
cobbles.
Borehole terminated at a depth of 41.5 feet,
15
1/11/94.
i0
i5
i0
35
_
r0
-.
F5
PROJECT: First Ave. Basin
LOCATION: Panther Lake, Federal Way, WA
DATE COMPLETED: January 11, 1994
LOGGED BY: C. Behrens
BORING: SB-12
PROJECT NUMBER: 94003
PAGE: 2 OF 2
HONG WEST & ASSOCIATES, INC.
DRILLING COMPANY: Gregory Drilling
DRILLING METHOD: CME-75, 8" Hollow Stem Auger
SAMPLING METHOD: SPT
in
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BORING LOG
TOTAL DEPTH: 41.5 Feet
SURFACE ELEVATION: 253 Feet
MEASURING POINT EL.: Feet
Soft/loose, very dark grayish brown, sandy
SILT/silty SAND with gravel, moist. Fine grained
sand, I" minus subrounded gravel. Grass, roots,
2/5/3
8 25.2
and glass fragments.
(Fill)
2/3/2
5 12.8
3/7/10
17 3.1
SP
Medium dense, light olive brown, poorly graded
SAND with gravel, moist. Fine to medium grained
sand, P' minus subrounded gravel:
(Recessional Outwash)
Becomes olive gray.
4/9/13
22 1.8
N4/5/23 28 2.9
Becomes light olive brown, slightly less gravelly.
9/12/14 28 4.0
5/9/14 23 22.1
4/8/12 18 24.7
Medium dense, dark grayish brown, silty SAND,
wet. Very fine to fine grained sand
• Moist. Cont. M
1 Pen. Resistance
(blows/foot)
0 20 40 80 80
L
NOTE: This log of subsurface conditions applies only at the specified location and on the date Indicated.
PROJECT: First Ave. Basin BORING: SB-13
LOCATION: Panther Lake, Federal Way, WA
DATE COMPLETED: January 11, 1994
LOGGED BY: C. Behrens
PROJECT NUMBER: 94003
PAGE: 1 OF 2
HONG WEST & ASSOCIATES, INC.
BORING LOG
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DESCRIPTION
40
4/4/11
15
22.8
• '
Medium dense, dark grayish brown, silty SAND,
wet. Very fine tofine grained sand
Borehole terminated at a depth of 41.5 feet,
1/11/94.
PROJECT: First Ave. Basin
LOCATION: Panther Lake, Federal Way, WA
DATE COMPLETED: January 11. 1994
LOGGED BY: C. Behrens
• Moist. Cont. M
► Pen. Resistance
(blows/foot)
0 20 40 60 80
BORING: SB-13
PROJECT NUMBER: 94003
PAGE: 2 OF 2
APPENDIX B
LABORATORY TEST RESULTS
HONG WEST & ASSOCIATES, INC.
APPENDIX B
LABORATORY TEST RESULTS
Representative samples obtained from the borings were returned to HWA's laboratory, and
selected soil samples were tested to determine physical properties. This test program included
in -situ moisture content and grain size analysis.
Moisture Content
Natural moisture contents were measured using test method ASTM D 2216-80. The results
are shown on the appropriate boring logs in Appendix A.
Grain Size Analysis
_l The grain size distribution of representative soil samples was determined in general accordance
1 with ASTM D 422. Results of these analyses are plotted and included in this appendix. Grain
size distribution curves and soil classification in terms of the Unified Soil Classification System
(USCS) are shown on the attached figures.
I
I
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j
HONG WEST & ASSOCIATES, INC.
GRAIN SIZE DISTRIBUTION
Project: Panther Lake — Quadrant Dam
----- ---------------------------
Federal Way, Washington
------------------
Project Number: 94003
Date Tested: 1 —19-94
- - ---
Remarks: Olive brown, poorly graded --GRAVEL
with sand (GP)
Or
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100
90
80
70
60
50
40
30
20
10
0
Test Hole Number: SB-12
Sample Number: S-4
------
Depth: 15:0-16.5 feet _
Sample Description:
Gravel: 54.1
--------------------
Sand: 42.6
Fines-- --- -- -� 3.3
Sand I Gravel
Fine I Medium r- Fine � Crse
SIEVE SIZES
inn inn 6n en 3n 70 16 10 4 3/8 3/4 1 3/2 2 3
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GRAIN SIZE — MILLIMETERS
J
J
HONG WEST & ASSOCIATES, INC.
GRAIN SIZE DISTRIBUTION
Project: Panther Lake — Quadrant Dam
Federal Way, Washington
-----------
Project Number: 94003
Date Tested: 1 —19-94
Remarks: Olive brown,__poorlY graded SAND
-••--------- - -
______with,_gravel �SP�_
100 --
90—
80 —
w 70 -
J -
J -
60 -
V -
Z 50 -
w -
40 -
UJ
a- 30 -
20 -
10-
0-
Test Hole Number: SB-13
_. .
Sample Number: S-3
Depth: 1-0.0-11.5 feet
Sample Description:
Gravel: 40.8
Sand: 56.9
Fines:------2.3
Clay Silt Sand Gravel
Fine I Medium Crse Fine Crse
SIEVE SIZES
-)nn inn 6n en An 7n 16 10 4 3/8 3/4 1 3/2 2 3
------
------------------
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0.01 0.1 1 10
GRAIN SIZE - MILLIMETERS
J
APPENDIX C
PREVIOUS TEST PIT AND
BORING LOOS
HONG WEST & ASSOCIATES, INC.
APPENDIX C
PREVIOUS TEST PIT AND BORING LOGS
On May 6 and 9, 1993, HWA personnel monitored the excavation of eight test pits and six
borings within the Panther Lake project site area. Two of the six borings and five of the eight
test pits lie in the vicinity of the Quadrant Western Securities project site, as shown on Figure
1.
Test pits and borings were logged in the field by HWA geologists. Representative samples
were obtained, placed in air tight containers and returned to the HWA laboratory for further
testing. Logs are included in this appendix. Laboratory test results are presented in Appendix
D.
HONG WEST & ASSOCIATES, INC.
WELL LOG
DRILLING COMPANY: Gregory Drilling
TOTAL DEPTH: 41.5 Feet
DRILLING METHOD: Hollow Stem Auger 4.0" I.D.
SURFACE ELEVATION: Feet
SAMPLING METHOD: SPT 2.0" O.D.: Dames & Moore 3.0" O.D.
MEASURING POINT EL.: 251.8 Feet
U
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= J G: 0 J �-: O U
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o cn a z s ccnn uu) DESCRIPTION
onument Cover
Brown, poorly graded SAND with silt and gravel,
moist. Possible cobbles.
(Fill)
1 I 31
-- Very loose, dark brown, silty SAND with gravel,
moist. Some black organic material, and wood
fragments.
(Fill)
Drilling more difficult at 8.5%
r•
GP
5-8-10 18 3
�'':
Medium dense, gray, poorly graded GRAVEL with
sand, damp. Trace silt, fine gravel, possible
cobbles.
(RecessionalOutwash)
Thin, 1-2" layer, organic material in sample interval
e 5-10-15 at 15'.
5-7-8 15 3
-----------------------------------
Medium dense, brown, poorly graded SAND with
5-10-II 21 14 gravel, moist. Trace silt, medium to coarse sand,
fine gravel.
9-15-18 33 21 Medium dense to dense, light brown, silty SAND,
moist. Interbedded sand and silt.
(Lacustrine)
ar 7-8-12
5-8-13 19 22
5-7-13 20 22
-----------------------------------
(Description next page)
NOTE: This log of subsurface conditions applies only at the specified location and on the date Indicated.
�ntonite
ser
Grout
ica Sand
fitted PVC
PROJECT: Panther Lake WELL: SB-10
LOCATION: Panther Lake, Federal Way, WA. PROJECT NUMBER: 91147; Task 2
DATE COMPLETED: 5/8/93
LOGGED BY: R.E. Long PAGE: 1 OF 2
ED
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HONG WEST @ ASSOCIATES, INC.
WELL LOG
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DESCRIPTION
Very Stiff, light brown, sandy SILT, wet. Few fine
24
23
gravels, interbedded silt and silty sand, silt
appears laminated, sand beds are poorly graded
fine sand.
END OF BORING AT 41.5 FEET
PROJECT: Panther Lake
LOCATION: Panther Lake, Federal Way, WA.
DATE COMPLETED: 5/8/93
LOGGED BY: R.E. Long
xr:,s lxFc,.
WELL: SB-l0
PROJECT NUMBER: 91147: Task 2
PAGE: 2 OF 2
HONG WEST & ASSOCIATES, INC. WELL LOG
DRILLING COMPANY: Gregory Drilling TOTAL DEPTH: 43 Feet
DRILLING METHOD: Hollow Stem Auger 4.0" I.D. SURFACE ELEVATION: Feet
SAMPLING METHOD: SPT 2.0" O.D.: Dames 6 Moore 3.0" O.D. MEASURING POINT EL.: 253.3 Feet
LU in
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cu N c U
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CL 3 a Cn Co
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9 3-2-2 4 18
E 5-7-12
8-8-9 17
i 8-12-18
8-10-13 23 2
8-10-12 22 18
0 5-7-10 17 25
5-15-20 35 24
0 5-7-17 24 22
Loose, dark brown, silty SAND with gravel, moist.
Some black organic material, and wood
fragments.
(Fill)
Drilling more difficult at 8'.
Medium dense, gray, poorly graded SAND with
gravel, damp. Trace silt, fine gravel, possible
cobbles to 8"-.
No return from 3.0" split spoon sampler at 15'.
(Recessional Outwash?)
Dense to medium dense, brown, silty SAND, wet.
Interbedded fine sand and laminated silt.
(Lacustrine)
NOTE: This fog of subsurface conditions applies only at the specified location and on the date Indicated.
:ntonite
ser
Grout
lica Sand
Ated PVC
PROJECT: Panther Lake WELL: SB-11
LOCATION: Panther Lake, Federal Way, WA. PROJECT NUMBER: 91147: Task 2
DATE COMPLETED: 5/9/93
LOGGED BY: R.E. Long PAGE: 1 OF 2
1
I
HONG WEST & ASSOCIATES, INC.
WELL LOG
Lu
L)
w
2t
U
u)
Z y
3
< t
O
f!1 c
H
Z
V
U
fN
J
=
W
J
W�LLJ
ix y
J
J
O
L)
a
Q
m
x
J
o
cn
a
z
u}i
ch DESCRIPTION
40
II-13-17
As above.'
11-15-16
31
23
ENO OF BORING AT 43 FEET
65
J PROJECT: Panther Lake
LOCATION: Panther Lake, Federal Way, WA.
DATE COMPLETED: 5/9/93
LOGGED BY: R.E. Long
WELL: SB-II
PROJECT NUMBER: 91147; Task 2
PAGE: 2 OF 2
HONG WEST & ASSOCIATES, INC. TEST PIT LOG
EXCAVATION COMPANY: J. Briere Construction, Inc. TOTAL DEPTH: 9.7 Feet
EXCAVATION METHOD: John Deere 4100 4WD Backhoe SURFACE ELEVATION: *280 Feet
SAMPLING METHOD: Grab
un
U
U7
o
N
= J
O U
a
:E J
o uai
Cn to
DESCRIPTION
D
GM
Dense, brown gray, silty GRAVEL with sand: some openwork
gravel lenses: approx. 5% cobbles to 12" minus; scattered lenses
0
of very silty gravel; clasts subangular to subrounded; moist.
(Glacial Drift)
2
O
7.4
,X
--......................................... ....... ---... ---
Stiff, gray, laminated, clayey SILT & sandy SILT with gravel ;
moist.
Bottom of Pit @ 9.7 feet. No water encountered.
* Moist. Cont. M
PL Plastic Limit
LL Liquid Limit
0 20 40 60 80
i
NOTE: This log of subsurface conditions applies only at the specified location and on the date Indicated.
PROJECT: Panther Lake TEST PIT: TP-18
LOCATION: Federal Way, Washington
DATE COMPLETED: 5/8/93
LOGGED BY: Rod Faubion
PROJECT NUMBER: 91147-2
PAGE: 1 OF 1
I
I
I
j
I
j
HONG WEST & ASSOCIATES, INC.
EXCAVATION COMPANY: J. Briere Construction, Inc.
EXCAVATION METHOD: John Deere 410D 4WD Backhoe
SAMPLING METHOD: Grab
rn
U
jt (n
o
N v a
4=- a F: m U
a i in J
o Cn x Cn (n DESCRIPTION
�i'
TEST PIT LOG
TOTAL DEPTH: 8.5 Feet
SURFACE ELEVATION: 1250 Feet
c
ti
4d
Loose, brown, gravelly SAND: some silt; numerous fine roots;
moist.
(Fill)
Buried TOPSOIL with wood & decayed organics; numerous fine to
coarse roots; moist.
Medium dense to dense, mottled to gray below 3 ft.,
o,GM
poorly graded GRAVEL with silt and sand;
clasts to 8" minus, mostly 3" minus,
subangular to subrounded; roots to 3.6 ft, none below; moist.
(Glacial Drift)
Bottom of Pit @ 8.5 feet. No water encountered.
• Moist. Cont. M
PL Plastic Limit
LL Liquid Limit
0 20 40 60 80
i
NOTE: This log of subsurface conditions applies only at the specified location and on the date Indicated.
PROJECT: Panther Lake TEST PIT: TP-19
LOCATION: Federal Way, Washington
DATE COMPLETED: 5/6/93
LOGGED BY: Rod Faubion
PROJECT NUMBER: 91147-2
PAGE: I OF 1
J
HONG WEST @ ASSOCIATES , INC.
EXCAVATION COMPANY: J. Briere Construction, Inc.
EXCAVATION METHOD: John Deere 410D 4WD Backhoe
SAMPLING METHOD: Grab
U
K N
ui
z
u] U J J
J �-: -O L)
fn :M J
cn x cn uu) DESCRIPTION
4.4
TEST PIT LOG
TOTAL DEPTH: 7.0 Feet
SURFACE ELEVATION: *250 Feet
2" of TOPSOIL over loose, light brown, sandy GRAVEL: w/some
silt: numerous roots; moist.
very aense, gray, poorly graoea bKAvtI_ wnn sut ana sans: Tew
fine roots in upper 2 ft.: scattered 4-6" thick lenses of sandy
gravel & fine to medium sand exposed thoughout pit walls: moist.
(Glacial Drift)
Bottom of Pit @ 7.0 feet. No Water Encountered.
• Moist. Cont. M
PL Plastic Limit
LL Liquid Limit
0 20 40 60 80
NOTE: This log of subsurface conditions applies only at the specified location and on the date Indicated.
PROJECT: Panther Lake TEST PIT: TP-20
LOCATION: Federal Way, Washington
DATE COMPLETED: 5/6/93
LOGGED BY: Rod Faubion
PROJECT NUMBER: 91147-2
PAGE: 1 OF 1
HONG WEST & ASSOCIATES. INC.
EXCAVATION COMPANY: J. Briere Construction, Inc.
EXCAVATION METHOD: John Deere 410D 4WD Backhoe
SAMPLING METHOD: Grab
in
C)
k U)
z N
z N
cn L) Q
J O U
N M J
(n x cn ai °DESCRIPTION
TEST PIT LOG
TOTAL DEPTH: 8.2 Feet
SURFACE ELEVATION: 1273 Feet
4" of Forest Duff over loose, brown, silty SAND: w/some gravel
to 4" minus; numerous roots; moist.
(Topsoil)
Loose, brown gray to olive gray, gravelly SAND with silt:
numerous roots; moist.
(Recessional Outwash)
Medium dense, light brown, poorly graded SAND with silt:
grades with depth to poorly graded SAND with silt and gravel:
rounded to well rounded gravel to 8" minus.
(Glacial Drift)
Bottom of Pit @ 6.2 feet. No water encountered.
• Moist. Cont. W
PL Plastic Limit
LL Liquid Limit
0 20 40 60 80
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated.
PROJECT: Panther Lake TEST PIT: TP-22
LOCATION: Federal Way, Washington
DATE COMPLETED: 5/6/93
LOGGED BY: Rod Faubion
PROJECT NUMBER: 91147-2
PAGE: 1 OF 1
a�
2
H
G..
w
O
0
HONG WEST & ASSOCIATES, INC.
EXCAVATION COMPANY: J. Briere Construction, Inc.
EXCAVATION METHOD: John Deere 410D 4WD Backhoe
SAMPLING METHOD: Grab
U
M U)
n
z vi
z N
N U J J
J F -O U
� fA : M J
cr) i cn = tch DESCRIPTION
4.3
7.6
TEST PIT LOG
TOTAL DEPTH: 6.1 Feet
SURFACE ELEVATION: *275 Feet
X.
3" of Forest Duff over loose, brown, silty SAND: w/some gravel
to 4" minus; numerous roots; moist.
(Topsoil)
Medium dense, light brown, fine to medium SAND: some silt; trace
rounded to well rounded gravel to 8".
(Recessional Outwash)
SM
Very dense, gray, -silty SAND with gravel: approx. 5% cobbles to
12" minus; scattered lenses of very silty gravel; clasts
subangular to subrounded; moist.
(Glacial Drift)
Bottom of Pit @ 8.1 feet. No water encountered.
• Moist. Cont. M
PL Plastic Limit
LL Liquid Limit
0 20 40 80 80
wi
i
NOTE: This log of subsurface conditions applies onty at the specified location and on the date Indicated.
PROJECT: Panther Lake TEST PIT: TP-23
LOCATION: Federal Way, Washington
DATE COMPLETED: 5/6/93
LOGGED BY: Rod Faubion
PROJECT NUMBER: 91147-2
PAGE: 1 OF 1
APPENDIX D
PREVIOUS LABORATORY
TEST RESULTS
HONG WEST & ASSOCIATES, INC.
APPENDIX D
PREVIOUS LABORATORY TEST RESULTS
Laboratory tests were performed during the previous geotechnical investigation. In addition to
moisture content and grain size analysis, tests for direct shear and moisture -density
relationships were performed. Results are included in this appendix.
Direct Shear Tests
Direct Shear Tests were conducted on selected soil samples, remolded to a density and
moisture anticipated to be similar to the field condition of compacted embankment fill soils.
The test procedure was in general conformance with ASTM D 3080.
Density -Moisture Relationships
Density -moisture relationships of selected samples from the potential borrow area were
determined using Modified Proctor compaction tests. The test procedure was in general
conformance with ASTM D 1557.
HONG WEST & ASSOCIATES, INC.
GRAIN SIZE DISTRIBUTION
Project: Panther Lake Test Hole Number: SB-10
----------- ------ -�.__._-.---------------------- -_-._._—.-.—�-..---- ...
Federal Way Washington Sample Number S—2
----------------------------- -------------
-
Project Number: 91147-2 Depth: 10-11.5 feet
Date Tested: 5-14-93 Sample Description:
----- �._�----------- --- -------------..._.-
Remarks: Grax,___poorly graded GRAVEL with sand SGP� Gravel: 52.4
--------------------------.....•-----•------.. —. .
-••---.-.— ---
Sand: 45.1
Silt• 2.5
------- -------- Clay: --------
1UU
90
80
w 70
Q
� 60
Ln
Z 50
W
c 40
UJ
30
20
10-
0-
Clay Silt Sand Gravel
Fine I Medium Crse Fine I Crse
SIEVE SIZES
inn 1nn 60* d0 30 20 16 10 4 3/8 3/4 1 3/2 2 3
------
------------------
I I
--J--L---J-L-L-
1 I I
----
I I
-_1 1---1-1_I_
I I I
I I I
I I
I I
I I 1
I I I
I
I 1
I I I
I I
I I I
! I
I I I
I I
I I I
i I
I I I
-- - - --
- ----------- -- - - ----
--1--r---1-+-1--
----
-- + I---+-t-I--
-- -- --
---- ----- ---- - - - - --
I I
- -
I I I
_J_L_L-
1
-^--
I
---I---1-1-I--
I I
I I I
I I I
I I
I 1=
I I
I I I
! I
I I 1
-- �- I
I I
1 I I
I I I
I 1
I I I
I I I
-- - - --
----------- -- -_ - - --
--1--r"---1-+-r
I
-- -
---I---+-+-I--
I I
I I I
I 1
I I
I I
I I i
I I
I I I
-- - - --
.-------- ---- - -- - --
- -J--L-
-J-L-L-
---•^
--1_I^--1-1-I--
1 r
I I 1
1 I
I I I
I
I I
I I I
[ I
I I I
I !
I I I
-- - - --
---------- - - - - --
---I--r_--
ti-t- --
- --
--�- P--
- t -t -I
5 2 5 2 5 2 5 2 5 2 5
0.001 0.01 0.1 1 10
GRAIN SIZE — MILLIMETRES
HONG WEST & ASSOCIATES, INC.
GRAIN -SIZE DISTRIBUTION
Project: Panther Lake '
Federal Way, Washington
Project Number: 91147-2
Date Tested: 5-14-93
Remarks: GraYsilt�r GRAVEL with sand
100
90
so —
IX
IJJ 70
J
J
M 60
V)
►— 50
Z
W
IX 40
W
n- 30
20
10
0
J
Test Hole Number:_ TP-18
Sample Number: S—•1�to 5
---------------------------------
Depth: _ Composite
Sample Description:
Gravel: 48.8
Sand: 34.3
Silt: 16.9
Clay:. ._..._..---...--------- -------
Clay Silt Sand Gravel
Fine f Medium 1 Crse Fine I Crse
SIEVE SIZES
—n Inn an An xn in 1A to 4 3/8 3/4 3 3/2 2 3
i I
I I I
I I
I I
I I I
I I I
_- - - --
------ -- ---- - - - - --
1 I
--
I I I
-
I I I
- - --
--1w1---�-1-I--
I I
1 I I
I I
I I
I 1 I
i 1
I I I
l T
1 I
I I
I I I
-
I I
1
I I I
I 1 I
I I I
- - - - - --
- - - - - - - - - - - - -- - - - -
! I
- - - - t - -
I I I
- i - t - I- -
I
- - - -
I
_ - -t-
I r
I 1 I
I I
I I
I I
I I I
I i
I I I
- - - -
-- - - - - - - - - - - - - - - - -
- J - - L - -
- J - 1 - L -
- - - -
- - -I_-
- -
1
l I
--
-- - - --
----------- •-- - - --
[-
i I
--i--i--"^-1-t
I I I
_
I I
.....--
I I
--i-I----t-t-I--
1 I
I I I
I I I
I I
I I
i l r
I I
I I I
__ _
__JL_
_J_1^L-
_-_
-_1_I___1_1_I__
i
I I I
I I
I I I
I I
I I I
I I
I I I
-- - ---
---- ----- -- - - - - --
--1--t---i-t---
- --
-- i-I----
t --t
I
5 2 5 2 5 2 5 2 5 2 5
0.001 0.01 0.1 1 10
GRAIN SIZE — MILLIMETRES
HONG WEST & ASSOCIATES, INC.
GRAIN SIZE DISTRIBUTION
Project: Panther Lake
---------------- -• -- - ..
Federal Way, Washington
Project Number: 91 147-2 --�-� � - ------
Date Tested: 5-14-93
Remarks: Gray. ---poorly graded SAND with ---gravel �SP�------------------
1UU
90
80
w 70
J
J
60
Z 50
W
40
o_ 30
20
10
0
Test Hole Number: 513-11
Sample Number: S-5
----- --------- -
Depth: 16.5-18 feet
Sample Description:
Gravel: 33.9
------------------------------
Sand: 62.8
Silt: 3.3
------------------------
Clay: ---------------------------------------------
F`�'-a
y Silt Sand j Gravel
Fine f Medium I Crse 1 Fine I Crse
SIEVE SIZES
9nn 100 60 40 30 20 16 10 4 3/8 3/4 1 3/2 2 3
I I
I I
1 I I
I I I
I
{ I
I I I
I I I
- »r^
.__-^-----_-_.r_-
-—J--L---J-L-
I I
L-
I I I
----
--1 I---1-1-I--
I I
I I I
I I
T
I I I
i�
I I
i
I I I
I I I
__ �_ I __
_
I I
_ _ _I_-
I I I
I I I
___
__ I 1
I I
I I I
1 1 I
- - - - - --
- - -- - - - - - - - - - - - - -- --
I I
- - - - - t - --
I I
I I I
- -1 - + - - -
I I I
- - -- -
I I
- - i-
I I
I I I
I I I
-- - - --
----------- - - - - --
I I
-- J--L--
I I
I I
I I
I I I
- J -L-L-
I I I
I 1 I
I I I
- -
I I
--1-I---1-1-I—
I I
I I
I I
I I I
I I I
I I 1
I I I
___---
-------=--- - - - - --
I I
I I
--1--r-
I I I
I I I
-1-+-r
- - --
I I
I I
---r-k--
I I I
I 1 I
-
t-t-I--
I I
I I I
I !
I I 1
I
-- — ————
--———————— .-- — — — —^
I [
——
I I
I I
I I
—L_
I I
1 I I
— — ——
I I
--1^I---1-1—I--
1 I
l I
I I
I 1 I
I I I
I I
I 1
I
I I I
t r
I I I
I I
I I r
r
I I I
I S
I I 1
-- — — ——
——— ---————— — — — — ——
— —ti --r
—1—t—--
— ———
--1-1—
— t —t — I
5 2 5 2 5 2 5 2 5 2 5
0.001 0.01 0.1 1 10
GRAIN SIZE — MILLIMETRES
HONG WEST & ASSOCIATES, INC.
GRAIN -SIZE DISTRIBUTION
Project: Panther Lake Test Hole Number: TP-19
---------------- —----------------------------------------------w.w.-...
Federal Way, Washington Sample Number: B-1
---- ----------------------------------------------------------------_..._.-----•----------------- Project Number: 91147-2 Depth: 7.5-8.5
---...................... -----W�.-............_...._
Date Tested: 5-14-93 Sample Description:
- --- - ------------------ --------- —--------- --------------
Remarks: Gray, poorlX graded GRAVEL with silt - Gravel: 55.5
-------------------------------
-
and sand �GP—GM�---�-__ --- Sand: 34.2
Silt: 10.3
Clay: ---------------------- --
100
90
80
w 70
J
J
60
N
50
z
w
CL) 40
W
a_ 30
20
10
0
Clay Silt Sand Gravel
Fine � Medium Crse Fine Crse
SIEVE SIZES
,2nn inn fin An 3n 2n 16 to 4 3/8 3/4 1 3/2 2 3
-- - - --
-------- ---- --
I I
I I
--J--1----J-1-L-
I I I
I I I
I I I
----
I I
l I
--J-I---1-1
I I
I I I
1 i I
-
I I I
I I
I I
I I I
I I
I I
I I
I I I
I I
I i I
I I
I I -- -
- ---
--
I I 1
I I
I I l
! I
! 1
I I
I 1 I
1 I
I I !
-- - - --
- ----------- - - - - --
--1--i----i-+-
I I
--
I I I
- ----
- -i -I-
I
-+�+-I--
I I 1
-- - - --
----- ------- --- --
I I
--J__L--_J_1_L_
I I I
_-__
I
-_1
I I I
!
I I
I I I
1 I
I 1 I
-- - - --
--------------- - - - ---
I
-------------
I I
i I
I I !
---
I I i
I I I
---
I I
--- -----
I
I I
I I 1
� I -
I I I
-- - - --
----------- - - - - --
i I
--1--r--
I I i
1-+-I--
- --
E I
-- r-I---+_+-I--
I
I I I
I I I
1 I
I I
I 1 I
I I !
I
! I
I 1 I
___.--- -
_______----_____
_-.JL_-_J_1
_
I I
___
___1_I___1_1_fw_
! I
I I I
I I
I
I I I
E 1
I 1 I
1
I I
i I I
I I
I I I
I
i I I
I I
1 l I
-- - - --
------------ - - - - --
--ti--r---y-+-r-
----
-- +-I
5 2 5 2 5 2 5 2 5 2 5
0.001 0.01 0.1 1 10
GRAIN SIZE — MILLIMETRES
-1
HONG WEST & ASSOCIATES, INC.
GRAIN SIZE DISTRIBUTION
Project: Panther Lake Test Hole Number: TP-20
------------- -----•-----------------•-- ---._ _----------- -
Federal Way Washington Sample Number: S-1
-------------------- -- ------------------------------ -.._ .— r._W.._-.._. �. -
Project Number: 91 1 47-2 Depth: - 3.0-4.5
--- --- -- --- _._ ----------------- ---- -- p p
Date Tested: 5-14-93 _ Sample Description:
Remarks: Gray,_•poorlY__graded GRAVEL with silt — Gravel: 58.5
------------
Sand: 32.8
Silt: 8.9
- - - ----- _`_ �----------
- ____----- Clay:
-------------------------------
1UU
90
80
Of
w 70
J
J
a 60
In
�- 50
z
w
40
W
a- 30
20
10
0
Clay Silt Sand Gravel
Fine I Medium I Crse Fine I Crse
SIEVE SIZES
qnn inn en en -in 7n 16 to 4 3/8 3/4 1 3/2 2 3
-------
--
----- ----- - - - - --
I I
--
I I I
-
- - --
i I
--J-l-__i�
I I I
I I
I I I
I I
I I I
I 1
I I I
I I
i i
I I
I 1 I
I I
1 I I
I I
I I I
I I
I I
------
-- ----------- - - - - --
--1--r----I-+---
- - --
-- -t -I- -
- -+-I--
I I
I I I
s l
I I I
I I
I 1 I
! I
I I I
-- - - --
- ------ - - - - --
- -J --L--
I I
J-L -L-
I l I
-- --
--1-t--1-1-I--
I
I I I
I I
I I
I I I -
I I I
I
-- I ,-
I I I
I I I
I I I
I I
I I
I I I
I F I
I I
1 I
I I I
-- - - --
----------- - - - - --
--1--r----1-+-r-
, 1
I I I
---
---1---t
I I
+-1--
I I I
___--
----------____-_
I
_-
I I
I I
I I I
_J_L
I I
! I
! I
_-
I I
I I
I I I
I I I
I I I
I I
I 1
I
1 I I
I 1 I
1 i I
____
I I
I I
I I
I I I
I I I
I I I
1
I , I
I
I I I
------
-----------------
-I-r---1-t-I--
----
---l---+-+-I--
I
I I I
I 1
I I I
II
I
5 2 5 2 5 2 5 2 5 2 5
0.001 0.01 0.1 1 10
GRAIN SIZE - MILLIMETRES
I
HONG WEST & ASSOCIATES, INC.
GRAIN SIZE DISTRIBUTION
Project: Panther Lake Test Hole Number: TP-23
- -- —------------:------------------------------------._... .....
Federal Way, Washington Sample Number: S-2
--------------.-----------------....... ---------- ------ ---------- ------ --...
Project Number: 91147-2 Depth: 5.0-6.0
-- .... __.-............... .......... --...... ----.. - P P Date Tested: 5-14-93 Sample Description: ............
Remarks: G S!y,__silty SAND with _q avel_r(SM) _--__ Gravel: 36.8
Sand: 44.9
Silt: 18.3
- - --- -------------- --- — _ _ - - -------._..._- _ Clay: --------_
1UU
90
80
w 70
J
J
60
N
50
Z
W
nc:) 40
W
30
20
10
0
Clay
Silt
Sand
Gravel
Fine I Medium Crse
Fine I Crse
SIEVE SIZES
inn inn An An 3n 9n 16 to 4 3/8 3/4 1 3/2 2 3
I I
I 1 I
I I
I I I
-- - - --
------------ -------
--J--L---J-L-L-
I I
I !
I I I
I I I
- - --
--1_t---
I I
I I
I
-�-I--
I I I
I I 1
I I I
I I
I I
I I
I I I
I 1 --
I I I
l
I I !
-- — — ——
————————— --- --- — — ——
--1--t---1—+-1--
I I
I I I
----
——l---t—t-I--
I E
I I I
__-_.._
------------ - - - - --
•
I I
-
I I
I 1
I 1
I I I
WJ_1_L_
I I I
I I I
I I 1
_- -
I I
--
I I
I I
I I
I I I
I I I
I I I
I I I
------
--
----------------
I I
---1--r-^
I !
1-+-r_
----
I 1
--t-I---t-t-I--
I I I
I I
! I 1
I t
I 1 I
•
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10
HONG WEST & ASSOCIATES, INC.
DIRECT SHEAR TEST RESULTS
Project: Panther Lake
Location: Federal. kZay, Wa5bincrton
Project Number: Q'1147-2
Date Tested: _9-18-4-3 --
2000
w
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N
w
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N
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2
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1000
500
Test No.
Boring: -1 9,. B-1
Depth (ft.): 7 5-8
Diameter (in.): 4 16
1500 2000 2500
NORMAL STRESS (psf)
Average Dry Density (pcf): _ 1 2 4 9
Average Water Content %:
Friction Angle (degrees): 28
Apparent Cohesion (psf): ?no
Sample Description: Cray oorl a(9P-d
GRAVEL with silt and sand GP -GM
Liquid Limits: = n a
Plastic Limits: = n Ja
STU-SHEARTc"5.0
1 IONG VI[ EST & ASSOCIATES
• Geotechnicol Engineering • Hydrogeology • Materials Testing •. Construction Inspection •
COMPACTION TEST RESULTS
Project: Panther Lake Sample Number: 1345
Address: Federal Way, Washington Sample Location: TP-19► B-1
Sample Description, Gray, poorly graded
Job Number: 91147-2 GRAVEL with silt and sand (GP -GM)
Date Tested: 5-15-93 By: SEG
r:l;Pr,t• Brown and Caldwell
Attention:
140
135
130
125
120
115
Z' 105
0
100
95
90
85
so ;
0
Maximum Dry Density:
138.5
Optimum Moisture Content:
7.5
Natural Moisture Content:
4.7
Compaction Standard:
ASTM D1557
PCF
96
Hammer Weight: 10
lbs.
Hammer Drop: 18
ins.
No. of layers: 5
Number of blows/layer:
56
Diameter of mold:
6 ins.
Height of mold:
4.584 ins.
Volume of mold:
0.075 cu.ft..
Surcharge Weight:
lbs.
Vibratory Amplitude:
ins.
Vibratory Frequency:
vib./min.
Vibratory Time:
min.
Compactive Effort:
ft.lbs./cu.ft.
5 10 15 20 25 30 35 40
Moisture Content -- %
All tests performed in accordance with ASTM
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HWA Project No. 94003
February 3, 1994
Revised April 12, 1994
Brown and Caldwell Consultants
100 West Harrison Street
Seattle, Washington 98119-4186
Attention: Mr. Bill Persich
Subject: Geotechnical Investigation
First Avenue Basin
Detention Facility
Federal Way, Washington
Dear Mr. Persich:
u 01
flONGWEST
& ASSOCIATES. INC.
Geotechnical Engineering
Hydrogeology
Geoenvironmental Services
Testing & Inspection
In accordance with your request, Hong West & Associates, Inc. has completed a
geotechnical investigation for the proposed First Avenue Basin Detention Facility located in
Federal Way, Washington. Results of the investigation are presented in the accompanying
report.
We appreciate the opportunity to provide geotechnical services on this project and look
forward to providing further services during design review and construction. Should you
have any questions regarding this report, or if we may be of further service, please do not
hesitate to call.
Sincerely,
HONG WEST & ASSOCIA'
Scott L. Hardman, P.E.
Senior Geotechnical Engine
DLS:SLH (94003.doc)
19730-64th Ave. W.
Lynnwood, WA 98036-5904
Tel. 206-774-0106
Fax. 206-775-7506
1 1
f ;
TABLE OF CONTENTS
�
n
1.0
INTRODUCTION.........................................................................1
f�
1.1 EXECUTIVE SUMMARY......................................................1
1.2 SCOPE OF SERVICES AND AUTHORIZATION
..........................1
2.0
PROJECT SITE CONDITIONS........................................................2
3.0
EXPLORATION PROGRAM...........................................................
2
3.1 FIELD INVESTIGATION.......................................................
3
3.2 LABORATORY TESTING......................................................3
4.0 SITE STRATIGRAPHY..................................................................3
4.1 GENERAL GEOLOGY OF THE PROJECT AREA
.........................3
4.1.1 Fill (Qf, Qfd)
4
, ...........................................................
4.1.2 Lacustrine Sediments..................................................4
4.1.3 Recessional Outwash (Qvr)...........................................4
4.1.4 Glacial Drift (Qd)......................................................4
r
`
4.2 SUBSURFACE CONDITIONS.................................................4
4.2.1 Proposed Dam Location..............................................5
r
4.2.2 Potential Borrow Area ................................................
5
5.0
CONCLUSIONS AND RECOMMENDATIONS....................................6
5.1 PROPOSED DAM...............................................................6
5.1.1 Foundation Preparation ................................................
6
5.1.2 Recommended Configuration .........................................
6
5.1.3 Drainage Control.......................................................6
5.2 DETENTION POND
............................................................7
5.2.1 Design Considerations................................................7
5.3 SLOPE STABILITY ANALYSES.............................................7
5.4 MATERIAL AND COMPACTION REQUIREMENTS ............... 8
-
5.4.1 Gradation Requirements ..............................................
8
5.4.2 Compaction Standards ................................................
9
f
5.5 SITE DRAINAGE................................................................9
6.0
LIMITATIONS............................................................................10
7.0
BIBLIOGRAPHY
r
.........................................................................10
LIST OF FIGURES
Figure 1. Site and Geologic Map
Figure 2. Geologic Section A -A'; Proposed Dam
Figure 3. Generalized Cross Section - Proposed Dam
LIST OF APPENDICES
Appendix A. Logs of Exploratory Borings
E Appendix B. Laboratory Test Results
Appendix C. Previous Test Pit and Boring Logs
Appendix D. Previous Laboratory Test Results
n
II
1.0 INTRODUCTION
Hong West & Associates, Inc. (HWA) has completed a geotechnical investigation for the
(� First Avenue Basin Detention Facility in Federal Way, Washington. The proposed dam
will tie into the recently completed Panther Lake Ball Field Dam, and will serve as a
detention structure for controlling storm water.
r-
The purpose of this geotechnical investigation is to provide design -level analysis for the
proposed detention facility, located east of the Ball Field Dam. Based on subsurface data
obtained for the Ball Field Dam, and borings completed for this study of the proposed
l detention facility dam location, it is our opinion that the proposed improvements can be
constructed as planned, provided the geotechnical recommendations of this report are
incorporated in design and construction.
1.1 EXECUTIVE SUMMARY
Geotechnical investigations and analyses were conducted by HWA, in support of the design
efforts for the proposed facility. The major conclusions and recommendations resulting
from the geotechnical investigation are summarized below:
1. The proposed dam configuration is considered stable, under static, steady seepage
and rapid drawdown conditions. -
2. Toe drains are recommended for the portions of the dam 4 feet or higher, along the
segment which is not common to the Ball Field Dam.
3. Approximately 8 to 13 feet of loose fill soils were encountered along the alignment
of the proposed dam. The loose fill beneath the proposed dam should be removed
and recompacted prior to embankment fill placement.
4. A gabion spillway may be used along a portion of the existing Ball Field Dam to
accommodate excess water from the detention pond.
Details of the subsurface investigation and laboratory testing performed, results,
conclusions, recommendations, and limitations of this report are discussed in subsequent
sections. The executive summary presented above should be considered only in the context
of the entire report.
1.2 SCOPE OF SERVICES AND AUTHORIZATION
The scope of services for the present study was outlined in an agreement for professional
{ services between Brown and Caldwell Consultants (B&C) and HWA, dated November 1,
L, 1993.
L
The proposed scope of services was as follows:
f
HWA Project No. 94003-
"' February 3, 1994
'Revised Apnl 12, 1994
r..
L Reviewing the previously gathered soils data pertinent to the project area.
I Drill two borings to average depths of 40 feet at the proposed dam location
l to determine the groundwater conditions, soil characteristics, and foundation
characteristics.
3. Perform laboratory testing of selected soil samples to determine the
engineering properties of the soil at the proposed dam location.
s 4. Provide design recommendations as to suitability of the existing soil to serve
as foundation material for the dam; results of slope stability and seepage
l
analyses; and determination of appropriate cross sections for the dam,
including allowable side slopes, slope protection, toe drain design, fill
r . material and compacted fill placement requirements.
5. Satisfactorily respond to WDOE Dam Safety comments.
2.0 PROJECT SITE CONDITIONS
The project site is located northeast of S.W. Campus Drive, in the city of Federal Way,
Washington, as shown on the Site and Geologic Map, Figure 1. An earthen dam has
f recently been constructed by the City of Federal Way along the south and east sides of
i Panther Lake. A second dam to the south encompasses several ball fields. A former King
County gravel pit exists south of the lake. The areas immediately north and east of the lake
are undeveloped; residential developments exist beyond.
Panther Lake Dam borders the lake on the south and east. Height of the berm varies from
approximately 2 to 10 feet. Two outlets extend beneath the berm, one continues
underground beneath the ball fields and the other attaches into the recently constructed
infiltration galleries. A gabion spillway has been constructed on the Panther Lake Dam, to
accommodate high flow conditions. Downstream from the main dam is the Ball Field Dam,
serving to control storm water in the event the main dam is over -topped.
3.0 EXPLORATION PROGRAM
The field exploration program and laboratory testing of soils for physical properties
performed during this study are described below.
94003.DOc 2 HONG WEST & AssocIATEs, INc.
it
HWA Project No. 940U-i
February 3, 1994
i Revised _6ril 12. 1994
19
3.1 FIELD INVESTIGATION
On January 11, 1994, HWA personnel monitored subsurface investigation and soil
sampling at the project site. Two exploratory borings (designated SB-12 and SB-13) were
conducted at the approximate locations indicated on Figure 1.
The borings were logged in the field by HWA geologists. Representative samples were
obtained, placed in air tight containers and returned to the HWA laboratory for further
testing. Field exploration methods are described and logs of the borings re contained in
` Appendix A.
} Additional test pits and borings were conducted during a previous phase of study (HWA
report dated June 30, 1993). The approximate locations of the previous explorations are
f also shown on Figure 1. The logs of these exploratory test pits are included in Appendix
l C.
c
3.2 LABORATORY TESTING
Selected soil samples were tested for physical properties, including moisture content and
grain size distribution. Results of the moisture content testing are shown on the appropriate
boring logs. The grain size distribution curves are included in Appendix B.
Additional laboratory testing conducted during the previous geotechnical investigation are
included in Appendix D of this report.
4.0 SITE STRATIGRAPHY
4.1 GENERAL GEOLOGY OF THE PROJECT AREA
The project area, as mapped by Waldron (1961), is underlain by proglacial stratified drift
consisting of undifferentiated recessional outwash sediments. This unit is underlain by
ground moraine deposits consisting mainly of dense to very dense glacial drift. A more
detailed surficial geology of the site, as mapped by HWA personnel during the previous
investigation, is indicated on Figure 1.
Three major surficial soil units were noted during the January 11, 1994 and May 6 and 8,
1993 field investigations. These consist of fill, recessional outwash, and glacial drift. One
subsurface unit, lacustrine sediments, was encountered at depth in two of the borings, SB-
10 and SB-11. Amore detailed description of general geologic units encountered at the site
is presented below.
94003.DOC 3 HONG WEST & ASSOCIATES, INC.
t
HWA Project No. 94003
February 3, 1994
?Rais April 2
r
` 4.1.1 Fill (Qf, Qfd)
Fill or disturbed soils are present along S.W. Campus Drive and adjacent to the Ball Field
` Dam. Based on our observations, the fill material appears to be derived from the former
King County gravel pit. The fill consists of loose, silty sand and poorly graded sand with
s varying amounts of gravel and deleterious matter. The maximum depth of fill encountered
was 8 to 13 feet in borings SB-10, SB-11, SB-12, and SB-13. The exploratory test pits
revealed no fill material greater than about 1 foot thick overlying the glacial deposits.
4.1.2 Lacustrine Sediments
Stratified silts and fine sands were found in borings SB-10 and SB-11 on the south side of
the lake, underlying the recent soils. These stiff or medium dense, fine textured soils are
thinly bedded to laminated. Borings SB-10 and SB-11, conducted during the May 6, 1993
field investigation, encountered lacustrine deposits at depths around 20 feet, which extended
to the full depths of the borings.
4.1.3 Recessional Outwash (Qvr)
Recessional sediments released and transported by the waning glacier were deposited
throughout the study site. The material is predominantly a stratified sand and fine to cobble
size gravel of glaciofluvial (glacial stream) origin. These soils are exposed in the northern
and western portions of the site, and appear to have been mined from the area now
occupied by the baseball fields and parking area. Recessional outwash was encountered in
all exploratory borings and in TP-22 and TP-23, at varying depths directly below the
f fill/topsoil.
4.1.4 Glacial Drift (Qd)
Glacial "drift", as the term is used here, is a near till -like material found at depth in all five
exploratory test pits (May 6, 1993). The drift consists of a dense to very dense mix of
sand, gravel, and silt. It may show some faint bedding, but is typically massive. The high
t density is due to the materials having been over -ridden by glacial ice. The drift observed
during this investigation did not exhibit the low permeability qualities usually associated
with Vashon Till.
l:
4.2 SUBSURFACE CONDITIONS
Subsurface conditions at the site are discussed below, in two sections: Section 4.2.1
discusses the proposed dam location, and Section 4.2.2, the potential borrow source area
east of the ball fields.
94003.DOC 4 HONG WEST & ASSOCIATES, INC.
HWA Project No. 94003
February 3, 1994
4 Revised April 12. 1994
4.2.1 Proposed Dam Location
Subsurface conditions at the proposed dam are interpreted based on exploratory borings
SB-10, SB-11, SB-12, and SB-13. A generalized soil profile along the proposed dam
` alignment is shown on Geologic Section A -A', Figure 2.
The upper 5 to 13 feet of material encountered in the borings are interpreted as
undocumented fill soils, consisting of very loose to loose, silty sand and poorly graded
gravel. Below the fill soils was a layer of medium dense sand and gravel. This unit is
interpreted as recessional outwash, and extends to depths of approximately 20 to 25 feet in
SB-10 and SB-11, and to approximately 41.5 feet in SB-12 and SB-13.
Lake deposit (lacustrine) sediments were encountered below the recessional outwash in
borings SB-10, SB-11, and SB-13. The lacustrine deposit predominantly consists of silty
sand and sandy silt. It extends to the maximum depth of exploration at approximately 42
feet.
Ground water was encountered in all four borings; the approximate depths to ground water
in each of the borings at the time of drilling are summarized below:
Boring
Depth to groundwater at
Time of Drilling (ft.)
SB-10
20
SB-11
20.5
SB-12
40
SB-13
30
Groundwater levels should be anticipated to fluctuate in response to rainfall rates,
seasonal and other factors.
4.2.2 Potential Borrow Area
Two test pits (TP-22 and TP-23) were excavated in the area directly east of the existing ball
fields. Based on the test pit explorations, it appears that the area is blanketed with a 3- to
4-inch layer of organic material, over loose brown, silty sand with gravel (fill/topsoil mix)
► . to a depth of approximately 2 feet. Below this layer, soils graded to brown and gray,
gravelly sand and sand with silt. This unit is interpreted as recessional outwash, and it
f extends to a depth of 3'/2 to 5 feet in the test pits. The lowermost unit encountered in the
test pits is interpreted as glacial drift. It consists of very dense, gray, silty sand and sand
with silt.
94003 noc 5 HONG WFsr & AssocuTEs, INC.
HWA Project No. 94003
February 3, 1994
1 Revi5ed AlDnULi_924
5.0 CONCLUSIONS AND RECOMMENDATIONS
-Based on the results of the geotechnical investigation described herein, the following
_ conclusions and geotechnical recommendations are presented for the proposed
improvements.
5.1 PROPOSED DAM
The First Avenue Basin Detention Facility Dam is planned southeast of the ball field area,
and will tie into the existing Ball Field Dam. The proposed dam, in conjunction with the
Ball Field Dam, will serve as a detention pond for containing excess storm water
originating from the development. The location of the proposed dam is shown on Figure 1.
5.1.1 Foundation Preparation
�J We encountered loose surficial soils in the borings along the proposed dam alignment.
Consequently, we recommend improvement of the foundation soil prior to constructing the
dam, to minimize the potential of post -construction settlement and of internal erosion (or
"piping") of soils beneath the dam.
r We anticipated that the loose surficial soils are on the order of 5 to 13 feet thick. These
L loose soils should be removed to expose the underlying undisturbed recessional outwash, to
a lateral extent as indicated on Figure 3. The results of our laboratory analysis indicates
that the material beneath the proposed dam alignment is relatively clean (less than 5 %
passing the No. 200 sieve). Consequently, the excavated materials do not meet gradation
requirements outlined in Section 5.4.1, and should not be used as embankment fill. The
removed soils may be suitable for other uses related to the development.
5.1.2 Recommended Configuration
The recommended configuration of the lower dam is shown on Figure 3. We recommend a
10-foot wide crest and 3:1 (horizontal: vertical) side slopes on both the upstream and
' - downstream sides. The side slopes may be graded to a flatter inclination for ease of
maintenance, or for other considerations.
V5.1.3 Drainage Control
A toe drain is recommended for portions of the dam greater than 4 feet in height, as
summarized on the table below.
Approx.
Toe Drain
Embankment
Toe
Dimensions
Pea Gravel/Pipe
Hei t (ft.)
Drain ?
(width x depth, ft.)
Drain S stem ?
4-9
yes
10x2
yes
< 4
no
—
—
94003.DOC 6 HONG WEST & ASSOCIATES, INC.
r-"k
HWA Project No. 94003
February 3, 1994
Rom, April 12,1994
A toe drain will not be required for the portion of the proposed dam which is common to
the Panther Lake Ball Field Dam.
5.2 DETENTION POND -
With the construction of the proposed dam, a detention pond will be formed. The pond
will be confined by the Ball Field Dam to the west, the proposed dam to the south, and by
the hill rising away from site to the north and east sides. Portions of the material excavated
within the detention pond area and from the adjacent northeast slope may be used as
embankment fill in the proposed dam. Grain size results from TP-23 confirm that the
glacial drift material tested meets the embankment fill specification described in Section
5.4.1.
5.2.1 Design Considerations
Cut Slopes_- Based on the soil conditions encountered in the detention pond area, we
recommend side slopes not to exceed 2:1 (horizontal: vertical). However, slopes at an
inclination of 3:1 would be less susceptible to the effects of erosion and construction traffic.
�^ Embankment -Material - The glacial drift soil in the detention pond area appears generally
acceptable as embankment fill for the proposed dam, based on the grain -size distribution
specified in Section 5.4.1. However, due to lateral and vertical variation of on -site
r materials, we recommend that the excavated material be tested for grain -size distribution
prior to and during its use as embankment fill. All excavated material to be used as fill
must be free of deleterious matter.
Gabions - A gabion spillway is planned to channel excess storm water out of the detention
pond and into Ball Field Dam. We suggest using a series of gabions for the proposed
spillway, in a similar fashion as was used on the Ball Field and Panther Lake Dams. The
i gabions, which will lie along the crest and downstream side of the dam, must be founded
on dense, compacted fill material.
1 A filter layer should be placed between the gabions and the embankment fill. Due to the
large difference in grain size distribution, it is our opinion that use of a graded soil filter is
not feasible. We recommend that a filter fabric be used. Based on the grain size
distribution of the potential borrow materials determined in the laboratory, we recommend
that Polyfelt TS-420, or approved equivalent, be used for this purpose.
5.3 SLOPE STABILITY ANALYSES
Slope stability analyses, performed during the previous geotechnical investigation for the
Ball Field Dam (HWA report dated June 30, 1993), demonstrates adequate Factors o
Safety for the three case outlined below:
94003.DOC 7 HONG WEST & Assoc1ATEs, INc.
HWA Project No. 94003
r' FebruaFy 3, 1994
lR;vi5d April 12 4
Case I. Upstream slope stability at full reservoir level
Case II. Upstream slope.stability during rapid drawdown
Case III. Downstream slope stability at steady state seepage and full reservoir
` Slope stability analyses was performed using analytical methods proposed by Janbu (1954).
Shear strength parameters for the compacted fill materials of the Ball Field Dam were based
on laboratory direct shear testing.
r-
The soil parameters and general geometry of the Ball Field Dam match closely those of the
proposed dam. It is in our opinion, therefore, that the slope stability Factors of Safety of
the proposed dam will be similar to or more conservative than the Ball Field Dam.
5.4 MATERIAL AND COMPACTION REQUIREMENTS
This section discusses the recommended specifications for embankment fill, drain materials,
and the required level of compaction.
5.4.1 Gradation Requirements
Embanbnent Fill Soils -
The following gradation requirements are recommended for embankment fill soils:
Sieve Size
% Passin
3" s uare
100
1" square
70-100
No. 4
40-80
No. 10
30-70
- No.20
25-60
No. 40
20-50
No. 100
10-30
No. 200
3-20
In general, glacial drift materials observed in test pits excavated along the hillside east of
the ball fields meet these gradation requirements, as determined from the sieve analyses
performed on selected samples (see Appendix D for test results). Such materials may be
used in construction of the proposed dam embankment. As noted previously, gradation of
materials used as embankment fill should be verified prior to placement.
Drain Materials -
` Toe drain materials should conform to the following gradation requirement:
f
94003.DOC 8 HONG WEST & AssociATFs, INC.
HWA Project No. 94003
February 3, 1994
I J Revised April _12._1994
7
r-
Sieve Size
% Passin
1" square
100
3/8" square
70-95
'No. 4
55-85
No.:10
40-70
No. '20
30-55
No. 40
20-40
No. 100
10-20
N0. 200
0-3
The gradation requirements for the drain materials were determined based on the gradation
` characteristics of the potential borrow material, as determined by mechanical sieve analysis
[ conducted on the selected samples, and our engineering analysis.
5.4.2 Compaction Standards
r•
r All embankment fill should be placed in loose, horizontal lifts less than 8 inches in
thickness, and compacted to 95 % of maximum dry density, based on Standard Proctor
(ASTM D 698). The procedure to achieve proper density of a compacted fill depends on
the size and type of compaction equipment, the number of passes, thickness of the layer to
be compacted, and certain soil properties.
Generally, loosely compacted soils are a result of poor workmanship or of soils being
compacted at an improper moisture content. Soils with a high percentage of silt and clay
may easily become too wet, or coarse -grained soils may easily become too dry for
maximum compaction. Silty or clayey soils with a water content higher than optimum
should be dried as necessary. Sprinkling is sometimes required to wet a coarse -grained soil
to its optimum water content before compacting.
5.5 SITE DRAINAGE
Adequate drainage provisions area imperative and we recommend both short and long term
drainage measures be incorporated in project design and construction. Of major concern
would be the discharge or ponding of surface water during construction since the native
t soils are considered moisture sensitive. To minimize the potential for surface water and/or
groundwater damage to the subgrade, it is recommended that construction operations be
performed in the drier summer months when possible.
Surface runoff can be controlled during construction by careful grading practices.
Typically, these include the construction of shallow, upgrade perimeter ditches or low
earthen berms and the use of temporary sumps to collect runoff and prevent water from
r
damaging exposed subgrades. All collected water should be directed under control to a
94003.DOC 9 HONG WEsT & ASSOCIATES, INC.
HWA Project No. 940W
' February 3, 1994
Revised April 12. _1994
P
positive and permanent discharge system. Permanent control of surface water should be
incorporated in the final grading design..
6.0 LIMITATIONS
This geotechnical evaluation was planned and conducted in accordance with generally
accepted engineering standards practiced presently within this geographic area. Experience
has shown that geotechnical investigations performed by these standards reveal with
reasonable regularity soils that are representative of subsurface conditions throughout a site.
The analyses and recommendations contained in this report are based on the assumption
that soil conditions encountered in subsurface explorations are representative of actual
conditions throughout the subject site. However, experience has also proven that subsoils
can vary quite radically over small distances. Inconsistent conditions can occur between
explorations and not be detected by a geotechnical study. If, during future studies or
construction activities on site, subsurface conditions are encountered which are different
from those described herein, HWA should be notified for review of the variances and
revisions of the conclusions and recommendations presented, where necessary.
This report is prepared for the exclusive use of the owner and the owner's consultants, for
specific application on this project in accordance with generally accepted engineering
practices. No warranty, expressed or implied, is made.
7.0 BIBLIOGRAPHY
Hong West & Associates, Inc., 1992, Preliminary Geotechnical Investigation, Panther
Lake Surface Water Study, Federal Way, Washington, July 28, prepared for Brown
and Caldwell Consultants.
Hong West & Associates, Inc., 1993, Geotechnical Investigation, Panther Lake Flood
Control Project, Federal Way, Washington, June 30, prepared for Brown and
Caldwell Consultants.
Janbu, N., 1954, Stability Analysis of Slopes with Dimensionless Parameters, Harvard Soil
Mechanics, Series No. 46.
Skemton, A. W., 1986, Standard Penetration Test Procedures And The Effects in Sands of
Overburden Pressure, Relative Density, Particle Size, Ageing and
Overconsolidation, Geotechnique 36, No. 3, pp. 425-447.
Waldron, H. H., 1961, Geology of the Poverty Bay Quadrangle, Washington, U. S.
Geological Survey Geologic Quadrangle Map GQ-158.
94003.DOC 10 HONG WEST & AssocIATEs, INc.
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. ,,: -" ... - '-_ - � ., .7'y '•pia' •. .
r.
APPENDIX A
LOGS OF EXPLORATORY BORINGS
n
On January 11, 1994, HWA personnel conducted a program of subsurface investigation and
sampling at the project site. Two exploratory borings were drilled at the approximate locations
indicated on Figure 1.
The borings were drilled using a hollow stern auger and a 140-pound hammer with trip release
mechanism for performing Standard Penetration Tests (SM. Soil samples extracted from the
borings were examined, classified, and logged in the field by HWA personnel.
Samples were taken with a 2-inch (outside diameter) split spoon sampler, driven 18 inches into
relatively undisturbed soils beyond the auger bit by dropping a 140-pound hammer 30 inches
per stroke. The number of blows for each 6 inches of penetration was recorded, as shown on
the boring logs. The number of blows required to drive the last 12 inches was totaled as the
SPT N-value. The N-values are plotted on the boring logs and are used as an index to estimate
certain engineering properties of the soils.
Additional borings and test pits were conducted during a previous phase of the Panther Lake
project O-RVA report dated June 30, 1993). Approximate locations of the previous
explorations are also shown on Figure 1. The logs of the previous exploratory borings and test
pits are included in Appendix C.
r
i.
LEGEND OF i RMS USED ON EXPLORATI .q SOIL LOGS
r
r
r
Soil classifications presented on the exploration soil logs are based on visual field and laboratory
observations, using ASTM D 2488. Soil descriptions are presented in the following general order:
Density/consistency, color, modifier, MAJOR CONSTITUENT, minor constituent(s), moisture content,
soil structure(s), additional remarks.
DENSITY/CONSISTENCY
Density/consistency of soils encountered in exploratory borings is usually based on the Standard
Penetration Test (SPT) N-value or "blowcount', ASTM D 1586.
Using this
method, the sampler is
driven 18 inches with a 140-pound hammer falling 30 inches. The SPT N-value is the number of
blows for the last 12 inches of sam ler drive.
Unconfined
Granular Soil SPT Cohesive Soil
SPT
Compressive
Density N-value Consistency
N-value
Strength (tsf)
Very loose 0-4 Very soft
0-2
< 0.25
Loose 4 - 10 Soft
2-4
0.25 - 0.5
Medium dense 10 - 30 Medium stiff
4-8
0.5 - 1.0
Dense 30 - 50 Stiff
8 - 15
1.0 - 2.0
Very dense > 50 Very stiff
15 - 30
2.0 - 4.0
Hard
> 30
> 4.0
MOISTURE CONTENT
Dry
Little perceptible moisture
Damp
Some perceptible moisture,
probably below optimum
Moist
Probably near optimum moisture
content
Wet
Much perceptible moisture,
probably above optimum
MINOR CONSTITUENTS
Trace
Some
Modifier (sandy, silty,
etc.)
Very (plus modifier)
Estimated Percentage
0-5
5-12
TERMS DESCRIBING SOIL STRUCTURES
12-30
30-50
Bedded
Composed of layers thicker than 1 cm, of varying color and/or texture.
Calcareous
Containing a significant amount of calcium carbonate.
Cemented
Rock or soil hardened by the precipitation of a mineral cement among the grains
of the sediment.
Fissured
Containing shrinkage cracks, frequently filled with fine sand or silt, usually more
or less vertical.
Indurated
A rock or soil hardened or consolidated by pressure, cementation, or heat.
Interbedded
Composed of alternating beds of different soil types.
Laminated
Composed of thin (< 1 cm) Iayers of varying color and/or texture.
Poorly graded
Predominantly a single grain size, or having some intermediate sizes missing
("gap' graded).
Slickensided
Having previously -sheared planes of weakness that are slick and glossy in
Well graded
appearance.
Having a wide range of grain sizes, with substantial amounts of intermediate
particle sizes.
FIP
U O.i�I
flONGWEST
Sr ASSOCIATES,I C.
LEGEND OF SYMBOLS USED ON EXPLORATION SOIL LOGS
GRAPHIC SYMBOLS FOR SOIL TYPES I SAMPLE TYPE SYMBOLS
NON -COHESIVE SOILS (<50% passing
No. 200 sieve)
well graded gravel and gravel/sand mix
poorly graded gravel, gravel/sand mix
silty gravel, gravel/sand/silt mix
clayey gravel, gravel/sand/clay mix
well graded sand, gravelly sand
poorly graded sand, little or no fines
silty sand, sand/silt mix
clayey sand, sand/clay mix
COHESIVE SOILS (>50% passing
No. 200 sieve)
inorganic silt and very fine sand
inorganic, low plasticity clay
organic, low plasticity clay, silt/clay mix
inorganic, elastic silt, silt/sand mix
inorganic, high plasticity clay
organic, medium to high plasticity clay
peat and other highly organic soil
BOREHOLE SAMPLES
® 2.0" OD Split Spoon (SPT)
IShelby Tube
�i 3.0" OD Split Spoon with Brass Rings
0 Grab Sample (cuttings)
Core Run
TEST PIT SAMPLES
Bag (bulk sample)
OGrab (small volume)
IShelby Tube
HAND BORING SAMPLES
Non-standard penetration
(40 lb. hammer with 12 inch drop)
OGrab Sample (post hole)
IShelby Tube
ROTARY BOREHOLE SAMPLES
mContinuous Core Sample
Note: The graphic symbols used for the various soil types are based
on symbols recommended in the Unified Soil Classification
System. Graphic logs are based on subjective field identi-
fication of soils, and laboratory data where available.
GROUNDWATER MONITORING WELL SYMBOLS
�Nte Seal
Backfill
igs Backfill or Caved Hole
meter Casing
idwater Level (noted during drilling)
idwater Level (measured in piezometer
after water level stabilized)
ed Piezometer Casing
Backfill
ATTERBERG LIMITS
PL LL
o - Natural Moisture Content
PL - Plastic Limit
LL - Liquid Limit
Y iiil•�
+IONGWEST
& ASSOCIATES, INC.
HONG WEST & ASSOCIATES, INC.
DRILLING COMPANY: Gregory Drilling
DRILLING METHOD: CME-75, 8" Hollow Stem Auger
SAMPLING METHOD: SPyT�
z x
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s i N N DESCRIPTION
o
N a z
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BORING LOG
TOTAL DEPTH. 41.5 Feet
SURFACE ELEVATION: 258 Feet
MEASURING POINT EL.: Feet
Medium dense, dark grayish brown, silty SAND with
gravel, moist. Fine to medium grained sand. 2r
minus subrounded gravel Trace to some 8` minus
313/3 8 t21 subrounded cobbles.
(Fill)
2/4/4 8 14.9 : ' .
fi b j o 3/5/2 7 18.5
0 tt/17/21 38 4.1
0 4/8/8 le 3.8
0 4/9/10 t9 4.1
0 71WG 27 10.8
Medium stiff, dark grayish brown SILT with sand r.
and gravet, moist. Fine to medium grained sand, f
minus subangular to subrounded graves.
GP Dense, olive brown, poorly graded GRAVEL with
sand, moist. Fine to medium sand, 1" minus
subrounded gravel
(Recessional Ou twash)
Medium dense, fight brownish pray, poorly graded
SAND, moist. Fine grained sand. Trace to some I'
minus subrounded gravel
Becomes more fine grained with trace to some
silt.
-----------------------------------
3§ Very dense, grayish brown, poorly graded GRAVEL
21/34/27 81 4.1 with slit and sand, moist. Fine to medium grained
' sand, t.5" minus subrounded gravel Possaie trace
e + to some cobbles.
Mast. Cont. M
l Pea Resistance
(blows/foot)
0 20 40 80 80
NOTE: This log of subsurface conditions apples only at the specified location and on the date Indicated.
PROJECT: First Ave. Basin BORING: SB-12
LOCATION: Panther Lake. Federal Way, WA PROJECT NUMBER: 94003
DATE COMPLETED: January 11. 1994
LOGGED BY: C. Behrens PAGE: I OF 2
r-
HONG WEST 6 ASSOCIATES, INC.
BORING LOG
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DESCRIPTION
40
fUlU43
54
0.9
Ver dense, ra ish brown, sUty GRAVEL with
Y 9 Y
sand wet. Fine Qrained sand, t5" minus
suDrwmded 9rawet Possible trace to some
cobbles.
Borehole terminated at a depth of 41.5 feet,
4 5
1/11/94.
PROJECT: First Ave. Basin
LOCATION: Panther Lake. Federal Way, WA
DATE COMPLETED: January 11. 1994
LOGGED BY: C. Behrens
• Mast. Cont. M
1 Pelt Resistance
(blows/foot)
0 20 40 00
BORING: SB-12
PROJECT NUMBER: 94003
PAGE: 2 OF 2
iJ
HONG WEST & ASSOCIATES, INC.
r
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DRILLING COMPANY: Gregory Drilling
DRILLING METHOD: CME-75, 6" Hollow Stem Auger
SAMPLING METHOD: SPT
x
zz" i
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u z vi
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'
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C L
G > ,N., S ,J.
o
U) d a z z vi ai DESCRIPTION
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0-
40
2/5/3 8 252
2/3/2 5 12.8
WAD 17 3.1
0 4/910 22 1.8
0 4/5/23 28 2.9
0 9/12/14 28 4.0
R5/9/14 23 22.1
N4/8/t2 18 24.7
BORING LOG
TOTAL DEPTH: 41.5 Feet
SURFACE ELEVATION: 253 Feet
MEASURING POINT EL.: Feet
Soft/loose, very dark grayish brown, sandy
SILT/silty SAND with gravel, moist. Fine grained
sand r minus subrounded gravel. Grass, roots,
and glass fragments.
(FdU
Medium dense, light olive brown, poorly graded
SAND with gravel, moist. Fine to medium grained
sand r minus subrounded gravel.
(Recessional Outwash)
Becomes olive gray.
Becomes light olive brown, sightly less gravely.
Medum dense, dark grayish brown, silty SAND,
wet. Very fine to fine grained sand.
• Mast. Cont. M
1 Pen Resistance
(blows/foot)
0 20 40 60 60
PA
NOTE: This lop of subsurface conditions apples orgy at the specified location and on the date hdicated.
PROJECT: First Ave. Basin BORING: SB-13
+ LOCATION: Panther Lake. Federal Way, WA PROJECT NUMBER: 94003
DATE COMPLETED: January 11. 1994
LOGGED BY: C. Behrens PAGE: 1 OF 2
ri
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P
L
HONG WEST & ASSOCIATES, INC.
BORING LOG
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3
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DESCRIPTION
40
4/4/0
is
22.9
Medium dense, dark grayish brown, silty SAND,
wet. Very fine to fine grained sand.
Borehole terminated at a depth of 41.5 feet,
1/11/94.
f . PROJECT: First Ave. Basin
LOCATION: Panther Lake, Federal Way, WA
DATE COMPLETED: January 11, 1994
LOGGED BY: C. Behrens
■ Matt. Cont. M
1 Pen. Resistance
(blows/foot)
0 N 40 W W
:As
BORING: SB-13
PROJECT NUMBER: 94003
PAGE: 2 OF 2
•
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APPENDIX B
LABORATORY TEST RESULTS
r
Representative samples obtained from the borings were returned to HWA's laboratory, and
selected soil samples were tested to determine physical properties. This test program included
in -situ moisture content and grain size analysis.
Moisture Content
Natural moisture contents were measured using test method ASTM D 2216-80. The results
are shown on the appropriate boring logs in Appendix A.
Grain Size Analysis
The grain size distribution of representative soil samples was determined in general accordance
with ASTM D 422. Results of these analyses are plotted and included in this appendix. Grain
size distribution curves and soil classification in terms of the Unified Soil Classification System
(USCS) are shown on the attached figures.
r
HONG WEST & ASSOCIATES, INC.
GRAIN SIZE DISTRIBUTION
Project: Panther Lake — Quadrant Dam Test Hole Number: SB-12
------------------------------------------------------- --•---------------------
Federal Way, Washington Sample Number S-4
---------------- -........................... .----------- -----------------•---------------
Project Number: 94003 Depth: 15.0-16.5 feet
------------------------------••---------•---------•------•---------
Date Tested: 1-19-94 Sample Description:
Remarks: Olive brown,__poorly graded GRAVEL Gravel: _ ____-54:1 _----------_
-----------.•----- ----- --- --- -
...----------------------- ----••------••---
with sand �GP� Sand: 42.6
------------------------•--------
Fines:3.3 -----------------------------------------------
Clay Silt
Sand
Gravel
Fine Medium
Fine
Crs�
SIEVE SIZES
200
100 60 40 30 20 16 10 4
3/8 3/4
t 3/2 2 3
100
I 1 1 I I
I I
I I I
1 1 1 I
1 I
I 1 1
90
-- - - ----_.-_--_----'----
- - J - - L - - - J - 1 - L - - - - -
- - -L-
I 1 I I
I 1
1 I 1
1 1 I I I
80
--- - - --
I I I I I
--,----r
1 I
1 I I
W70
- - - - --
I 1 I I I
---+--r---1-t-r- ----
I I
-i^1 _---�
I I 1
-
I I I
S
I I 1
..J
Q
_ _ _ _ _ _ _ _ - -- -
I 1
_ - J - - L - - -
6Q
- - - - - - - - _ _
N
---------- -----
--i-�
I I I
H 50
I I
I 1 1
Z
1 I I I 1
I I
1 1 1
W
()
I 1 I I I
- 1 - - t -
W
QL_
------ ------
I 1 1 I I
--J--L---J-1 - --
I I
---I---1-1-I--
I 1 I
1 1 I
30
------
1 I 1 I
I I
1 1
1 I 1 I
I I I 1 5
I 1
I
-- - - --20
_
1 1 1 I 1
1 I
1 I I
1 1 1 1 I
1 1
1 1 1
10
---
----- --_-
1 I 1
1 I I I
I I
1 I 1 I
1 I
1 I 1
0
5 2 5 2 5
2 5 2
5
2 5
0.001 0.01
0.1 1
10
GRAIN
SIZE — MILLIMETERS
r
r
HONG WEST & ASSOCIATES, INC.
GRAIN SIZE DISTRIBUTION
Project: Panther Lake — Quadrant Dam
.-.--...................................................
Federal- Way, Washington
---------- -------
Project Number: 94003
Date Tested: 1-19-94
--------------------------------------------
Remarks: Olive brown ,__poorly__graded SAND
•----------------
...............-with gravel----- --•-
100
90
80
w 70
J
a 60
V)
�- 50
z
w
40
oc
a- 30
20
10
0
Test Hole Number: SB-13
.................
Sample Number: S-3
..... •.-----------
Depth: 10.0-11.5 feet
-
—..•� Sample Description:
Gravel: 40.8
Sand: 56.9 .._ ..........
Fines; ... -............ 2=-- ............ —........
Clay Silt Sand Gravel
Fn4 I Medium Crs• Fine Crse
SIEVE SIZES
enn inn an An in 715 IB In 4 3/8 3/4 1 3/2 2 3
-----
-- - - - -- - - -- - - -'--
1 I
1 I
-J--L--
I I I
I 1 I
J-1-L-
--
I 1
I t
--J-1
I I t
I I I
-1_1-I--
1 I
I 1 I
1 I
I 1 1
-- --
--------
I I
I I I
I I
I I I
------------------
--1--r---1-+-r-
--
- -1-
-+-t-I--
-----
1
1 I
I I 1
I I
I I 1
_
__J__L___J_1_L_
I 1
I I I
-- - - --
------ - - - - -- ___ _
1 I
1 1
__ i_-T- ___
I 1
I I I
1 I 1
�_T_i _
1 1 I
-_^
I I
-- i_i __7_1_1__
I I
I I I
I I 1
-- - -- --
------------ ---- --
1 I
--1--r-
I I
-1-+ r-
- - --
I I
---1---t-+-i--
I I I
1 I
1 I
I I
I I
I I t
I I I
- - - - _ _
I I
- _ J _ _ L _ _
I I I
_ _ 1 _ L
_ - - -
- -
_____
- - - ^ - - - ^
1 I
I I I
I I
I I I
1 1
1 I 1
I 1
I 1 1
1 1
1 I I
-
I 1
I I !
-- - --
1--I-
I 1 1
I I
I I 1
I 1
I I 1
I I
lit
t I
I 1 I
1 I
1 I I
_____
_-_______---------
--y__
1
I I t
I I
I I I
1
I I t
I I
I 1 I
5 2 5 2 S 2 5 2 5 2 5
0.001 0.01 0.1 1 10
GRAIN SIZE — MILLIMETERS
•1 ,
t
N .
•r
o
•*oy='
4Yrj{ '�E�
fr
fir: ;1.'[tiy �` 5
APPENDIX C
PREVIOUS TEST PIT AND BORING LOGS
On May 6 and 9, 1993, HWA personnel monitored the excavation of eight test pits and six
borings within the Panther Lake project site area Two of the six borings and five of the eight
test pits lie in the vicinity of the Quadrant Western Securities project site, as shown on Figure
1.
Test pits and borings were logged in the field by HWA geologists. Representative samples
were obtained, placed in air tight containers and returned to the HWA laboratory for further
testing. Logs are included in this appendix. Laboratory test results are presented in Appendix
D.
r^
HONG WEST & ASSOCIATES, INC. WELL LOG
DRILLING COMPANY: Gregory Drilling TOTAL DEPTH: 41.5 Feet
DRILLING METHOD: Hollow Stem Auger 4.0" I.D. SURFACE ELEVATION: Feet
SAMPLING METHOD: SPT 2.0" O.O.: Dames 6 Moore 3.0" O.D. MEASURING POINT EL.: 251.0 Feet
U w
q
L .2
a! ~ v7
to O N
`- W W m j U J J
d Z 2!> .N-i S J
ui o (n a z i in ch DESCRIPTION -- li onument Cover
u
Brown, poorly graded SAND with silt and gravel,
moist. Possible cobbles.
(Fill)
5
I I 31
----------------------------------.
'
Very loose, dark brown, silty SAND with gravel,
moist. Some black organic material, and wood
°
fragments.
(Fill)
Drilling more difficult at 8.5'.
I «
5-a-lo >8 3
Medium dense, gray, poorly graded GRAVEL with
sand, damp. Trace silt, fine gravel, possible
cobbles.
i
(Recessional Outwash)
Thin, 1-2" layer, organic material in sample interval
s 5-10-15
";•
at IT.
5-7-8 15 3
"
Medium dense, brown, poorly graded SAND with-
20
5-10-9 21 11
gravel, moist. Trace silt, medium to coarse sand,
t
fine gravel
co
9-15-6 33 21
r
�u
1 7-6-t2
5-8-0 0 22
35
5-7-13 20 22
r
i
Medium dense to dense, light brown, silty SAND,
moist. Interbedded sand and silt.
(Lacustrine)
(Description next page)
ntonite
>er
Grout
ca Sand
tted PVC
I . NOTE: This log of subsurface conditions applies only at the specified location and on the date Indicated.
r PROJECT: Panther Lake WELL: SB-10
i
' LOCATION: Panther Lake, Federal Way, WA. PROJECT NUMBER: 91147; Task 2
DATE COMPLETED: 5/8/93
LOGGED BY: R.E. Long PAGE: I OF 2
HONG WEST & ASSOCIATES, INC.
WELL LOG
V
F-
N �
F-
...
W
W
p
U
J
�ylf
J
Cc
>
N
S
J
d
o
Z
vi
Z O
d Lu a
z
i
cn
ai
DESCRIPTION
40
Very Stiff, light brown, sandy SILT, wet. Few fine
B-10-11
21
23
gravels, in silt and silty sand, sat
appears laminated, sand beds are poorly graded
fine sand
ENO OF BORING AT 4L5 FEET
PROJECT: Panther Lake
LOCATION: Panther Lake, Federal Way, WA.
DATE COMPLETED: 5/8/93
LOGGED BY: R.E. Long
F' I:rjL•1
WELL: SB-10
PROJECT NUMBER: 91147; Task 2
PAGE: 2 OF 2
r-�
rl
HONG WEST & ASSOCIATES, INC. WELL LOG
DRILLING COMPANY: Gregory Drilling TOTAL DEPTH: 43 Feet
DRILLING METHOD: Hollow Stem Auger 4.0" I.D. SURFACE ELEVATION: Feet
SAMPLING METHOD: SPT 2.0" O.D.; Dames & Moore 3.0" O.D. MEASURING POINT EL- 253.3 Feet
uj c)
in
z in = K
4
07 ~ Z N
^ C N
rn W m W U
= W N O U
d S Z G > .N+ S "J+
o W a s z i ai Cn DESCRIPTION — Qnumerrt Cover
Loose, dark brown, silty SAND with gravel, moist.
Some black organic material, and wood
fragments.
(Fill)
3-2-2 4 18
DrWing more difficult at 8'.
r
L�
9-9-9 1T
r'
A
b-12-is
6-10-13 23 2
Medium dense, gray, poorly graded SAND with
gravel, damp. Trace silt, fine gravel, possible
cobbles to 8"-.
No return from 3.0" split spoon sampler at 15.
(Recessional Ou tw ash?)
9-10-12 22 IB _ Dense to medium dense, brown, silty SAND, wet.
Interbedded fine sand and laminated silt.
(Lacustrne)
0 5-7-10 17 25
5-6-20 --35 24
0 5-7-17 24 22
NOTE: This log of subsurface condltlons apples only at the specified location and on the date Indicated.
PROJECT: Panther Lake WELL: SB- i 1
ntonite
;er
Grout
ica Sand
fitted PVC
LOCATION: Panther Lake, Federal Way, WA. PROJECT NUMBER: 91147; Task 2
DATE COMPLETED: 5/9/93
LOGGED BY: R.E. Long PAGE: 1 OF 2
HONG WEST & ASSOCIATES, INC.
WELL LOG
ui U
7
Z
`
r+
go,N
Z
N
O
?
C 1
J
=
W
J
W
=
J
F
O
G1
d
S
Z 0
>
..
Z
`
Wo
N
d a
z
i
N
N
DESCRIPTION
40—
1
11-13-17
As above.
ENO OF BORING AT 43 FEET
r
c
PROJECT: Panther Lake
l_:
LOCATION: Panther Lake, Federal Way, WA.
i DATE COMPLETED: 5/9/93
LOGGED BY: R.E. Long
WELL: SB-1 i
PROJECT NUMBER: 91147: Task 2
PAGE: 2 OF 2
kJ
F"
r
HONG WEST & ASSOCIATES, INC . TEST PIT LOG
EXCAVATION COMPANY: J. Briere Construction. Inc. TOTAL DEPTH: 9.7 Feet
EXCAVATION METHOD• John Deere 410D 4WD Backhoe SURFACE ELEVATION: 1280 Feet
SAMPLING METHOD: Grab
K
v
o
N
WJ
O L)
H
LLS c
6.
N
N
z
m J
N N
DESCRIPTION
0—GM
Dense, brown gray, silty GRAVEL with sand: some openwork
gravel lenses: approx. 5% cobbles to t2' minus; scattered lenses
O
of very silty gravel; clasts subangvlar to subrounded; moist.
(Glacial Drift)
O
7A
f'
d
'.
O
13
I�
O
I
.......................................................................................
Stiff, gray, laminated, clayey SILT G sandy SILT with gravel ;
moist.
Bottom of Pit @ 9.7 feet. No water encountered.
+ Mast. Cont. M
PL Plastic Limit
LL Liquid Limit
0 20 40 60 90
NOTE: This log of subsurface condltions applies oNy at the specilled location and on the date indicated.
PROJECT: Panther Lake TEST PIT: TP-18
LOCATION: Federal Way, Washington PROJECT NUMBER: 91147-2
DATE COMPLETED: 5/6/93
LOGGED BY: Rod Faubion PAGE: 1 OF 1
n
r'
HONG WEST & ASSOCIATES, INC.
EXCAVATION COMPANY: J. Briere' Construction, Inc.
EXCAVATION METHOD: John Deere 410D 4WD Backhoe
SAMPLING METHOD: Grab
N
o
N
...
N
V
J
J
V
d
N
ca
J
o
0i
u
i
W
0 DESCRIPTION
TEST PIT LOG
TOTAL DEPTH: 8.5 Feet
SURFACE ELEVATION. *250 Feet
Loose, brown, gravelly SAND: some silt; numerous fine roots;
moist.
(Fill)
Buried TOPSOIL with wood G decayed organics; numerous fine to
coarse roots; moist.
Medium dense to dense, mottled to gray below 3 ft.,
poorly graded GRAVEL with silt and sand;
clasts to 8" minus, mostly 3' minus,
subangular to subrounded; roots to 3.6 ft, none below; moist.
(Glacial Drift)
Bottom of Pit & 8.5 feet. No water encountered
• Moist. Cont. M
PL Plastic Limit
LL Ligtid Limit
0 20 40 60 80
NOTE: This loft of subsurface conditions applies only at the specified location and on the date Indicated.
PROJECT: Panther Lake TEST PIT: TP-19
LOCATION: Federal Way, Washington
DATE COMPLETED: 5/e/93
LOGGED BY: Rod Faubion
PROJECT NUMBER: 91147-2
PAGE: 1 OF 1
t,
r
HONG WEST & ASSOCIATES, INC.
EXCAVATION COMPANY: J. Briere Construction, Inc.
EXCAVATION METHOD: John Deere 4100 4WD Backhoe
SAMPLING METHOD: Grab
K
N
w
o
N
U1
W
L)
J
J
N
O
'�
U
J
o
S
0
i
fn
ch DESCRIPTION
4
r-
B
8
-
P
r
TEST PIT LOG
TOTAL DEPTH: 7.0 Feet
SURFACE ELEVATION: *250 Feet
-..•
2" of TOPSOIL over loose, fight Drown, sandy GRAVEL: w/some
silt: numerous roots: moist.
Very dense, gray, poorly graded GRAVEL with silt and sand: few
fine roots in upper 2 ft.; scattered 4-6" thick lenses of sandy
gravel G fine to medium sand exposed thoughout pit walls; moist.
(Glacial Drift)
Bottom of Pit 0 7.0 feet. No Plater Encountered.
• Mast. Cont. (%)
PL Plastic UWt
LL tagtad twit
0
20
40
60 80
•
i
NOTE: This loft of subsurface conditions apples only at the specil[ed location and on the date Indicated.
PROJECT: Panther Lake TEST PIT: TP-20
LOCATION: Federal Way, Washington
DATE COMPLETED: 5/8/93
LOGGED BY: Rod Faubion
PROJECT NUMBER: 91147-2
PAGE: 1 OF I
HONG WEST & ASSOCIATES, INC.
EXCAVATION COMPANY: J. Brlere Construction, Inc.
EXCAVATION METHOD: John Deere 41OD 4WD Backhoe
r--
SAMPLING METHOD: Grab
N
n �
OCn to
y... W L) J J
O U
CL a s N co
S J
c N i N N DESCRIPTION
r
F
TEST PIT LOG
TOTAL DEPTH: 8.2 Feet
SURFACE ELEVATION: t273 Feet
4" of Forest Duff over loose, brown, silty SAND: w/some gravel
to 4" minus; numerous roots: Moist.
(Topsoil)
Loose, brown gray to olive gray. gravelly SAND with silt:
numerous roots: moist.
(Recessional Outwash)
Medium dense. light brown. poorly graded SAND with silt:
grades with depth to poorly graded SAND with silt and gravel;
rounded to well rounded gravel to 8" minus.
(Glacial Drift)
Bottom of Pit & 6.2 feel. No water encounterea.
a hoist. Cont. M
Pl. Plastic limit
LL Ugtad Limit
0 20 40 60 80
T "
. NOTE: This top of subsurface conditions apples only at the specified location and on the date Indicated.
t PROJECT: Panther Lake TEST PIT: TP-22
t ' LOCATION: Federal Way, Washington PROJECT NUMBER: 91147-2
DATE COMPLETED: 5/6/93
LOGGED BY: Rod Faubion PAGE: 1 OF 1
2
H
d
W
0
r
HONG WEST & ASSOCIATES, INC.
EXCAVATION COMPANY: J. Brlere Construction, Inc.
EXCAVATION METHOD. John Deere 4100 4WD Backhoe
SAMPLING METHOD: Grab
c)
N
z vi
Z N
N Q J J
.W� ►- Co
O C�
U) Z N (n DESCRIPTION
4.3
7.8
TEST PIT LOG
TOTAL DEPTH: 6.1 Feet
SURFACE ELEVATION: :275 Feet
XT
3" of Forest Duff over loose, brown, silty SAND: w/some gravel
to 4" minus: numerous roots; moist.
(Topsoil)
Medium dense, light brown, fine to medium SAND: some silt: trace
rounded to well rounded gravel to 8".
(Recessional Outwash)
SM
Very dense, gray, silty SAND with gravel: approx. 5% cobbles to
12" minus; scattered lenses of very silty gravek clasts
subangular to subrounded: moist.
(Glacial Drift)
Bottom of Pit & 8.1 feet. No water encountered
• Mast. Cont. M
Pl. Plastic l.iM
u Uq id LIM
0 20 40 80 80
NOTE. This log of subsurface conditions applies orgy at the specified location and on the date Indicated.
PROJECT: Panther Lake
LOCATION: Federal Way. Washington
DATE COMPLETED. 5/13/93
LOGGED BY: Rod Faubion
TEST PIT: TP-23
PROJECT NUMBER: 91147-2
PAGE: 1 OF I
oi:
APPENDIX D
PREVIOUS LABORATORY TEST RESULTS
Laboratory tests were performed during the previous geotechnical investigation. In addition to
moisture content and grain size analysis, tests for direct shear and moisture -density
relationships were performed Results are included in this appendix.
Direct Shear Tests
Direct Shear Tests were conducted on selected soil samples, remolded to a density and
moisture anticipated to be similar to the field condition of compacted embankment fill soils.
The test procedure was in general conformance with ASTM D 3080.
Density -Moisture Relationships
Density -moisture relationships of selected samples from the potential borrow area were
determined using Modified Proctor compaction tests. The test procedure was in general
conformance with ASTM D 1557.
41
91
L
I
I
L
V
r
HONG WEST & ASSOCIATES, INC.
GRAIN SIZE DISTRIBUTION
Project: Panther Lake ............ -..... --
Test Hole Number: SS-10
.... -------------- -----
..... ..................... ...........
Federal Way, Washington
Sample Number: ....S-2
.. _.�---------- . .
.............................
Project
----------..........---•---------
-------
Number: 91147-2
- ------------------ ---------------------------------------
___- Depth:
10-11 5 feet
Date
Tested: 5-14-93
_.......... ..............---------------
..................... _ Sample Description:
Grgraded. GRAVEL
Remarks: ay,
with sand SGP�- Gravel:
52.4 ..................
-- --poorly,
Sand:
45.1
-------------•---•--------------------------.-.
-.-....--------------------...-.._...--•------......
...........
. Silt: ----------------
2=5------------------------
_._.......
_._._.r--......................... -........... .
Clay: .
...........
Clay Silt
Sand
Gravel
Fine I Medium Crs• Fine Cn•
SIEVE
SIZES
200 100 60 40 30 20 16 10
4 3/8 3/4 1 3/2 2 3
100
I I I
1 I I 1 1
1 I
90 -__-^-- - - - - --- - - -
I I 1 1 1
- -- - L - -- J -L -L - ----
1 I 1 I I
---I---1-1-I--
I I I I I
I I 1 1 I
I I I 1
80
I 1 I 1 I
-- -- ----
I i 1 I I
-- i I----T-,-
1
W70
_..._.-.-- ----- -- ---- -
1 1 I 1 1
--- ---- i--t-__i-t--- --
I I 1 I I
-- - -rt I---t-t-I--
I I I 1 1
-J
-J
Q
6
I I 1 1 I
1 1 1 1 I
--- J--L---J-1-L- -
I 1 I 1
-- -- -1---1-1-1--
I I I 1 I
1 1 I 1 I
V)
1 1= I 1 1
I 1
1 I 1 I I
1 I I I I
�-
50 - - - - -- ---------_ _
I I 1
----- -- i--i --- i-T-i - ----
--�-i -i-T-1 -
Z
1 1 1 I 1
1 I I I I
IyJ
U40
•---- - ------------- -
1 1 1 1 I
- - - ----1
1 1 I I I
--- t -t -I- -
I I I 1 I
1 1 1 I 1
W
I I I 1 I
1 1 I I I
EL
- - - - - - - - - - - - - --�- - - -
30
--J--L---J-1-L-
- - - - - _
, - --1-1--_1-1-1--
I
I I 1 1 f
I I I I
I 1 1 1 i
I I I I I
20------` ----------'-----
; - _-
I 1 I I I
-- -- �-1 - 1 I 1
I 1 I I 1
10 r-----------------------
1 1 1 1
----t--- ti-r-r- --
I 1 I I I
----I---t-�-r-
I
1 I 1
I I 1 1 I
0
S 2 S 2
5 2 5 2
S 2 s
0.001 0.01
0.1 1
10
GRAIN SIZE - MILLIMETRES
HONG WEST & ASSOCIATES, INC.
GRAIN SIZE DISTRIBUTION
Project: Panther Lake
Test Hole Number: TP-18
...-.------------ -- - -
----------------------- ......-_...----------..........................
Federal Way, Washington
---------
Sample Number:
---............... -
S-1 t0 5
....
-------------
Project
-....... --...... ----------- ---........ _.... ----•------
Number: 91147-2
D....
Composite----...----------------..... ...............
Date
Tested: 5-14-93
------------------- ---..---------------
Sample Description:
------------------- .------
----------
Remarks: Gray: silty GRAVEL with
sand (qs ).__••__ Gravel:
48.8
Sand:
34.3
..... •----......... -......
....... ------------- -- Silt' ---------------
� 6 =g------------------------
_.._._.._-._._._.-
.._....------------
....................-...
-------------- --------..._...-----------
------....._._ Clay: _--------------------------------------------
Clay Silt
Sand
Gravel
rn. Medium crs•
Fine crse
SIEVE SIZES
200 100 60 40 30 20 16 10 4
3/9 3/4 1 3/2 2 3
100
I I
I I 1
I 1
I I I
I I
I I I
I i
I I I
90
- - - - -
- - - - - - - " - - -
- - -
- --J L---J-1-L•
-
1
---
--1-I---1-1-1--
I I
I I I
1 I
1 I
I 1
I I 1
I 1
I I 1
1 I
I I 1
I I
I I I
80
------
-----------------
1 I
I 1 I
--------
1
I I 1
w
70
- - - - --
----------- - --
- - -_
I I
-----r---1-r---
I I 1
- - --
I
- -- 1---t-*-I--
I I 1
J
J
1 I
I I I
1 1
I 1 I
Q
60
------
--------------
-
----�-
- �-�-� -
----
-- -1---1-1-1--
I 1
1 I
I 1
1
I I I
V)
I 1
l I I
I 1 1
1 I
1 I I
50
- - - - --
----------- -
- - - --
1 I
-- ;------1—T-,--
---
-- ;-,---T-;-,--
Z
I 1
I I I
I 1
I I I
V--
40
----
---`---- - -- -
- -' - - -
---- --r- -
-1-r -
- `- - -
- --f -I---
t-t-I--
�
, 1
I I
1 1 1
W
1 I
I I I
I I
I I I
EL
30
- -J- -L
1 1
I
-J-1-L -
I I I
I I 1
--1-�-
I I
1 I
-1-1-1--
I I I
1 1 1
20
- ----
-------------------
1 __----
--
I I
I 1 I
--
I I
1 I 1
----
1 1
-------------
I 1
1 I
1 I I
I I 1
I 1 1
10
- - - - --
------------ -
- - - --
---I--r---r-r-
I I
I I I
---
---r--rt-*
I I
I I
I--
I 1 I
1 1 1
0
1 1
1 I I I I
S 2 6 2
S 2 s : 5
2 S
0.001 0.01
0.1 1
10
GRAIN SIZE — MILLIMETRES
HONG WEST & ASSOCIATES, INC.
GRAIN SIZE DISTRIBUTION
Project: Panther Lake
Federal Way, Washington
-------------------- ------- ------------......
Project Number: 91147-2
Date Tested: 5-14-93
Remarks: - Graff, -poorly-graded--SAND --with
100
90
80
w 70
J
J
60
N
Z 50
W
40
UJ
a_ 30
20
10
0
Test Hole Number: S8-11
------------------------------
Sample Number: S-5
---------------------------------
Depth: 16.5-18 feet
---------------------------------------....--------
Sample Description:
Gravel: 33.9
Sand: 62.8
Silt:
Clay - ---------------------------------------------
Clay Silt Sand Gravel
FineMedium crs• Fin• I cn•
SIEVE SIZES
.3m inn Rn An to 7n 1e 10 4 3/8 3/4 1 3/2 2 3
I 1
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1
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1 1 1
1 1
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- - - - - -
- - - - - - ^ - - - - - - - - - -
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- - - -
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1 I
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s 2 s 2 s 2 S 2 S 2 s
0.001 0.01 0.1 1 10
GRAIN SIZE - MILLIMETRES
r
F'
fr
HONG WEST & ASSOCIATES, INC.
GRAIN SIZE DISTRIBUTION
Project: Panther Lake
Test Hole Number: TP-19
---- ...
---- ••-----•---------------------------------------------I-----.....-----------
Federal Way, Washington
Sample Number:
8_1
- -
Project Number: 91147-2
--------------------------•--------------------
-••-................ Depth:
7.5-8.5
Date Tested: 5-14-93
Sample Description:
Remarks: GraY.-poorlx graded
GRAVEL with silt Gravel:
__55.5 _--..............
_
and sand (GP —GM) ....
Sand:
- -
34.2 ________________
•--•--------•---.
-
Silt• ...............................................
10.3
---------------•----------------------....---------------------•-
Clay: ---------------------------------------------
Clay Silt
Sand
Gravel
Fine Medium Cris
ring Crsg
SIEVE SIZES
200 100 60 40 30 20 16 10 4
3/8 3/4 1 3/2 2 3
100 7ZI
1 I I I
I I I I I
90 - - - - ------ ------- •
-- --- -- - - - J - - L - - - J - 1 - - - -- - - -
- - -
I I I 1 I
I 1 I
80 -- --- --- ---- ----
I I 1 I 1
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1 I I I I
---,--^T T—,--I
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1 1 I 1 I
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1 I I
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0
s x s
x s z s z
s x s
0.001 0.01
0.1 1
10
GRAIN SIZE — MILLIMETRES
�1
i
HONG WEST & ASSOCIATES, INC.
GRAIN SIZE DISTRIBUTION
Project: Panther Lake
Test Hole Number: TP-20
-- --- --
•---------------•-----------------------
Federal Way, Washington
Sample Number:
S-1
---------- --
----------- .....------••--•-••---..-------------
Project Number: .91147-2
.--------•-----------•------._...........................--•-------
Depth:
3.0-4.5
Date
Tested: 5-14-93 ---------------_-._-._
Sample Description:
-
--•--------•-------•- -- -- -
Remarks: Gray, poorly --graded GRAVEL with
------------I .................
silt Gravel:
58.5 _•.
-----------
sand (GP-GM�..... ...........-.---•---.--•---
Sand:------------32=8
- - - -
............
-and
-...... -------- --
Silt: ----------------
8:9------------------------
- Clay- ---------------------------------------------
Clay Silt
Sand
Gravel
nn• Medium I Crs�
nn@ Crse
SIEVE SIZES
200 100 60 40 30 20 16 10 4
3/8 34 1 3/2 2 3
1 OQ
I I
1 1 1
1 I
1 I I
1 I
I I I
1 1
I 1 i
90
- - - - --
--- ----- -- - - -- --
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- - - - - -
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-
----
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S 2 S 2 S
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S 2 S
0.001 0.01
0.1 >
10
GRAIN
SIZE — MILLIMETRES
HONG WEST & ASSOCIATES, INC.
GRAIN SIZE DISTRIBUTION
Project: Panther Lake
Federal Way, Washington
Project Number: 91147-2
Date Tested: 5-14-93
--------------------------------------- --....... ---.....................
Remarks: - Grate silty -SAND- with -•ravel -�SM�
100
90
80
w 70
J
J
a 60
(N
50
z
W
c) 40
a- 30
20
10
0
Test Hole Number: TP-23
--------
Sample Number: S-2
---------------
Depth: 5.0-6.0
Sample Description:
Gravel: 36.8
Sand: - - - 44:9- - - -- ---- .....
Silt: 18.3..__.
Clay - --------------------------------------------
Clay Silt Sand Gravel
Fine I M.dium Crs� Fin• Crse
SIEVE SIZES
inn inn 6n An 30 20 16 10 4 318 3/4 1 3/2 2 3
1 I
I 1 1
I I
I I I
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1 I 1
I I
1 1 I
------
-
--J--L---J-1-�-^
---
--J-1---
1-1--
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---
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----•------ -------
--ti--t--
- ti-t- --
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S 2 S 2 S 2 S I 5 2 3
0.001 0.01 0.1 1 10
GRAIN SIZE — MILLIMETRES
HONG ,WEST & ASSOCIATES, iNC.
DIRECT SHEAR TEST RESULTS
Project: Panther Lake Test No.
Location:_ gderal- W;,y_. Washington Boring: TP-19 B-1
Project Number. 91142-2 Depth (ft.): 2 , 5-R _ 5 PPt' _
Date Tested:. 5-13-93 - Diameter (in.): 2. 416"
I
I
1
I
I
I
I
2000
w
I
I
I
I
I
I
I
I
I
I
I
i
I
1
N
N
W
N 1500
I
I
W
LH
h
1000
1
1
1
I
I
I
I
f
{
500
I
l
I
I
I
+F
I
I
0 II I-H4
0 500
Average Dry Density (pcf):1?4.
Average Water Content X
Friction Angle (degrees):
Apparent Cohesion (psf):
I
1000 1500 •2000 2500
NORMAL STRESS (psf)
2 Sample Description: Cray, =rlv-=dam -
GRAVEL with silt and sand (QP-
28 Liquid Limits: = n/a
2nn Plastic Limits' = n./;%
SM-Ss-ILkR a
f,JNG WEST & ASSOCIATE,"')
• Goolechnical Engineering • Hy >gy . Materials Testing •. Construction Inspection •
COMPACTION TEST RESULTS
Project: Panther Lake 1345
Sample Number.
Address: Federal Way, Washington Sample Location: TP-19. B-1
Sample Description: �Yr Poorly graded
Job Number. 91147-2 GRAVEL with silt and sand (GP -GM)
Date Tested: 5-15-93 By: SDG
Client: Brown and Caldwell
Attention:
14o r
1
0
r
lTinllll!'IM:1:7Cstlrerrrrrwrrs�.........
0o
85
Maximum Dry Density: 138.5 PCF
Optimum Moisture Content: 7.5 %
Natural Moisture Content: 4.7 %
Compaction Standard: — ASPM D1557
Hammer Weight: 10
lbs.
Hammer Drop: 18
ins.
No. of layers: 5
Number of blows/layer.
56
Diameter of mold:
6 ins.
Height of mold:
4.584 ins.
Volume of mold:
0.075 cult..
Surcharge Weight:
lbs.
Vibratory Amplitude:
ins.
Vibratory Frequency:
vibJmin.
Vibratory Time:
min.
Compactive Effort:
ftlbsJcu.ft.
so
fli[ fl If
0 s 10 is 20 2s •30 35 40
Moisture Content — Ali
All 163U DOHOrMOd In •MrM ..46N Arr..
QFIGUREYLS
e+�klwi' V
Study Tributaries
Subbasln Q100 (cfs) Area (ac)
A+C 15 84.
D'+E' 2.6 14.
F' 3.1 111
Total 20.71 110.
Total Discharge Under SW Campus Drive
'Denotes undetained area.
Note: Available capacity under SW Campus Drive Is 92 cfs
provided by 30' and 36' culverts.
Undetained
Flows from Areas
E,F,&D
Inflows from Areas A and C
New Quadrant pond
Discharge under SW Campus Drive
Page 1
a
m
d-
O
O
Pant her
Lake
s
CA(7A
OR
E
S 34
aw
cam
FIRST AVE DRAIN GE BASIN
� WESTERN SECURITIES SIZE
W"t
06/06/1993 13:45 FROM MILLIS CLARK TO 96614024 P.03
XGREEMENT TO GRANT AN EASEMENT FOR
CONSTRUCTION AND MAINTENANCE OF STORMWATER DETENTION
FACILITXES AND TO ESTABLISH STORMWATER STANDARDS
APPLICABLE TO THE DEVELOPMENT OF
CERTAIN PROPERTY WITHIN T;111 CITY OF FEDERAL WAY
THIS AGREEMENT is entered into as of this day of
August, 1993 by and between Quadrant Corporation, a Washington
corporations ("Quadrant") and the City of Federal way,
Washington, a non --charter optional municipal code city
incorporated under the state of Washington (the "City").
RECITALS
Quadrant and the City are parties to a Concomitant Zoning
Agreement, dated the 24th day of July, 1990, governing the
development of certain property owned by quadrant (the "Quadrant
Property") within the City more fully described in Exhibit A_
Paragraph 2(K) of the Concomitant Zoning Agreement requires
that the Quadrant Property be developed only after approval of a
Master Site Plan for the property by the City. A critical
element of that Master Site Flan is the provision of appropriate
water quality treatment, retention, and do-tetition of stormwater
from the Quadrant Property.
The City has planned for stormwator detention facilities
that require the construction . of two darRa. The first (the
ItUpper Dam"), is located generally to the north and west of
property owned by the Federal Way Littla League, a< Washington
non-profit corporation (the "Lit -tic Lcaguen). Tho eecond (the
"Lawor Dam"), is located in the northeastern corner of the
Little League's property.
Paragraph 2(F) of the Concomitant Zoning Agreement requir"
Quadrant to grant a recreational easement (the "Recreational
Easement") to the City over a portion -of its property. This
Agreement is not intended to modify Quad,` emt' a obligations to
convey the Recreational Easement to the City or to obtain Knoter
site Plan approval from the City before developing the Quadrant
property as required by the Concomitant Zoning Agreement.
I
08/06/1993 14:07 FROM HILLIS CLARK TO 96614024 P.02
Quadrant and the City wish to enter into an agreement that
will allow the City to address public ctormwatar issues and that
will provide the standards and criteria necoaaary for Quadrant
to complete the design of its stormwator treatment, retention,
and detention facilities serving the Quadrant Property in
conjunction and cooperation with tha City.
NOW, THEREFORE, quadrant and the City agree as follows:
1_ Get of EasQ=aDt "or construction and Dperation of
e Unnear-Quadrant shall grant to the City an easement
providing for the construction, maintenance and operation of the
City's planned stormwater detention facilities on a portion of
the Quadrant Property (the "Uppar Dam Easementiv) . Quadrant
shall use its bast efforts to insure that this easement is
conveyed to tha City in a timely manner to allow the City to
proceed with its construction as scheduled. Quadrant shall also
grant to the City a temporary access easement ('Construction. and
Access Easamant+l) over a portion of the Quadrant Property to
provide for the construction of the stormwater detention
facilities referred to in this paragraph and to provide access
acrosr, the Quadrant Property for construction vehicles.
2. Conveyance of Stormwt_Deter�tiori__ Faci,�,itY to the
City_ Quadrant is in the prccxaas of planning for a stormwater
retention and detention facility to serve the Quadrant Property
and soma adjacent areas (soma of which are owned by the City).
That facility would be locsatad adjacent to the Lower Date on
property owned by tha Little Lague. Upon completion of the*
stormwater retention and detention facility, Quadrant's interest
in the proparty on which that st*rmwater retention and detention
facility in located and the facility shall be conveyed to the
City and tha City shall undertake -zaintenance of that facility.
3. G-tox7nw.ater _netentivn S-a.ndards-for ❑eevelavment of the
ORkAdrant Prapetty. The City agrees that the stormwater design
standards attached as Exhibit B to this agreement will govern
the development of the Quadrant Property at the time that the
City reviews a proposed Master. Site Flan for the Quadrant
Property. To the extent that these standards require further
refinement and additional information, Quadrant and the City
agree to use their best efforts -and to proceed administratively
in good faith to develop and to agree on final stormwater
detention standards for the Quadrant Property and to complete
that task within thirty (30) days from tiae date of this
Agreement.
2 -
08/06/1993 13:46 FROM HILLIS CLARK TO
96614024 P.05
4. Dire
or+► o to quadrant oa Conditioned upon
btaining appropriate nuthoriEation from the owners of
the property, the City shah, allow the overflow of �tvrrnwmter
from the Lower Dam onto adjacent property now owned by the
Little be -ague during any storm event that results inrun-offrr
execuding the design flow ns describod in
paragraph [ nay o£
Exhibit B. This obligation on the part of the City is subject
to Quadxr&nt"s abtdining the required permits and approvals for
this overflow, including tkte Department Of EcOlo y dam safety
and
approval. Qtadrant shall. be sully responsible fur the design
carstructvn of the overflow and the cost thereof.
5. Grant of Ease nt to the >edera Wa Little Lea ue.
At Quadrants request the city shall Consent to the grant of an
access easement over the Recreation Easement area, to be granted
ty Q-aadrant to the City pursuant to paragraph [:a)(1v) of the
T on�comlitant Zoning Agreement, for the benefit of the Little
League; provided, however, that this access easement shall in no
way interfere with, prevent full enjoyment of, or limit the
scope or purpose of the Upper Dam Easement,
6. o it The parties each represent and Warrant
that they have full power and actual authority to enter into
this Agreement and to carry out ali actions required of them by
this Agreement. Al persons executing this Agreement in
represent
representative capacities and warrant that they have
full power and authority to bind their respective corporations,
partnerships and/or marital Gormu.nities.
7. v This Agreement shall be interpreted
and enforced according to Washington. the substantive laws of the State of
�•ILODsent to .jurisdiction and i7en�xe. All parties shall
submit and not object to jurisdiction and venue in the KingCounty Superior Court, state of Washington, in connection with
any claims arising Out of this Agreement.
9. Sindinc,Effect Assignabxzzty. This Agreement,
including the documents executed pursuant to the Exhibits
hereto, shall. bind and inure to the benefit of the parties
hereto and their respective heirs, legatees
receivers, trustees, , representatives, st�cCesso]rs, transferee; and assigns.
10. ttorne sr Fees. In the event either- party defaults
in the performance of any terms of this Agreement Or either
proserty seeks enforcement of this action through legal
and expensegs, each party shall, pay its own attorneys, fees, costs
and expenses.
- 3 ..
08/06/1593 13;46 FROM HILLIS CLARK
TO 96614024 P.06
11. Cr�o anon in cation of nocu a ts. The
p
agree properly and promptly to execute and deliver any and
additional documents that may be necessary to render this
Agreement legally and practically effective, This paragraph
shall not require the execution of any document that expands,
alters or in any way changes the terms of this Agreement,
12. d' s Not Gontro n . The paragraph headings
-included herein are for reference only and are not a part of
this Agreement. The headings shall not control or alter the
meaning of this Agreement as set forth in the teXt.
13.
in thito
s Agreement are incorPOI-ated herein by�this sreference as
if fully set forth here.
14- Waiy. A waiver of any Provision of this Agreement
shall Operate as a waiver only for the specific occa,ion as to
which the waiver is given, and the provisions of this Agreement
shall otherwise continue to be fully effective and operable as
to any other occasion or occasions.
15_ Timp c he Essence
regard to ._ Time
niz Agreen�ent_ is of the essence With
Osm�nt. This Agreementjconstitutes theects. This
entire agreement of tho parta.as on these sub
AgraQxuont may not be =Odified, interpreted, nds. waived or
revoked orally, but only by a writing signed we This Agrs ent supercade all parties.and replaces all Prior agreenents,
discussions and repreaentatians an thaw zubjects, all
are mexged into, and ruperseof which
dad by, this Agreement. No party is
entering into this Agreement on reliance on any oral or written
promises, inducements, raprosontations, und$rstandings,
interpretations ar agreements other than those contained in this
Agreement and the Exhibits hereto. Thic Agr%4anont doQg not
nuOdify Or amend the Concomitant Zoning Agreement b4n1twoan
Quadrant and the City.
17. >c`�t atandin n endent Le a ounsal.
Paz -ties each acknowledge, rePreacnt and agree that thoy havae
read this Agreement and the Exhibits attachedr that they fvIly
by uznde�starnd the terms theretof j that they havo baan their legal counsel fully advigod
re, accountants and other advico" with
"d t
respect thereto: that they are executed by thom upon this
advice and reccsmerndatiOn of their independent legal couneol. _
- 4 -
08/06/1993 13:47 FROM HILLIS CLARK TO 96614024 P.07
IN WITNESS WHEREOF'
the parties have caused this Agreement
to be executed as of the date first above mentioned.
THE QUADRANT CORPORATION
By:
Walter P. Coste oio
Its: Senior Vice President
CITY OF FEDERAL WAY
By.-
JCi. 8re>�t MCF�11
Its: ty Manager
ATTESTJAUTHENTICATED
By:
Maureen X. Swaney
City Clerk
Carolyn A. Lake
City Attorney
TOTAL P.07
08/24/93 15:01 FAI 206 646 8300
QUADRANT CORP
la 002
EXHIBIT B
STORM WATER DESIGN STANDARDS FOR THE QUADRANT
SHOPPING CENTER PROPERTY
1. TIM QUADRANT PROPERTY: The Quadrant Property is described in
Dxhibit A. When the (quadrant Property is referenced in this
exhibit with respect to Storm water analysis purposes it is
understood that it :refers to storm water flows from a drainage
basin of approximately 25 acres, which includes drainage from
some offske ar-as as well as from onsite the actual property.
2. OFFSITE POND: The Offsite Pond is generally located as shown in
Exhibit _ . The Lower Dam as currently designed and permitted
accommodates a tributary area of approximately 85 acres to the
design of the Offsite Pond. This includes approximately 80 acres of
tributary area together with approximately 5 acres for the pond
itself. Approximately 17 additional acres of the 127 acre basin is
the area of the Little League ball fields. Detention for this area is
accommodated by the Lower Dam and therefore is not required to
be included in the volume of the Offsite Pond. The design of this
pond may be a single cell pond.
1 127 ACRE BASIN. This is the drainage basin at which the existing
culverts under Southwest Campus Drive on the Quadrant Property
is the southerly -most point. It is comprised of approximately 25
acres of basin area attributed to the Quadrant Property,
approximately 102 acres of various areas north, northeast, and
northwest of the Quadrant Property, including approximately 17
acres of which is the Little League ball fields and 5 acres of which
is the Offsite Pond.
4. DESIGN STANDARD: The storm water design standard for the
Quadrant Property is the 1990 King County Surface Water Design
Manual, and any future revisions as they may be adopted by the
City of Federal Way, prior to approval by the City of Federal Way
of the design of the Offsite pond and/or the stormwater system
for the Quadrant Property.
5. 14SPF: The design of the Offsite Pond and Quadrant Property will
be performed with the runoff model Hydrologic Simulation
Program -Fortran (HSPF) and the historical storms (50 year storm
with the second 50 year storm magnified to simulate 100-year
08/24/93 15:02 FAX 206 646 8300 4LTADRAN'I CORP
@� 003
conditions) used to size the improvements to the Panther Lake
Flood Control Facility. The City of Federal way recognizes that this
criteria is consistent with the requirements of the 1990 Ding
County Surface Water Design Manual. Quadrant agrees to use this
criteria, as required by the City of Federal Way, to be consistent
with the design methodology used .in the design of the Panther
Lake Flood Control Facility.
6. STORM WATER OFFSET: The Offsitc Pond may be designed to
maximize compensatory storage of storm water detention volumes
offset from the Quadrant Property to the extent that the
dcvclaped peak flow from the entire 127 Acre Basin at the 100
year storm event will be less than or equal to the peak pre -
developed flow. It is recognized that offsetting compensatory
storage from the Quadrant Property to the Offsite Pend may be.
limited by the height of the Lower Darn as it is currently designed
or modified as described in Items 12-B., 12.C., and 12.D. herein.
7. TIGHTLM DITCH: The existing open ditch on the Quadrant
Property may be replaced by a tightline pipe, sized in accordance
with the design standard in Item No. 4 herein, to convey water
from the existing and/or new outfall pipes from the Panther Lake
Regional Facility and the Offsite Pond to the outfall under
Southwest Campus Drive.
S. WATER QUALITY TREATMENT: rater quality treatment for the
Quadrant .Property will only be required for stormwater from the
parking lot areas and other paved areas on the site.
9- OFFSITE WATER QUALITY TREATN ENT FACILITY: Water quality
treatment of storm water from the Quadrant Property may be
allowed off -site, such as on the west side of Southwest Campus
Drive, with appropriate easements obtained by Quadrant, and that
such facilities can be constructed in a manner consistent with City
of Federal Way design standards.
10. ROOFTOP DRAINAGE: Rooftop drainage from buildings on the
Quadrant Property will be allowed to discharge without passing
through a water quality treatment facility. Detention for rooftop
drainage shall be accommodated in the evaluation of the entire
127 acre basin stormwater analysis.
1 1. S.W. CAMPUS DRIVE STORM WATER: Stonnwa.ter from a portion of
Southwest Campus Drive will not require water quality treatment
08'24/93 13;02 PAR 200 046 6300
QUADRANT CARP
[a 004
because its location near the existing outfall under Southwest
Campus Drive prevents the location of any type of water quality
treatment facility. The flows from this portion of Southwest
Campus Drive currently flows into the detention facility currently
on the Quadrant Property as created under I.I.D. #91.
12. STORM WATER CRITERIA.: To define in more detail actual storm
water design criteria and volumes for the Quadrant Property, the
following evaluations and detailed design calculations are Being
developed by Brown & Caldwell Consultants at Quadrants request
and cost:
A. Convert storm water data for the Quadrant Property from SCS
Type 1A storms and the Santa Barbara Unit Hydrograph Model to
the runoff model Hydrologic Simulation Program -Fortran (IiSPF)
and the historical storms (50 year storm with the second 50 year
storm magnified to simulate 100-year eonditions) used to size the
improvements to the Panther Lake Flood Control Facility to be
consistent with the design methodology used in the design of the
Panther Lake Flood Control Facility. This will provide a numerical
basis for defining agreed upon storm water volume detention and
release criteria on the Quadrant Property.
B. Evaluate. the ability of the Lower Dam in the Panther Lake
Regional Facility as currently designed and permitted to
accommodate detention volumes from the Off'sitc Pond in
including any additional volumes that may be offset from the
Quadrant Property. The City of Federal. Way has represented to
The Quadrant Corporation that the CmTcnt design of the Lower
Dam anticipates and includes volumes for sto exceedin he 50
e r recurrence intervaldescribe d in Para ra 11 5UL for
approximately 85 acres of the 127 Acre Basin, but does not
include storage for the approximately 25 acres of drainage basin
for the Quadrant Property.
C If the Lower Dam in the Panther Lake Flood Control Facility needs
to be modified to accommodate detention volumes offset from the
Quadrant Property, which rmwater
detained 'n a OMite nd wills ill ver onto t I L a ue
Ball Fields f r storma-maodiaL theMR S ar rccurre intcrral
described in Para ra l? herein the City will use its best
efforts to ensure that any modifications will be coordinated. with
DOE Dam Safety Section in a timely manner, included as part of
any other permits issued by the City of Federal Way or other
08/24/o3 15:03 PAX 206 646 8300
QUADRANT CORP
Q 005
regulatory agencies as may be required, and to the extent possible
included with the construction of the Lower Dam. The results of
the effOrtS to make modifications to the Lower Darn, if roquired,
will contribute to determining the amount of detention volume
that Quadrant may include in the offsite pond by maximizing
componsatory storage of storm water detention volumes offset
from the Quadrant Property, and also to determining the
necessary offsite pond easement area that needs to be acquired
by Quadrant from the Little League. Quadrant will pay for any
Permitting, design and construction costs associated with any
modifications to the Lower Dam, if required.
D Camput® the maxiMum size and location of the Offsite Pond to be
located on the Littic League property, including storm water
volumes offset from the Quadrant Property.
13. The City of Federal Way will inform Quadrant, in a timely manner.
of any design requirements or restrictions that may apply to the
design of, or the use of, the Quadrant Property as a result of the
Emergency Spillway to be located on the Lower Darn north of the
Quadrant Property.
08/24/93
15:03 FAX 206 646 8300
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W
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BALL FtELD
PROPER7,y
SCALE: 1"=100'
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QUADRANT
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PROPERTY
LOCATION MAP
EXHIBIT-