239 4TH AVE S.PDF111111111111
5063
239 4TH AVE S
TX REPORT
* * * * * *** * * *
'fRAY5XJ55l0N OK
TX/RX NO
CONNECTJoN TEL
coNNECTION ID
ST. TIME
USAcE T
PCs. SENT
RESULT
2006-
3.4257710221
10 07 06: 5 3
00 47
OF,
Custom+ Residential " Mult*-Farr�ly
F _A_X TRAN SNff TTAL
To:
'Phone, a I ax: L zz
Subject' A
Pages Transmitted
Cover ShecL ?1us
'For your use
-For Ap rov2d For Review and Comment
A,s Requested -Retur-ned For Corrections
Approved As Noted . Time Sensitive
- ... I It—, V
... . ......
ol
tole
Is.ZB
1100�
C-) 3dCriS 10
0/0
0 ti
'LO'�9
hS I
LL*Z5
y
-L
z 0 NOUDMUSNO) '13WHIIH ff6Z 999 09V XVi TT:OT IHI 66;LO/OT
r-1
el
4/
-:� ri <:-
r1i
;zf--
LA
q, . 1 4z
>
0
>
r
0
NOTICE: NO WARRANTY OF �ACCURACY. he informadon shown on the
for use Y the Cjtv
attached map was co;WoMed by My of Edmonds, Its employees
and consultants. The City of Edmonds does not warrant the accuracy W
anything set forth on the map. Any person or entity requesting a coy
should conduct an Independent inquiry regarding the information shown on
tho map, including, but not limited to, the location of any sewer stub show;a
Such sewer stubs may or may not exist and may or may not exist at Uis
cars
locaUan shown., Neither the city of Edmonds nor its employees or OM
shall be liable for the Information given on this map, nor for any oral
representation provided based Won said map.
0
to
z
> M
�j
:CA
C) Z
>
M (11
g
0
Z
Z
0
C)
10
:.j
(D
n
Q
1<
0
M
0-
3
0
CL
(A
z
n
0
z
0
z
Mal
U
Z
P m
z
z
0
R.
W
P-t-
CD
"I
cn
CD
CD
>
0 0
RECEIVEC�
1999
DEMLOPMENT SEFj-VIC
EDMON ES CTR.
CITY OF DS
STORM DRAINAGE STUDY
for
Olympic Vista 6 Unit
239 - 4th Ave. S.
Edmonds, WA.
SURVEYING SUPPLIED BY:
Chenoweth Landsurveying
18130 Midvale Ave. N. Ste. A
Seattle, WA. 98133
Tel.: (206) 542-2188
Fax: (206) 672-8333
PROJECT #: 99578
ISSUE DATE: 7/14/99
REVISION DATE: 10/14/99
ok 4(-
�-w P-1
I �1'tlq Y
McDONNELL ENGINEERING, INC.
2733 Colby Avenue
EVereft, WA 98201
(425) 258-2059 (800) 835-497�
Fax (425) 258-5046
MQ)o
WA
LAI
STORM DRAINAGE STUDY
for
Olympic Vista 6 Unit
239 - 4th Ave. S.
Edmonds, WA.
SURVEYING SUPPLIED BY:
Chenoweth Landsurveying
18130 Midvale Ave. N. Ste. A
Seattle, WA. 98133.
Tel.: (206) 542-2188
Fax.: (206) 672-8333
PROJECT #: 99578
ISSUE DATE: 7/14/99
REVISION DATE: 10/14/99
=1�=<
WDONNELL ENGINEERfNG, INC.
2733 Colby Avenue
Everett, WA 98201
(425) 258-2059 (800) 835-4971
Fax (425) 258-5046
t '1 0 0
TABLE OF CONTENTS
TAB#
CHAPTER
PAGE#
1)
ATTACHMENT "All
3
2)
EXISTING CONDITIONS
4
3)
D EVELOPED SITE CONDITIONS
5
4)
DETENTION DESIGN CRITERIA
6
5)
DETENTION PIPE SIZING RESULTS
7
6)
DOWNSTREAM ANALYSIS
7
7)
PARKING LOT DRAINAGE OPTIONS
8
8)
PUMP SIZING
9
9)
BASIN MAPS & RELATED REPORTS.
9
0
7114199
Hummel Condo
99578
1. ATTACHMENT "A"
DRAINAGE INFORMATION SUMMARY FORM
Project Name: Drainage Olympic Vista ZA or PFN:
Project Engineer: J. C. McDONNELL & ASSOCIATES
Project Applicant: Hummel Construction, Inc
Project Total Area: 0.23 Acres
Project Development Area: 0.23 Acres Number of Lots: N/A
Summary Table:
Drainage Basin Information Individual Basin Designation
A
On -site Area 0.23
Type of Storage Proposed Pipe
Approximate Storage Volume 800
Soil types Alderwood
Pre -developed Runoff Rate
Q (cfs)
2 year 0.005
10 year 0.015
100 year 0.050
Post -developed Runoff Rate Before after controlling
Q (cfs) Design/Corrected Q
2 year 0.0051 0.004
10 year 0.015/ 0.013
100 year 0.0501 0.045
Type of water quality measure(s) proposed:
1 . Silt Fence around site perimeter.
2. Standard erosion control BMPs at building stage such as mulch, seed, hay
bales, sediment traps, TESC entrance to control construction runoff.
3
10/13/99
Hummel Condo
99678
2. EXISTING CONDITIONS
The site is located in the urban core of the City of Edmonds at 239 4th
Street South in Section 23, Township 27N, Range 3E, W.M. in Snohomish
County, WA. and is currently developed with a single family home,
garage, carport etc. It is surrounded on all sides with residential
development including apartments east and west and residential homes
to the north and south. The property is bordered by an alley to the east
through which all sewerage and drainage utilities are directed. Water
service is delivered from 4th Avenue S. on the West Side. The alley
pavements have been cut in recent years and patched such that the
surfaces are in rough shape., Nevertheless, the site is assumed to be 2 nd
growth woods.
According to City of Edmonds basin maps runoff from the surrounding
rooftops is directed northward via an 8" culvert system to Dayton Street
west to 3rd Avenue and south to discharge into a local creek that drains
west into Union Oil Marsh.
a. UNDEVELOPED CONDITIONS:
TOTAL BASIN #A DEVELOPMENT AREA 0- * 23ACRES*
DEVELOPMENT/DETENTION AREA 0.23 ACRES
Existing CN:
In this application, site soils are Alderwood series GSL,
Hydrologic Class C, per the Snohomish County Soil Survey.
CN Assumed for Site = 81 for (based upon site coverage with 2 nd growth
woods as required by the City of Edmonds, an extremely conservative
assumption for an urban centQ.
Pervious Area = 0.23 ac. CN = 81
Impervious Area = 0.00 ac. CN = 98
Undeveloped Tc = 29.01 min. (min. for 2 Id growth)
Ll (n) = 150' @ S = 0.0350 (sheet Q); ns = 0. 15
b. TOPOGRAPHY & SOILS
The Snohomish County Soil Survey maps indicate the area is dominated
by Alderwood series Urban Complex on 2% to 8% slope. Alderwood is a
hydrologic Type C soil. The site is essentially flat at elevation 2 feet
higher than the public sidewalk elevation along 4th Avenue S.
4
STORHWATE&AGEHENT MANUAL FOR THE PUGEASOUND BASIN
ITable 111-1.3 SCS Western Washington Runoff Curve Numbers
(Published by SCS in 1982) Runoff curve numbers for selected agricultural,
suburban and urban
land use for
Type 1A rainfall distribution, 24-hour storm
duration.
LAND USE DESCRIPTION
CURVE
NUMBERS BY
HYDROLOGIC
SOIL GROUP
A
B
C .
D
Cultivated land(l):
winter condition
86
91
94
95
Mountain open areas:
low growing brush & grasslands
74
82
89
92
Meadow or pasture:
65
78
85
89
Wood or -forest land:
undisturbed
42
64
76
81
Wood or forest land:
young.,second growth or brush
55
72
<D
86
Orchard:
with cover crop
81
88
92
94
open spaces, lawns,
parks, golf courses, cemeteries,
landscaping.
Good condition:
grass cover on k75% of the
68
80
86
90
area
Fair condition:
grass cover on 50-75% of
77
85
90
92
the area
Gravel roads & parking lots:
76
85
89
91
Dirt roads & parking
lots:
72
82
87
89
Impervious surfaces,
pavement, roofs etc.
98
98
98
98
Open water bodies:
lakes, wetlands, ponds et�
100
100
100
100
Single family residential(2):
Dwelling Unit/Gross Acre %Impervioue(3)
1.0 DU/GA
Separate
curve number
1.5 DU/GA
15
20
shall
be
selected for
2.0 DU/GA
25
pervious
& impervious
2.5 DU/GA
30
portions
of the
site
3.0 DU/GA
34
or basin
3.5 DU/GA
38
4.0 DU/GA
42
4.5 DU/GA
46
5.0 DU/GA
48
5.5 DU/GA
50
6.0 DU/GA
52
6.5 DU/GA
54
7.0 DU/GA
56
PUD'o,'condoo, apartments, %impervious
commercial businesses
& must be
industrial areas
computed
(1) For a more detailed description of agricultural land use curve numbers refer
to National Engineering Handbook, Sec. 4, Hydrology, Chapter 9, August 1972.
(2) Assumes roof and driveway runoff is directed into street/storm system.
(3) The remaining pervious areas (lawn) are considered to be in good
condition for these curve numbers.
111-1-12 FEBRUARY, 1992
10113/99
Hummel Condo
99578
3. SITE DEVELOPED SITE CONDITIONS
1 4.
Developed conditions are summarizes as follows:
FLIT. IMPERVIOUS SURFACE AREA 0. 18 ACRES
FLIT. PERVIOUS SURFACE AREA 0.05 ACRES
Determine Future CN:
Alderwood Gravelly Sandy Loam; Hydrologic Group = C
Developed CN Assumed for Site w. Lawn Cover = 86
Pervious Area = 0.05 ac. CN = 86
Impervious Area = 0. 18 ac. CN = 98
Developed Tc 5.0 min. (min. for paved)
Developed Tc 9.57 min. (min. for pervious)
The existing structures are to be torn down and replaced with a 6 unit
condo building. The structure will have underground parking for 8,
vehicles inside. Drainage will be directed to the sanitary sewer as is the
custom. There will be'a paved access ramp from alley elevation to the
basement floor at approximately 10 % for a distance of 29 feet. Outside
on the ramping driveway, six additional parking stalls will drain toward the
garage floor.
DETENTION DESIGN CRITERIA
Detention will be provided to satisfy the 2 year, 10 year and 100 year
storm requirements per the City of Edmonds storm drainage requirements
and the 1992 DOE Manual. The Storm Drainage calculations are based
upon the Santa Barbara Unit Hydrograph Method as described in the
Stormwater Management Manual for Puget Sound published by DOE in
June 1991 (Ref. 1). Rainfall intensity is determined according to the
referenced DOE Manual Method using Isobaric Charts for Snohomish
County. Hydrograph calculations are performed on the Waterworks
Program by Engenious Systems, Inc.
The storm selected was the required Type 1A for Snohomish County.
Concentration times were calculated based upon flows from the most
distant point on the site to the proposed discharge point.
I
I
10113/99
Hummel Condo
99578
4. DETENTION DESIGN CRITERIA
Basin descriptions are provided on the computer reports for the design
storms of interest, the 2-year, 10 year and 100 year storms for
undeveloped and developed cases respectively. Storm data is presented
in tabular format on the following pages with. brief summaries and
explanations of the results.
Since a 5 foot landscape strip is bypassing the detention area and is
flowing into the 4 th Avenue S. drainage, the City has required a correction
be made on the outlet structure. To reduce this impact, a large portion of
the landscape and patio areas are directed to the pump wet -well in lieu of
gravity flow. In a later section an effort is made to nominally correct the
outlet diameters. However, it is the designer's opinion that no benefit is
achieved since the adjustments occur in the third decimal place and
cannot be considered significant in the model nor can this accuracy be
achieved in construction. Orifices are typically drilled to the nearest 1/16"
in diameter. Hence this is a mathematical exercise.
Bypass area consists of the 5 foot landscape strip between the patios and the
sidewalk in front of the building. Area estimate is 960 sf = 0.022 ac with CN = 86.
Hydrographs 14, 15 and 16 on the following page indicate the runoff rates of the
bypass area in the 2 year, 10 year and 100 year 24 hour storm events.
Ou * tlet diameters were revised per City instruction based upon the. following
results:
a. 2 yr. Storm. 0.005 - 0.001 = 0.004 cfs
b. 10 yr. Storm 0.015 - 0.002 = 0.013 cfs
C. 100 yr. Storm OJ50 - 0.005 = 0.045 cfs
In the computerized cacu lations, orifice sizes were reduced to fit based upon
these flow corrections.
6
10113199
Hummel Condo
99678
5. DETENTION HYDRAULIC PIPE SIZING
RESULTS
Hummel 6 Unit Condo
Edmonds, Washington
Detention Sizing
HYDROGRAPH SUMMARY
PEAK TIME VOLUME
HYD RUNOFF OF OF Contrib
NUM RATE PEAK HYDRO Area
cfs min. cMcFt Acres
EXISTING SITE CONDITIONS
1 0.005 549 263 cf 0.23
2 year undeveloped
2 0.015 480 505 cf 0.23
10 year undeveloped
3 0.050 480 1226 cf 0.23
100 year undeveloped
DEVELOPED SITE CONDITIONS
4 0.068 480 926 cf 0.23
2 year developed
5 0.093 480 1313 cf 0.23
10 year developed
6 .0.153 480 2272 cf 0.23
100 year developed
DETENTION DESIGN PERFORMANCE
7 0.027 540 672 cf 0.23
2 year allowed release
8 0.056 500 1043 cf 0.23
10 year allowed release
9 0.153 490 2000 cf 0.23
100 year allowed release
BYPASS LANDSCAPING HYDROGRAPHS
14 0.001 540 25 cf 0.02
2 year BYPASS
15 0.002 500 43 cf 0.02
10 year BYPASS
16 0.005 490 84 cf 0.02
100 year BYPASS
CORRECTED DETENTION DESIGN PERFORMANCE
18 0.004 540 517 cf 0.21
2 year allowed release
19 0.013 500 882 cf 0.21
10 year allowed release
20 0.045 490 1838 cf 0.21
100 year allowed release
f h
11
1 0, 0
10113/99
Hummel Condo
99578
5. DETENTION HYDRAULIC SIZING RESULTS
The enclosed appendices contain the computer results, which indicated
the following required vault detention sizing:
1 . Detention VAULT REQUIRED is 32'long X 9'wide X 4.0
2. Riser is an 8" pipe at invert elevation 59.00.
3. A two -orifice outlet structure with a bottom orifice of 0.0396 in.
reduced to 0.323 inches at elevation 58.50 and a second orifice
1.55 inches in diameter at elevation 61.10.
4. Access will be provided through 24"hatchesinthe lid of the vault.
6. DOWNSTREAM ANALYSES
The current site drainage is sp.lit with all piped drainage directed toward
the alley and lawn runoff graded to the street. The developed condition
will now direct all runoff from the rooftop and most of the exposed paved
parking to the alley.
According to City of Edmonds basin maps runoff from the surrounding
rooftops is directed northward via an 8" culvert system to Dayton Street
west to 3rd Avenue and south to discharge into a local creek that drains
west into Union Oil Marsh.
Alley Culvert Capacity
P1 120'— 8" Storm@ 0.010 Capacity= 1.21 cfs
P2 210'— 8" Storm @ 0.017 'Capacity = 1.58 cfs
8
10/13/99
Hummel Condo
99578
7. PARKING LOT DRAINAGE OPTIONS (I.E. PUMP DESIGN OR SEWER)
Topographic considerations and the limited depth of the available storm
conveyance necessitate the bypass of certain small areas of land on the project
site. The most critical of these is exposed parking area that accesses the
subsurface parking garage. Therefore, 1,490 sf of this pavement will drain below
the minimum flow line elevation to the pipe detention. This low-lying pavement
must be dealt with in one of two ways. Either the water must be channeled to
the a small sump pump station and pumped into the detention vault or it must be
allowed to flow into the sanitary sewer that is currently serving the basement
garage. The city has rejected the gravity option so a pump system has been
selected and sized to assure detention and restricted release of this runoff.
In addition,
other areas that cannot be drained by gravity will now drained to the
wet -well and
pumped on demand into the vault storage tank. The total areas so
drained are as follows:
1 .
Asphalt Parking
1,488 sf
2.
Westerly Rooftop Downspouts
2,272 sf
3.
Patios 1 & 2(west)
1,026 sf
4.
Landscaping N & S
950 sf
Subtotal
5,736 sf 0.1316 ac
a) Pump Elevation is assumed to be 6.5 ft below the nearest grate elevation of
60.5. Elevation = 54.00
b) Pump discharge elevation will be 59.00. Static Head will be 6.0 feet.
c) Pipe diameter will be 2" PVC.
d) Peak Flow is calculated conservatively with SBUH Hydrograph Method for
the Q 100 event for the pump tributary area,
Q 100-24 0.08 cfs * 7.48 g/cf * 60 s/min = 35.9 gpm
e) Pump tank should be a 30" pump tank with a minimum 5.0 feet of storage
f) Total storage volume = Sec A * d = 4.91 sf * 5' = 24.55 cf (183.63 gal)
g) The pump should be designed to pump the full tank volume in 3 minutes.
h) Emergency overflow should be provided with a minimum 4" diameter pipe
connected either to the curb line in front of the building or directed to the
sewer drain in the basement if authorized by the city engineer.
0
10 0
4
0
10113199
Hummel Condo
99578
8. PUMP SIZING
TDH (total dynamic head) = static + velocity head/friction loss
Static Head = 5.0
FM Length = 53' Friction Loss for 2" @ 35 gpm = 0.765 ft/1 00ft
Velocity Head 0.53 * 0.765 ft = 0.405 ft
Minor Losses Assume 2'
TDH = 5.0 + 0.405 + 2' 7.4'
Select an * SV 24M1 Hydromatic Pump 1/4 HP or equal pumping
40 gpm at a TDH of 7.4'.
in
Ll
10113/99
Hummel Condo
99578
9. BASIN MAPS & RELATED REPORTS.
Attachments:
1 .
Existing Site Conditions Map
2.
Developed Site Conditions Map
3.
Basin Map of Upstream & Downstream
4.
Basin Summaries
a. B002 — b100 Undeveloped (Woodland)
b. P002 — P1 00 Developed Site.
C. Bypass 002 — 100, Landscape Bypass Runoff.
d. Pump 002 — 100, Pump Tributary Basins.
5.
Hydrograph Summaries (All Hydrographs)
6.
Staged Storage Table for Detention Vault
7.
Staged Discharge Tables Orifices,
a. Original Level Pool Summary
8.
Corrected Discharge Tables Orifices,
a. Corrected Level Pool Summary Table
9.
Culvert Capacity Worksheets
10.
Sump Pump Performance Data
I I
0 0
1.
Existing Site Conditions Map
12
107 0
30' 30' 9 �0:
NORTH LINE OF
OLYMPIC VIEW
UNRECORDED PLAT LJ
xu
iz
V) ox L-
C4
X, L'i
xz
Lo/ 0
BENCH MARK
Ix' ON TOP
OF BOTTOM
FLANGE BOLT
EL. 59.45
00
OD
w
cu
9
WV
0
z
p
WM
x u
F.R. >_
I -_ I )SMH u
WOOD FENCE
c� S 8 9'5 7'4 0' S"UB
Lo 1-11 x
X
x
C6 c)
0 F.
x Oil
38 x
x I
WALK
M t
C3
C-)
0
7r,
m
;o
'c')
U?
x
x
w
37
AREA=10,117±SQ.F
/T.
0
Li
w
w
w
-i
-i
<
JZ
u
z
a: ca
I u Q
cu
cu
w
0
u
c) cu
00
CD
_j
<
S7. F.R. T 0 BE R
#239 —STUB
CD
z
T_
<
OIL
,36
PLUG
M
0 1 Lo
PLUG
cn
CD to
k i D 122.64 —X—X W_
_._X�X—x x—x—x—X CYCLON
CONCRETE WALL t[N 89-57'40- W
35
00
C:s 'ii
x
S.F.R. HUMMEL CONSTRUC 1
34 SCALE; 1"=20' x
C Bb
LLJ
u
I "I z
is 0
2.
Developed Site Conditions Map
13
IOL-- 6-F
a-00:1 -
IE:57-98.
EA 4
EL 57.8±
0
i —
a ol
;=7,
G SIGN
3/4' ;'wm
C>
'IAL
rMOVED
u�
N EV --4.//
OU
soLF 8, Pvc —
eO 003
cm
W\'
12*
.:::NCRETE DET-
51
19'YD
GE 5S 5
12, T D TOP OF WALL
IE 5a00
fuE t10 6!
-62 TOP OF WALL
-63.00
161.2
IE 60.0
7
S 89*5 40' E 12 2.6 4'
S-UB
26 LF 4-PVC
e o.oi6
5WALE —
0
MiMPSTER
15.
Pvr
6'
e 0005.
7
OU
a POU
WN
DOWN
DOWN SPO57 IP6 2
1 -62.
7
w
— — — — — — — — — — --
— — — —
IE-62.5
— — — — — —
\,fiaZ6
PLANTER
C3
38
10
\hLo —e-, fi
t
12l YD DOWN SPOUT
GE-60 0
2
3
3
IE-59 00
13
SSS
6:1.56
AREA= 10,117 tS0.rT.
61
2% MINGO :5
6154
a,
37
2tY ALU
4 TRENCH
PROPOSED
4' PVC
6 UNITBUILDING
CA
C3
INLET WITH
SL P---.
OIL SEPARATOR
FF 60.25
GE:60.24'± 4'
IE:57 4
63.5
607 EXISTING
A 0 B " ST11"
12* YD
GE600
IE 59 81
36
5LF 6' PVC
e % MIN
4' P,/C EMERGENC�*
OVERFLOW LINE
c:
4 5 6 7
IE:58.71
al
9
ftL
U
(u
�u
0i
DOWN SPOUT
2 6'PVC
3L
OD
c�
6
.0 4' C.0;
IE-58-63
16224
c:
CD
58' PVC
@ 0.01 MIN
z
\-4' PVC @ 0.15
DOW T
PIPE SLEEVE
— --7�;�INE,5SIPIOIU
.
5 7 41-1
w \122 64
1 40
3. Basin Map of Upstream & Downstream
14
Qyrpic Beach
soctAon 26 sh*ot It
1"=300' mapped NOV. 1998
71
110
4�
200
SHEET 7 SECTION 23
114'
Ito
4Z
4w
0
Lu Its
120
125
I -TO Ito
127
120
LIV
KT"
410,
416
209 'im w
215
220 221 428
225
252
JOS jM
242
-:18 247 316
250 251
263 410
sw
SM 207
271
LAiUIU.,-L
275 !7 U')
7-- ]. f:
!32
4W
IU_T ST
0
4. Basin Summaries
a. B002 — MOO Undeveloped (Woodland)
e. P002 — P100 Developed Site.
f. Bypass 002 — 100, Landscape Bypass Runoff.
g. Pump 002 — 100, Pump Tributary Basins.
wi
10/14/99 4:4:22 pm
J.C. McDonnell & Associates
page 1
Hummel 6 Unit Condo
Edmonds, Washington
Detention Sizing
BASIN SUMMARY
BASIN ID: B002
NAME: Existing - @2yr - 24 Hr
SBUH METHODOLOGY
TOTAL AREA ....... :
0.23 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... :
TYPE1A PERV
IMP
PRECIPITATION .... :
1.50 inches AREA..: 0.23 Acres
0.00 Acres
TIME INTERVAL .... :
10 . 00 min CN .... : 81.00
0.00
TC .... : 29.01 min
0.0.0 min
ABSTRACTION COEFF:
0*20
TcReach - Sheet L:
120.00 ns:0.4000 p2yr: 1.50 s:0.0350
PEAK RATE: 0.01 cfs
VOL: 0.01 Ac-ft TIME: 540 min
BASIN ID: B010
NAME: Existing - @10yr 24 Hr
SBUH METHODOLOGY
TOTAL AREA .......
0.23 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE****:
TYPEIA PERV
IMP
PRECIPITATION .... :
2.00 inches AREA..: 0.23 Acres
0.00 Acres
TIME INTERVAL .... :
10.00 min CN .... : 81.00
0.00
TC .... : 29.01 min
0.00 min
ABSTRACTION COEFF:
0.20
TcReach - Sheet L:
120.00 ns:0.4000 p2yr: 1.50 s:0.0350
PEAK RATE: 0.02 cfs
VOL: 0.01 Ac-ft TIME: 490 min
BASIN ID: B100
NAME: Existing @100yr - 24 Hr
SBUH METHODOLOGY
TOTAL AREA ....... :
0.23 Acres BASEFLOWS: O.bo cfs
RAINFALL TYPE .... :
TYPE1A PERV
IMP
PRECIPITATION .... :
3.20 inches AREA..: 0.23 Acres
0.00 Acres
TIME INTERVAL .... :
10.00 min CN .... : 81.00
0.00
TC .... : 29.01 min
0.00 min
ABSTRACTION COEFF:
0.20
TcReach - Sheet L:
120.00 ns:0.4000 p2yr: 1.50 s:0.0350
PEAK RATE: 0.05 cfs VOL: 0.03 Ac-ft TIME: 490 min
10/14/99 4:4:33 pm
J.C. McDonnell & Associates
page 1
Hummel 6 Unit Condo
Edmonds, Washington
Detention Sizing
BASIN SUMMARY
BASIN ID: D002
NAME: Proposed - @2yr - 24 Hr
SBUH METHODOLOGY
TOTAL AREA ....... :
0.23 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... :
TYPE1A PERV
IMP
PRECIPITATION .... :
1.50 inches AREA..: 0.05 Acres
0.18 Acres
TIME INTERVAL .... :
10.00 min CN .... : 86.00
98.00
TC .... : 9.57 min
5.00 min
ABSTRACTION COEFF:
0*20 ,
TcReach - Sheet L:
80.00 ns:O _ 1500 p2yr: 1.50 s:0.0350
PEAK RATE: 0.06 cf s
. VOL: 0.02 Ac-ft TIME: 480 min
BASIN ID: D010
NAME: Proposed - @10yr - 24 Hr
SBUH METHODOLOGY
TOTAL AREA ....... :
0.23 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... :
TYPE1A PERV
IMP
PRECIPITATION .... :
2.00 inches AREA..: 0.05 Acres
0.18 Acres
TIME INTERVAL .... :
10.00 min CN .... : 86.00
98.00
TC .... : 9.57 min
5.00 min
ABSTRACTION COEFF:
0.20
TcReach - Sheet L:
80.00 ns:0.1500 p2yr: 1.50 s:0.0350
PEAK RATE: 0.08 cfs
VOL: 0.03 Ac-ft TIME: 480 min
BASIN ID: D100
NAME: Developed @100yr - 24 Hr
SBUH METHODOLOGY
TOTAL AREA ....... :
0.23 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... :
TYPEIA PERV
IMP
PRECIPITATION .... :
3.20 inches AREA..: 0.05 Acres
0.18 Acres
TIME INTERVAL .... :
10.00 min CN .... : 86.00
98.00
TC .... : 9.57 min
5.00 min
ABSTRACTION COEFF:
0.20
TcReach - Sheet L:
80.00 ns:0.1500 p2yr: 1.50 s:0.0350
PEAK RATE: 0.14 cfs VOL: 0.05 Ac-ft TIME: 480 min
10/14/99 4:5:17 pm J.C. McDonnell & Alslociates page i
Hummel 6 Unit Condo
Edmonds, Washington
Detention sizing
BASIN ID: ZBYP002
NAME: BYPASS - @2yr -
24 Hr
SBUH METHODOLOGY
TOTAL AREA ....... :
O�01 Acres
BASEFLOWS:
0.00 cfs
RAINFALL TYPE .... :
TYPE1A
PERV
PRECIPITATION .... :
1.50 inches
AREA..:
0.01 Acres
TIME INTERVAL .... :
10.00 min
CN .... :
86.00
TC .... :
5.00 min
ABSTRACTION COEFF:
0*20
TcReach - Sheet
L: 80.00 ns:0.1500 p2yr: 1.50
s:0.0350
PEAK RATE: 0.00
cfs VOL: 0.00
Ac-ft TIME: 480 min
BASIN ID: ZBYPO10
NAME: BYPASS - @10yr -
24 Hr
SBUH METHODOLOGY
TOTAL AREA .......
0.01 Acres
BASEFLOWS:
0.00 cfs
RAINFALL TYPE-*:
TYPE1A
PERV
PRECIPITATION .... :
2.00 inches
AREA..:
0.01 Acres
TIME INTERVAL .... :
10.00 min
CN .... :
86.00
TC .... :
5.00 min
ABSTRACTION COEFF:
0*20
TcReach - Sheet
L: 80.00 ns:0.1500 p2yr: 1.50
s:0.0350
PEAK RATE: 0.00
cfs VOL: 0.06
Ac-ft TIME: 480 min
BASIN ID: ZBYP100
NAME: BYPASS - @100yr
- 24 Hr
SBUH METHODOLOGY
TOTAL AREA .......
0.01 Acres
BASEFLOWS:
0.00 cfs
RAINFALL TYPE**,*:
TYPE1A
PERV
PRECIPITATION .... :
3.00 inches
AREA..:
0.01 Acres
TIME INTERVAL .... :
10.00 min
CN .... :
86.00
TC .... :
5.00 min
ABSTRACTION COEFF:
0.20
TcReach - Sheet
L: 80.00 ns:0.1500 p2yr: 1.50
s:0.0350
PEAK RATE: 0.01
cfs VOL: 0.00
Ac-ft TIME: 480 min
IMP
0.00 Acres
0.00
0.00 min
IMP
0.00 Acres
0.00
0.00 min
IMP
0.00 Acres
0.00
0.00 min
10/14/99 4:5:9 pm J.C. McDonnell & Associates page 1
Hummel 6 Unit Condo
Edmonds, Washington
Detention Sizing
BASIN SUMMARY
BASIN ID: PUMP002
NAME: PUMP
INFLOW @2yr - 24 Hr
SBUH METHODOLOGY
TOTAL AREA ....... :
0.13 Acres
BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... :
TYPE1A
PERV
IMP
PRECIPITATION .... :
1.50 inches
AREA..: 0.02 Acres
0.11 Acres
TIME INTERVAL .... :
10 . 00 min
CN .... : 86.00
98.00
TC .... : 5.00 min
5.00 min
ABSTRACTION COEFF:
0.20
TcReach - Sheet
L: 80.00 ns:0.1500 p2yr: 1.50 s:0.0350
PEAK RATE: 0.03
cfs VOL: 0.01
Ac-ft TIME: 480 min
BASIN ID: PUMP010
NAME: PUMP
INFLOW @ 10yr - 24 Hr
SBUH METHODOLOGY
TOTAL AREA ....... :
0.14 Acres
BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... :
TYPE1A
PERV
IMP
PRECIPITATION .... :
2.00 inches
AREA-: 0.03 Acres
0.11 Acres
TIME INTERVAL .... :
10.00 min
CN .... : 86.00
98.00
TC .... : 5.00 min
5.00 min
ABSTRACTION COEFF:
0.20
TcReach - Sheet
L: 80.00 ns:0.1500 p2yr: 1.50 s:0.0350
PEAK RATE: 0.05
cfs VOL: 0.02
Ac-ft TIME: 480 min
BASIN ID: PUMP100
NAME: PUMP
INFLOW @ 100yr - 24 Hr
SBUH METHODOLOGY
TOTAL AREA ....... :
0.13 Acres
BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... :
TYPE1A
PERV
IMP
PRECIPITATION .... :
3.00 inches
AREA..: 0.02 Acres'
0.11 Acres
TIME INTERVAL .... :
10.00 min
CN .... : 86.00
98.00
TC .... : 5.00 min
5.00 min
ABSTRACTION COEFF:
0.20
TcReach - Sheet
L: 80.00 ns:0.1500 p2yr: 1.50 s:0.0350
PEAK RATE: 0.08
cfs VOL: 0.03
Ac-ft TIME: 480 min
I� 5. Hydrograph Summary Table (All Hydrographs)
16
10/14/99 4:5:2)2 pm J.C. McDonnell & Aciates page 1
Hummel 6 Unit Condo
Edmonds, Washington
Detention Sizing
HYDROGRAPH SUMMARY
PEAK
TIME
VOLUME
HYD
RUNOFF
OF
OF
Contrib
NUM
RATE
PEAK
HYDRO
Area
cfs
min.
cf\AcFt
Acres
1
0.005
540
263
cf
0.23
2
0.015
490
505
cf
0.23
3
0.050
490
1226
cf
0.23
4
0.057
480
926
cf
0.23
5
0.081
480
1313
cf
0.23
6
0.139
480
2272
cf
0.23
7
0.006
1450
672
cf
0.23
8
0.017
790
1043
cf
0.23
9
0.051
550
2000
cf
0.23
11
0.035
480
558
cf
0.14
12
0.049
480
791
cf
0.14
13
0.078
480
1270
cf
0.14
14
0.001
480
25
cf
0.01
15
0.002
480
43
cf
0.01
16
0.005
480
84
cf
0.01
18
0.004
1460
517
cf
0.23
19
0.015
970
882
cf
0.23
20
0.046
560
1838
cf
0.23
0 0
6. Staged Storage Table for Detention Vault
17
10/14/99 4:7:7 pm
Edmonds, Washington
Detention Sizing
0
J.C. McDonnell & AssociatE!S page
Hummel 6 Unit Condo
STAGE STORAGE TABLE
RECTANGULAR VAULT ID No. vI
Description: Standard Detention Vault
Length: 32.00 ft. Width: 9.00 ft. voids: 1.000
STAGE ( ---- STORAGE ---- > STAGE< ---- STORAGE ---- > STAGE < ---- STORAGE ---- > STAGE <----STORAGE ---- >
(ft) --- cf--- --Ac-pt- (ft) --- cf--- --Ac-Ft- (ft) ---cf--- --kc-Pt- (ft) ---cf--- --Ac-Ft-
58.50 0.0000 0.0000 61.00 720.00 0.0165 63.50 1440 0.0331 66.00 2160 0.0496
58.60 28.800 0.0007 61.10 748.80 0.0172 63.60 1469 0.0337 66.10 2189 0.0502
58.70 57.600 0.0013 61.20 777.60 0.0179 63.70 1498 0.0344 66.20 2218 0.0509
58.80 86.400 0.0020 61.30 806.40 0.0185 63.80 1526 0.0350 66.30 2246 0.0516
58.90 115.20 0.0026 61.40 835.20 0.0192 63.90 1555 0.0357 6�.40 2275 0.0522
59.00 144.00 0.0033 61.50 864.00 0.0198 64.00 1584 0.0364 66.50 2304 0.0529
59.10 172.80 0.0040 61.60 892.80 0.0205 64.10 1613 0.0370 66.60 2333 0.0536
59.20 201.60 0.0046 61.70 921.60 0.0212 64.20 1642 0.0377 66.70 2362 0.0542
59.30 230.40 0.0053 61.80 950.40 0.0218 64.30 1670 0.0383 66.80 2390 0.0549
59.40 259.20 0.0060 61.90 979.20 0.0225 64.40 1699 0.0390 66.90 2419 0.0555
59.50 288.00 0.0066 62.00 1008 0.0231 64.50 1728 0.0397 67.00 2448 0.0562
59.60 316.80 0.0073 62.10 1037 0.0238 64.60 1757 0.0403 67.10 2477 0.0569
59,70 345*60 0,0079 62,20 1066 0*0245 64.70 1786 0.0410 67.20 2506 0.0575
59.80 374.40 0.0086 62.30 1094 0.0251 64.80 1814 0.0417 67.30 2534 0.0582
59.90 403.20 0.0093 62.40 1123 0.0258 64.90 1843 0.0423 67.40 2563 0.0588
60.00 432.00 0.0099 62.50 1152 0.0264 65.00 1872 0.0430 67.50 2592 0.0595
60,10 460,80 0,0106 62,60 1111 0*0271 15,10 1901 0,0436 67,60 2621 0,0602
60.20 489.60 0.0112 62.70 1210 0.0278 65.20 1930 0.0443 67.70 2650 0.0608
60.30 518.40 0.0119 62.80 1238 0.0284 65.30 1958 0.0450 67.80 2678 0.0615
60.40 547.20 0.0126 62.90 1267 0.0291 65.40 1987 0.0456 67.90 2707 0.0621
60.50 576.00 0.0132 63.00 1296 0.0298 65.50 2016 0.0463 68.00 27U 0.0628
60.60 604.80 0.0139 63.10 1325 0.0304 65.60 2045 0.0469 68.00 2736 0.0628
60.70 633.60 0.0145 63.20 1354 0.0311 65.70 2074 0.0476
60.80 662.40 0.0152 63.30 1382 0.0317 65.80 2102 0.0483
60.90 691.20 0.0159 63.40 1411 0.0324 65.90 2131 0.0489
.0 A
0
7. Staged Discharge Tables for Design Orifices,
a. Original Level Pool Summaries
18
10/14/99 4:7:7 J.C. McDonnell & Afociates page 2
Hummel 6 Unit Condo
Edmonds, Washington
Detention Sizing
STAGE DISCHARGE TABLE
MULTIPLE ORIFICE ID No. ORlb
Description: Multiple Control Orfice
outlet Elev: 59.00
Elev: 58.50 ft Orifice Diameter: 0.3959 in.
Elev: 60.80 ft Orifice 2 Diameter: 1.5293 in.
STAGE <--DISCHARGE --- > STAGE <--DISCHARGE --- > STAGE <--DISCHARGE --- > STAGE <--DISCHARGE --- >
(ft) --- CfS -- ------- (ft) --- CfS -- ------- (ft) --- Cf S -- ------- (ft) --- CfS -- -------
59.00 0.0000 59.80 0.0038 60.60 0.0054 61.4( 0.0557
59.10 0.0013 59.90 0.0040 60.70 0.0055 61.5( 0.0598
59.20 0.0019 60.00 0.0043 60.80 0.0057 61.6C 0.0636
59.30 0.0023 60.10 0.0045 60.90 0.0259 61.7( 0.0672
59.40 0.0027 60.20 0.0047 61.00 0.0344 61.80 0.0706
59.50 0.0030 60.30 0.0048 61.10 0.0409 61.9(, 0.0738
59.60 0.0033 60.40 0.0050 61.20 0.0464 62.0(1 0.0769
59.70 0.0036 60.50 0.0052 61.30 0.0513
10/14/99 4:7:8 pm J.C. McDonnell & Associates
Hummel 6 Unit Condo
Edmonds, Washington
Detention Sizing
LEVEL POOL TABLE SUMMARY
KATCH INFLOW -STO- -DIS- <-PEAK-> STORAGE
< -------- DESCRIPTION --------- > (cfs) (cfs) --id- --id- <-STAGE> id VOL (Cf)
2 Year ....................... 0.01 0.06 v1 ORlb 60.69 7 631.79 cf
10 Year ...................... 0.02 0.08 v1 ORlb 60.85 8 678.09 cf
100 Year ..................... 0.05 0.14 vi ORlb 61.30 9 806.36 Cf
page 3
0
8. Corrected Discharge Tables For Corrected Orificcs,
a. Corrected Level Pool Summary
19
10/14/99 4:5:36 pm J.C. McDonnell & Asociates page 2
Hummel 6.Unit Condo
Edmonds, Washington
Detention Sizing
STAGE DISCHARGE TABLE
MULTIPLE ORIFICE ID No. OR1c
Description: Multiple Control Orfice
Outlet Elev: 59.00
Elev: 58.50 ft Orifice Diameter: 0.3230 in.
Elev: 61.10 ft Orifice 2 Diameter: 1.5500 in.
STAGE
<--DISCHARGE --- >
STAGE
<--DISCHARGE --- >
STAGE
<--DISCHARGE --- >
STAGE
<--DISCHARGE --- >
(ft)
--- CfS -- -------
(ft)
--- CfS -- -------
-------------
(ft)
--- CfS -- -------
(ft)
--- CfS -- -------
-------
59.00
0.0000
59.80
0.0025
60.60
0.0036
61.40
0.0401
59.10
0.0009
59.90
0.0027
60.70
0.'0037
61.50
0.0457
59.20
0.0013
60.00
0.0028
60.80
0.0038
61.60
0.0507
59.30
0.0016
60.10
0.0030
60.90
0.0039
61.70
0.0552
-59.40
0.0018
60.20
0.0031
61.00
0.0040
61.80
0.0593
59.50
0.0020
60.30
0.0032
61.10
0.0041
61.90
0.0631
59.60
0.0022
60.40
0.0033
61.20
0.0248
62.00
0.0668
59.70
0.0024
60.50
0.0035
61.30
0.0335
10/14/99 4:5:39 pm J.C. McDonnell & Aciates page 3
Hummel 6 Unit Condo
Edmonds, Washington
Detention Sizing
LEVEL POOL TABLE SUMMARY
HATCH INFLOW -STO- -DIS- <-PEAK-> STORAGE
< -------- DESCRIPTION --------- > (cfs) (cfs) :!--id- --id- <-STAGE> id VOL (cf)
2 Year ....................... 0.00 0.06 v1 OR1c 61.00 18 719.55 cf
10 Year ...................... 0.02 0.08 v1 ORIc 61.15 19 763.84 cf
100 Year ..................... 0.05 0.14 v1 ORIc 61.51 20 867.82 cf
ft it
9. Culvert Capacity Worksheets
20
Worksheet
Worksheet for Circular Channel
Pro ' ject Description
Project File
untitled.fm2
Worksheet
Olympic View Condos
Flow Element
Circular Channel
Method
Manning's Formula
—Solve For
Full Flow Capacity
Input Data
Mannings Coefficient 0.013
Channel Slope 0.0 17000 ft/ft
Diameter 8.00 in
Results
Depth
0.67
ft
Discharge
1.58
cfs
Flow Area
0.35
ft2
Wetted Perimeter
2.09
ft
Top Width
0.00
ft
Critical Depth
0.58
ft
Percent Full
100.00
Critical Slope
0.015394 ftift
Velocity
4.51
ft/s
Velocity Head
0.32
ft
Specific Energy
FULL
ft
Froude Number
FULL
Ma)dmum Discharge
1.69
cfs
Full Flow Capacity
1.58
cfs
Full Flow Slope
0.017000 ft/ft
FlowMaster V515
07/16/99 Waterbury, CT 06708 (203) 755-1666 Page I of 1
02:40:29 PM Haestad Methods, Inc. 37 Brookside Road
Worksheet
Worksheet for Circular Channel
Project Description
Project File
untitled.fm2
Worksheet
Olympic View Condos
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Full Flow Capacity
Input Data
Mannings Coefficient 0.013
Channel Slope 0.0 10000 ftift
Diameter 8.00 in
Results
Depth
0.67
ft
Discharge
1.21
cfs
Flow Area
0.35
ft2
Wetted Perimeter
2.09
ft
Top Width
0.00
ft
Critical Depth
0.52
ft
Percent Full
100.00
Critical Slope
0.010992 fttft
Velocity
3.46
ft/S
Velocity Head
0.19
ft
Specific Energy
FULL
ft
Froude Number
FULL
Maximum Discharge
1.30
cfs
Full Flow Capacity
1.21
cfs
Full Flow Slope
0.010000 fttft
07/16/99 FlowMaster v5.15
02:39:54 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of I
10. Sump Pump Performance Data
zi
ENGINEERI'l
"Al
Pump Characteristics
Pump/Motor Unit
Submersible -
Manual Models
SW25MI
SW33MI
Automatic Models
SW25AI
SW33AI
Horsepower
1/4
1/3
Full Load Amps
8.0
1 10.0
Motor Type
Shaded Pole (41 pole)
R.P.M.
1550
Phase 0
1
Voltage
115
Hertz
60
Operation
Intermittent
Temperature
120OF Ambient
NEMA Design
A
Insulation
(loss A
Discharge Size
1- 1 /2- NPT
Solids Handling
1/2-
Unit Weight
30 lbs.
Power Cord
18/3, SJTW, 10' sid.
(20' optional)
IMaterials of ConstruclKon
Handle
Steel
lubricating Oil
Dielectric Oil
Motor Housing
Cast Iron
Pump (asinq
Cost Iron
Shaft
Steel
Mechanical
Shaf I Seal
Seal faces: Carbon/Ceramic
Seal Body: Anodized Steel
Spring: Stainless Steel
Bellows: Buna-N
Impeller
Thermoplastic
Upper Bearing
Bronze Sleeve Bearing
Lower Bearing
Single Row Boll Bearing
Strainer/Base
Plastic
Fasteners
Stainless Steel
Performance Data
NEEMENIN10119NNIN
loon
ommommosommoomm
�I-44
41
36 33 29 26 23
18 12
6 0
RVAK111,
47 4S
43 40 37 34 30
26 22
16 10
0
mensional Data
3-1/2 5-7/8 1. AD dimensions In Inches
4-1/2 2. (omponem dimensions my
vary ± 1/8 inch
T— 1-1/2 NPT 3. Hof for construction purpose
3-1/2 DISCHARGE unless certified
4. Dimensions and weights are
approximate
5. On/Off level aclijuslable
6. We reserve the right to
make revisions to our
products and their
specifications without notice
PUMP 11-1/8
10-1/8 ON 9-1/2
DISCHARGE
HEIGHT --T
3 3-1/2
PUMPIOFF A
AURORA/HYDROMATIC Pumps, Inc.
1840 Baney Road, Ashland, Ohio 44805
(419) 289-3042
s- k"
BEK McD.ONNELL E NGINWNG,'INC. BELLINGHAM - EVERETT
CIVIL - GEOTECHNICAL ENVIRONMENTAL - WETLANDS 360-676-9589 - 425-258-2059
800-859-55.97 - 800-835-4971
FAX 360-676-4625 - 425-258-5046
BY DATE PROJECT OLL(mPIQ V157-A SHEET NO. OF
CHKD. DATE - JOB NO. "0 5-7 Y
,412-6,q oi PlPe
1q,5pH1v1:-r
'eop
Pii -n o i
P/7 -n o
Ax) LA Ail) c N P-4C
)4/mlo:5 I(D9,�7 �21 1.
BEK ENGINEERING, INC. 13EK McDONNELL ENGINEERING, INC.
2138 HUMBOLDT STREET :733 COLBY AVENUE
BELLINGHAM, WA 98225 EVERETT, WA 98201
APPLICATION
for
The City of Edmonds SIDE SEWER PERlVUT
BASEMENT No . ..........................................
NEW CONSTRUCTION REPAIRS
OV*rNER Ar.4 .... ansd .... Mrs . ..... Re, qtrpqQ..r CONTRACTOR ................................................................. ...... ----------------- PERMIT No . ......................
ADDRESS ......... 4 1 ....... t.% ....... .................................. LEGAL DESCRIPTION: LOT No . .............................................. BLOCK No . ............................................
NAMEOF ADDITION ...................................................................................................... : ...................................
W-1
J LLm q 7Q
DV <L -Tc 5+ad' OrN :Sqwcr
Approved:
DATE........................... .................... By ................... .............................. ...............
CAFILENO. qq-'qO
Critical Areas Checklist
---------------- ---------------------------------------------
Site Information (soil s/topography/hydrol ogy/ve getati on)
I Site Address/Location:
2. Property Tax Account Number: I ( --I 00o I
3. Approximate Site Size (acres or square feet): 1 (3 -) 9-,- C
4. Is this site currently developed? yes; _no.
&n�nsi!A Ick
If yes; how is site developed? v-j � L--<,-
5. Describe the general site topography. Check all that apply.
)< Flat: less than 5-feet elevation change over entire site.
Rolling: slopes on site generally less than 15% (a vertical rise of I 0-feet over a
horizontal distance of 66-feet).
Hilly: slopes present on site of more than 15% and less than 30% ( a vertical rise of
10-feet over a horizontal distance of 33 to 66-feet).
Steep: grades of greater than 30% present on site (a vertical rise of I 0-feet over a
horizontal distance of less than 33-feet).
Other (please describe):
6. Site contains areas of year-round standing water: 1"�a ; Approx. Depth:
7. Site contains areas of seasonal standing water: —;Approx. Depth:
What season(s) of the year? Obk-
8. Site is in the floodway floodplain_ of a water course.
9. Site contains a creek or an area where water flows across the grounds surface? Flows are year-
round? Flows are seasonal? - (What time of year?
10. Site is primarily: forested ; meadow ;shrubs mixed
urban landscaped (lawn,shrubs etc) X -
11. Obvious wetland is present on site:
te, k+ 76ned
. .......... ..
DETV,RMINATION
^ca—chk.doc� R� 10/03/97
q I —9c
RECEIVED
City of Edmonds
N]W CRITICAL AREAS CHECKLIST
The Critical Areas Checklist contained on this form is
to be filled out by any person preparing a
Development Permit Application for the City of
Edmonds prior to his/her submittal of a development
permit to the City.
The purpose of the Checklist is to enable City staff to
determine whether any potential Critical Areas are, 'or
may be, present on the subject property. The
information needed to complete the Checklist should
be easily available from observations of the site or
data available at City Hall (Critical Areas inventories,
maps, or soil surveys).
APR - 6 1999
An applicant, or his/her representative, must fill out
the checklist, sign and date it, and submit it to the
City. The City will review the checklist, make a
precursory site visit, and make a determination of the
subsequent steps necessary to complete a development
permit application.
Please submit a vicinity map along with the signed
copy of this form to assist City staff in finding and
locating the specific piece of property described on
this form. In addition, the applicant shall include
other pertinent information (e.g., site plan, topography
map, etc.) or studies in conjunction with this Checklist
to assist staff in completing their preliminary
assessment of the site
I have completed the attached Critical Areas Checklist and attest that the answers provided are factual, to the
best of my knowledge (fill out the appropriate column below).
Owner/Applicant:
HI I Y-^ r^ '-t ca VJ -sT ao C.
Name
Street Address
Si--Mo "4-0 cs'W W/�S- 'I-79-?-Cl (. -
city State Zip
Li Lf <3 9 14�3
Telephone
RnA IJA-
Signa?�e
)-!/(, / i S
Applicant Representative:
Q MOM
Street Address
city State Zip
Telephone
Signature
Date
c:reception\jana\cac1.doc
Date
(over)
CA FILE NO.
Critical Areas Checklist
----------------------------- --------------------------------
Site Information (soils/topography/hydrology/vegetation)
I Site Address/Location:
2. Property Tax Account Number:
3. Approximate Site Size (acres or square feet):
4. Is this site currently developed? yes; —no.
If yes; how is site developed? S.
5. Describe the general site topography. Check all that apply.
Flat: less than 5-feet elevation change over entire site.
Rolling: slopes on site generally less than 15% (a vertical rise of 10-feet over a
horizontal distance of 66-feet).
Hilly: slopes present on site of more than 15% and less than 30% ( a vertical rise of
I 0-feet over a horizontal distance of 3 3 to 66-feet).
Steep: grades of greater than 30% present on site (a vertical rise of 10-feet over a
horizontal distance of less than 33-feet).
Other (please describe):
6. Site contains areas of year-round standing water: tl� 0 Approx. Depth:
7. Site contains areas of seasonal standing water: a Approx. Depth:
What season(s) of the year? �jiN
8. Site is in the floodway floodplain of a water course.
9. Site contains a creek or an area where water flows across the grounds surface? Flows are year-
round? Flows are seasonal? (What time of year?
10. Site is primarily: forested meadow shrubs mixed
urban landscaped (lawn,shrubs etc)
11. Obvious wetland is present on site:
DETERMINXTION
-ca_chk.doc; Rev 10/03/97
RECEIVED
APR
City of Edmonds PERMU =NTBR
N,WV CRITICAL AREAS CHECKLIST
The Critical Areas Checklist contained on this form is
to be filled out by any person preparing a
Development Permit Application for the City of
Edmonds prior to his/her submittal of a development
permit to the City.
The purpose of the Checklist is to enable City staff to
determine whether any potential Critical Areas are, 'or
may be, present on the subject property. The
information needed to complete the Checklist should
be easily available from observations of the site or
data available at City Hall (Critical Areas inventories,
maps, or soil surveys).
An applicant, or his/her representative, must fill out
the checklist, sign and date it, and submit it to the
City. The City will review the checklist, make a
precursory site visit, and make a determination of the
subsequent steps necessary to complete a development
permit application.
Please submit a vicinity map along with the signed
copy of this forrn to assist City staff in finding and
locating the specific piece of property described on
this form. In addition, the applicant shall include
other pertinent infor mation (e.g., site plan, topography
map, etc.) or studies in conjunction with this Checklist
to assist staff in completing their preliminary
assessment of the site
I have completed the attached Critical Areas Checklist and attest that the answers provided are factual, to the
best of my knowledge (fill out the appropriate column below).
Owner/Applicant:
1Aj) M 13 C. T*Y�t V'-:3
Name
5�
Street Address
S��-M 0 A- CS �� UJ A,
city State Zip
Telephone
P61
Signature
'L/h,
Applicant Representative:
Name
Street Address
city State
Telephone
Signature
Zip
Date
c:recepdon\jana\cnc1. doc
Date
(over)
�"? C. 1 S W-)
CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221
DEVELOPMENT SERVICES DEPARTMENT
Planning - Building - Engineering
April 15,1999
Hummel Construction
9927 151st Place S.E.
Snohomish, WA 998296
Subject: Determination regarding Critical Areas Checklist # 99-90
Dear Applicant:
BARBARA FAHEY
MAYOR
Enclosed please find a copy of the Critical Areas Checklist you submitted. The "DETERMINATION" reached by the City
is located on the reverse side of the form (bottom of page).
It is very important for you to retain a copy of this Critical Areas Checklist "DETERMINATION" for your records.
PLEASE EXAMINE THIS"DETERMINATION" FOR ADDITIONAL REQUIREMENTS. YOU MAY NEED TO SUBMIT
ADDITIONAL INFORMATION SUCH AS AN ENVIRONMENTAL CHECKLIS OR CRITICAL AREAS STUDY,
The 'DETERMINATION' for the Critical Areas Checklist you submitted is a site -specific determination not a
project -specific deteffnination.
mio, You must submit a copy of the CRITICAL AREAS CHECKLIST and DETERMINATION WITH ALL .40
PERMIT APPLICATIONS or YOUR APPLICATION WILL NOT BE PROCESSED.
Permit applications include the following:
Enc: Determination
* Architectural Design Board
C:Reception\Jana\CRLTR.doc
Building Permits
Conditional Use Permits
Subdivisions
Variances
Applications to the ADB* Land Use Applications
Any other development permit applications.
Thank you.
Planning Secretary
Incorporated August 11, 1890 0
Sister City - Hekinan, Japan
PERMIT ADDRELS
DATE 0 LEGAL DESCRIWriff—
BUILDING PERMIT REVIEW - ENSINEEKNG,DEPARTMENT CHECK LIST
Instruction:
Check Accuracy of Lenal Description
Check Aqainst Assessor's Map for Lepal Subdivision
Does it*conform to City Approved Subdivision? S7 i'iEET FILE
Reviewer's
Initials
WJ —
I .
This lot included in Subdivision/riy JXrA Pit \1 raw
np omtpman,
2.
Site Inspection made on: 11�-D � jfo
3.
Uhat are around water and soil conditions? Lima
4.
A A
Site Drainage Checked? ru-
5.
Storm Sewer Availabilitv: �ht. of Ng. No.
Project
Roadside Ditch ]�ffl
6.
Grading & Final Contours:
7.
ppr ve
Septic Tank System Desiqn A o d I Ar-
8.
Sanitary Sewer Availabi Sht. 6f r)wg. No.
ProjectLJ E>4.;
Side sewer availability:
9.
Sanitary Sewer Connection Fees? IN/
10.
11ater Mains A Fire Hydrants (Indicate Size Main).#�461
Check Fire Dept.'s Comments
11.
Sidewalks: (Site inspection shows conditions of sidewalks as follows)
10T
12.
Curbs: Curb Cuts/nriveways (Check driveways for safety, lncation,
grade and widthl:' -Tz=> Arl J
JI
13.
Underground Uiring: N
Street Lights:
14.
Street Riqht-of-way & Bldg. setbacks h t.
of nfficial Street Map.
15.
Existing Utility Easements?
16.
Access Easements: R-1 Cp
17.
Site Pla n checked for accuracy? )IV I
18.
Special Requirements listed in Memo to Bldg. Dept._
19.
Commercial &-Apt. Reouirements form completed?
20. Drawings stamped & notations made? s--
3 1 /Z., 1,/,u
9 0 9
21. All Items filled in on Bldg. Permit Application? ty
22. Bonds posted for site work?
K) 23. Right-of-way Invasion Permit required?
COMMENTS:
Rev. 7/1/76
CITY OF EDMONDS SIDE SEWER PERMIT
9 9 0 1 9 R E C EWC-0
Address of Construction: Z_'ici H NOV 10 1999
PUBLIC WORKS DEPI
Property Legal Description (Include all easements):
A
Owner and/or Contractor:
State License No. 4_1'oim�i �V�, L-z-(,C, Building Permit No.
0 Single Family
)9 Multi -Family (No. of Units 6
0 Commercial
0 Public
Invasion into City Right -of -Way: 0 No )l Yes
RW Construction Permit No. 9'-"-
Cross other Private Property:)9 No 11 Yes
Attach legal description and copy of recorded easement
I cert�fy that I have read and shall comply with all city requirements
as indicated on the back of the Permit Card.
Date
* CALL DIAL -A -DIG (1-800-424-5555) BEFORE ANY EXCAVATION *
OFFICE USE ONLY
FOR INSPECTION CALL 771-3M, PUBLIC WORKS DEPT.
Permit Fee: Issued By
Trunk Charge: Date Issued:
Assessment Fee: Receipt No
Lid No.:
Partial Inspection:
Comments
Reason Rejected:
Final Inspection Approved: Date H-00 Initial
Date -Initial
Date -Initial
** PERMIT MUST BE POSTED ON JOB SITE **
White Copy: File Green Copy: Inspector Buff Copy: Applicant
Revised 3 90
Side Sewer Drawing
The City of Edmonds EASEMENT NO. ..- ------------- ------------
NEW CONSTRUCTION REPAIRS F� LID NO . ................... ASMT. NO. - ...............
OWNER .... T 7 - 9- &13 .. y ........................................................ CONTRACTOR ..... HY/A!rt! -------- ................ PERMIT NO.
T&.
JOB ADDRESS ... Q:4� ---------- q ......... 40e,
.................... ...................... LEGAL DESCRIPTION: LOT NO . ...................................... BLOCK NO . ....................................
9 -4N Aut, S
PWW-0001 -11175 (REV. 11/78)
..................................................................................................................................................................
NAMEOF ADDITION ........................ . . . ..........................................................................................
're,34- tet- ft� pb� 7
5e.,&) elr
Approved:
DATE-1-5.71.5 ....................... By .... ............................... I ......................
PLANNING DATA
New Commercial Proie.....
SITE ADDRESS: ZONING:
USE( S) PROPOSED: ALLOWED?':
LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED—Pjo (Y/N)
CUP File: VI)k To Allow What Uses?:
ADB FILE#:
PARKING:
Use: No. Spaces Required:
X (floor area, # employees, etc.)
Use: No. Spaces Required:
X (floor area, # employees, etc.)
Use: No. Spaces Required:
X (floor area, # employees, etc.)
Use: No. Spaces Required:
X (floor area, # empIoye9a;:,tqtc.)
Total Required: Actual Provided:. ( I q D
N=C�911
SETBACKS:
Required Setbacks:
Front: V�' Left Side: ID Right Side: 10 Rear:
Actual Setbacks.
Front: Left Side: Right Side: /0 Rear:
Street map checked for additional setback required? /V/,A :::(Yes/NO)
MAXIMUM FLOOR AREA:
Maximum Allowecy-WADUf 1,5b(') # Actual:
BUILDING HEIGHT:
Maximum Allowed:- Z4� Actual Height:
Modulation Allowed?- Modulation Height: 30"
'Datum Point: Datum Elevation:
Elevator PenthousA, 3 feet over height limit? If so,VAR#
_JANDSCAPING:
Z7atches ADB approved:_
:z�qd Provided? IW-'5 Bland Amount 11000/. hidl -rl 1.
PLAN CH K
DATE:— qq
ihm Oj-z�, PA n A
NAME OF BUILDING PERMIT APPLICANT:
'Continued ...
1:\Iibrary\APlandatNewCon-im.doc
RETURN ADDRESS:
City of Edmonds, City Clerk
121 5th Avenue North
Edmonds, WA 98020
DECLARATION OF RESTRICTIVE COVENANT
MMTI-FAAMY RESIDENTLAL
qq
Reference #: P C �9K- 3 13 001
Olympic Vista Additional on pg.-
Grantor(s); (1) P a r t n A r s h i n
Grantee(s): 013� of Edmonds
Legal Description (abbreviated): Sec______ffwn_---------Rng-Qtr
OR Lot 35-38 _Block______PlatO1Ympic View
Assessor's Tax Parcel ID#(s): (1 2 3 2 7 0 3 4 117 0 0 0 1 -(2)
_____Assessor's Tax Parcel EN not yet assigned
WHEREAS, Olymj)ic Vista P;irtnPr.-,hjp
are the owners of the following described real estate in the City of Edmonds, to wit:
Property Address: 239 4th Avenue -South
Legal Description: Lots 35, 36, 37, 38@ Block 1, P-zcept S. 17.51
of Lot 35 & excel2t the Ndrth 9' of Lnt 18, Plat nf 01gmpin
View
Assessor's Tax Parcel ID # (s): 23270341170001
AUTHORIZED FOR RECORDING
C1 of Edmonds
By Date
Page of -z'
:1 At
;c0b'D4bdddd t. 04
WHEREAS, the above named owners are desirous of imposing a restrictive
covenant upon said premises in compliance with Section 19.00.040 of the Edmonds
Community Development Code, WITNESSETH, that for and . in
consideration of the premises, the above named owners do hereby declare and grant to
the City of Edmonds as Grantee the following restrictive covenant, to -wit:
That at the time of the execution of this Covenant the Grantors have agreed to the
Ordinance of the City of Edmonds provide that no building fo ultiple family housing
may be erected on subject property containing more than Un —units.
Said Covenant shall be binding upon all present and future owners of said real estate and
their heirs, successors and assigns.
DATED this day of Klndr-_ AlA %T 19—C(9
State of Waskington
)ss
County of Shc-kr-MiSW
I certify that I know or have satisfactory evidence that 5ruce- C - Rommel
signed this instrument, on oath stated that (Pshe was authorized to execute the
instrument and acknowledged it as the 12ar+ner -(title) of _ 0 1 ttvv\ p i C_
AeL PeLr+v\e_rSh;A (name of party on bel�alf on whom instrument was executed) to be
the free and volun&ry act of such party for the uses and purposes mentions in this
instrument. Subscribed and sworn to before me this 15f dayof Nr,\Je;rA.6e_V1
, 19 '99
Notary Public i; awi-or-lZe--state of Washin
My commission expires
AUTHORIZED FOR RECORDING
0
IfEdumonds
IV)
evil,` J0 C5
Lk,V,City
By: ate KIQ 1%.
D
P2gC Of
of
L-.\TEMPUBUILDING\FORMS\RESTRICT
RE CEEVE r.;
OCT 15 1999
DEVELOPMENT SERVICES CTFL
CITY OF EDMONDS
STORM DRAINAGE STUDY
for
Olympic Vista 6 Unit
239 - 4th Ave. S.
Edmonds, WA.
SURVEYING SUPPLIED BY:
Chenoweth Landsurveying
18130 Midvale Ave. N. Ste. A
Seattle, WA. 98133
Tel.: (206) 542-2188
Fax.: (206) 672-8333
PROJECT #: 99578
ISSUE DATE: 7/14/99
REVISION DATE: 10/14/99
Ovooll
3 <
McDONNELL ENGINEERING, INC.
2733 Colby Avenue
Everett, WA 98201
(425) 258-2059 (800) 835-49711
Fax (425) 258-5046
MCDO +
WA
is-r
k?wmfi 10/13/01
STORM DRAINAGE STUDY
for
Olympic Vista 6 Unit
239 - 4th Ave. S.
Edmonds, WA.
SURVEYING SUPPLIED BY:
Chenoweth Landsurveying
18130 Midvale Ave. N. Ste. A
Seattle, WA. 98133
TeL: (206) 542-2188
Fax.: (206) 672-8333
PROJECT #: 99578
ISSUE DATE: 7/14/99
REVISION DATE: 10/14/99
3 =� <
WDONNELL ENGINEERM, INC.
2733 Colby Avenue
Everett, WA 98201
(425) 258-2059 (800) 835-4971
Fax (425) 258-5046
TABLE OF CONTENTS
TAB#
CHAPTER
PAGE#
1)
ATTACHMENT "All.
3
2)
EXISTING CONDITIONS
4
3)
DEVELOPED SITE CONDITIONS
5
4)
DETENTION DESIGN CRITERIA
6
5)
DETENTION PIPE SIZING RESULTS
7
6)
DOWNSTREAM ANALYSIS
7
7)
PARKING LOT DRAINAGE OPTIONS
8
8)
PUMP SIZING
9
9)
BASIN MAPS & RELATED REPORTS.
9
7114199
Hummel Condo
99578
1. ATTACHMENT "A"
DRAINAGE INFORMATION SUMMARY FORM
Project Name: Drainage Olympic Vista ZA or PFN:
Project Engineer: J. C. McDONNELL & ASSOCIATES
Project Applicant: Hummel Construction, Inc
Project Total Area: 0.23 Acres
Project Development Area: 0.23 Acres Number of Lots: N/A
Summary Table:
Drainage Basin Information Individual Basin Designation
A
On -site Area 0.23
Type of Storage Proposed Pipe
Approximate Storage Volume 800
Soil types Alderwood
Pre -developed Runoff Rate
Q (cfs)
2 year 0.005
10 year 0.015
100 year 0.050
Post -developed Runoff Rate Before /after controlling
Q (cfs) Design/Corrected Q
2 year 0.005/ 0.004
10 year 0.015/ 0.013
100 year 0.050/ 0.045
Type of water quality measure(s) proposed:
1 . Silt Fence around site perimeter.
2. Standard erosion control BMPs at building stage such as mulch, seed, hay
bales, sediment traps, TESC entrance to control construction runoff.
3
10/13199
Hummel Condo
99678
2. EXISTING CONDITIONS
The site is located in the urban core of the City of Edmonds at 239 4th
Street South in Section 23, Township 27N, Range 3E, W.M. in Snohomish
County, WA. and is currently developed with a single family home,
garage, carport etc. It is surrounded on all sides with residential
development including apartments east and west and residential homes
to the north and south. The property is bordered by an alley to the east
through which all sewerage and drainage utilities are directed. Water
service is delivered from 4th Avenue S. on the West Side. The alley
pavements have been cut in recent years and patched such that the
surfaces are in rough shape. Nevertheless, the site is assumed to be 2 nd
growth woods.
According to City of Edmonds basin maps runoff from the surrounding
rooftops is directed northward via an 8" culvert system to Dayton Street
west to 3rd Avenue and south to discharge into a local creek that drains
west into Union Oil Marsh.
a. UNDEVELOPED CONDITIONS:
TOTAL BASIN #A DEVELOPMENT AREA 0.23 ACRES
DEVELOPMENT/DETENTION AREA 0.23 ACRES
Existing CN:
In this application, site soils are Alderwood series GSL,
Hydrologic Class C, per the Snohomish County Soil Survey.
CN Assumed for Site = 81 for (based upon site coverage with 2 nd growth
woods as required by the City of Edmonds, an extremely conservative
assumption for an urban centQ.
Pervious Area = 0.23 ac. CN = 81
Impervious Area = 0.00 ac. CN = 98
Undeveloped Tc = 29.01 min. (min. for 2 nd growth)
L 1 (n) = 150' @ S = 0.0350 (sheet Q); ns = 0. 15
b. TOPOGRAPHY & SOILS
The Snohomish County Soil Survey maps indicate the area is dominated
by Alderwood series Urban Complex on 2% to 8% slope. Alderwood is a
hydrologic Type C soil. The site is essentially flat at elevation 2 feet
higher than the public sidewalk elevation along 4th Avenue S.
4
STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN
Table
111-1.3 SCS Western Washington Runoff Curve Numbers
(Published by SCS in
1982) Runoff curve numbers for
selected agricultural,
suburban and urban
land use for Tyj2e
1A rainfa 11 distribution, 24-hour
storm
duration.
LAND
USE DESCRIPTION
CURVE
NUMBERS BY
HYDROLOGIC SOIL GROUP
A
B C'
D
C u
Cultivated land(l):
winter condition
86
91 94
95
M 0
Mountain open areas:
[adow
low growing brush & grasslands
74
82 89
92
He or pasture:
65
78 85
89—
W Wo
ood or -forest land:
undisturbed
42
64 76
81
W Wo
ood or forest land:
young..second growth or brush
55
72
86
or
Orchard:
with cover crop
81
88 92
94
Open spaces, lawns, parks, golf courses, cemeteries,
landscaping.
Good condition: grass
cover on k75% of the
68 80
86
90
area
Fair condition: grass
cover on 50-75% of
77 85
90
92
the area
Gravel roads & parking lots:
76 85
89
91
Dirt roads & parking lots:
72 82
87
89
Impervious surfaces, pavement,
roofs etc.
98 98
98
98
Open water bodies: lakes,
wetlands, ponds etc.
100 100
100
100
Single family residential(2):
Dwelling Unit/Gross Acre %Impervious(3)
1.0 DU/GA
Separate
curve
number
1.5 DU/GA
15
20
shall be
selected
for
2.0 DU/GA
25
pervious
& impervious
2.5 DU/GA
30
portions
of the
site
3.0 DU/GA
34
or basin
3.5 DU/GA
38
4.0 DU/GA
42
4.5 DU/GA
46
5.0 DU/GA
48
5.5 DU/GA
so
6.0 DU/GA
52
6.5 DU/GA
54
7.0 DU/GA
56
PUD's, condos, apartments,
%impervious
commercial businesses &
must be
industrial areas
computed
(1) For a more detailed description of agricultural land use curve numbers refer
to National Engineering Handbook, Sec. 4, Hydrology, Chapter 9, August 1972.
(2) Assumes roof and driveway runoff is directed into street/ torm system.
(3) The remaining pervibus areas (lawn) are considered to be on good
condition for these curve numbers.
111-1-12 --TE—BRUARY, 1992
I
10/13/99
Hummel Condo
99578
3. SITE DEVELOPED SITE CONDITIONS
Developed conditions are summarizes as follows:
FUT. IMPERVIOUS SURFACE AREA 0.18ACRES
FUT. PERVIOUS SURFACE AREA 0.05 ACRES
Determine Future CN:
Alderwood Gravelly Sandy Loam; Hydrologic Group = C
Developed CN Assumed for Site w. Lawn Cover = 86
Pervious Area = 0.05 ac. CN = 86
Impervious Area = 0. 18 ac. CN = 98
Developed Tc = 5.0 min. (min. for paved)
Developed Tc 9.57 min. (min. for pervious)
1 4.
The existing structures are to be torn down and replaced with a 6 unit
condo building. The structure will have underground parking for 8
vehicles inside. Drainage will be directed to the sanitary sewer as is the
custom. There will be a paved access ramp from alley elevation to the
basement floor at approximately 10 % for a distance of 29 feet. Outside
on the ramping driveway, six additional parking stalls will drain toward the
garage floor.
DETENTION DESIGN CRITERIA
Detention will be provided to satisfy the 2 year, 10 year and 100 year
storm requirements per the City of Edmonds storm drainage requirements
and the 1992 DOE Manual. The Storm Drainage calculations are based
upon the Santa Barbara Unit Hydrograph Method as described in the
Stormwater Management Manual for Puget Sound published by DOE in
June 1991 (Ref. 1). Rainfall intensity is determined according to the
referenced DOE Manual Method using Isobaric Charts for Snohomish
County. Hydrograph calculations are performed on the Waterworks
Program by Engenious Systems, Inc.
The storm selected was the required Type 1A for Snohomish County.
Concentration times were calculated based upon flows from the most
distant point on the site to the proposed discharge point.
ri
I
I
101`13199
Hummel Condo
99578
1 4. DETENTION DESIGN CRITERIA
Basin descriptions are provided on the computer reports for the design
storms of interest, the 2-year, 10 year and 100 year storms for
undeveloped and developed cases respectively. Storm data is presented
in tabular format on the following pages with brief summaries and
explanations of the results.
Since a 5 foot landscape strip is bypassing the detention area and is
flowing into the 4 1h A ' venue S. drainage, the City has required a correction
be made on the outlet structure. To reduce this impact, a large portion of
the landscape and patio areas are directed to the pump wet -well in lieu of
gravity flow. In a later section an effort is made to nominally correct the
outlet diameters. However, it is the designer's opinion that no benefit is
achieved since the adjustments occur in the third decimal place and
cannot be considered significant in the model nor can this accuracy be
achieved in construction. Orifices are typically drilled to the nearest 1/16"
in diameter. Hence this is a mathematical exercise.
Bypass area consists of the 5 foot landscape strip between the patios and the
sidewalk in front of the building. Area estimate is 960 sf = 0.022 ac with CN = 86.
Hydrographs 14, 15 and 16 on the following page indicate the runoff rates of the
bypass area in the 2 year, 10 year and 100 year 24 hour storm events.
Outlet diameters were revised per City instruction based upon the following
results:
a. 2 yr. Storm 0.005 - 0.001 = 0.004 cfs
b. 10 yr. Storm 0.015 - 0.002 = 0.013 cfs
C. 100 yr. Storm 0.050 - 0.005 = 0.045 cfs
In the computerized cacu lati on s, orifice sizes were reduced to fit based upon
these flow corrections.
6
I
10113199
Hummel Condo
99578
5. DETENTION HYDRAULIC PIPE SIZING RESULTS
Hummel 6 Unit Condo
Edmonds, Washington
Detention Sizing
HYDROGRAPH SUMMARY
PEAK TIME VOLUME
HYD RUNOFF OF' OF Contrib
NUM RATE PEAK HYDRO Area
cfs min. cf\AcFt Acres
EXISTING SITE CONDITIONS
1 0.005 549 263 cf 0.23
2 year undeveloped
2 0.015 480 505 cf 0.23
10 year undeveloped
3 0.050 480 1226 cf 0.23
100 year undeveloped
DEVELOPED SITE CONDITIONS
4 0.068 480 926 cf 0.23
2 year developed
5 0.093 480 1313 cf 0.23
10 year developed
6 0.153 480 2272 cf 0.23
100 year developed
DETENTION DESIGN PERFORMANCE
7 0.027 540 672 cf 0.23
2 year allowed release
8 0.056 500 1043 cf 0.23
10 year allowed release
0.153 490 2000 cf 0.23
100 year allowed release
E3YPASS LANDSCAPING HYDROGRAPHS
14 0.001 540 25 cf 0.02
2 year BYPASS
15 0.002 500 43 cf 0.02
10 year BYPASS
16 0.005 490 84 cf 0.02
100 year BYPASS
CORRECTED DETENTION DESIGN PERFORMANCE
18 0.004 -1540 517 cf 0.21
2 year allowed release
19 0.013 WO 882 cf 0.21
10 year allowed release
20 0.045 490 1838 cf 0.21
100 year allowed release
7
10/13199
Hummel Condo
99578
5. DETENTION HYDRAULIC SIZING RESULTS
The enclosed appendices contain the computer results, which indicated
the following required vault detention sizing:
1 . Detention VAULT REQUIRED is32'longX9'wideX4.0
2. Riser is an 8" pipe at invert elevation 59.00.
3. A two -orifice outlet structure with a bottom orifice of 0.0396 in.
reduced to 0.323 inches at elevation 58.50 and a second orifice
1.55 inches in diameter at elevation 61.10.
4. Access will be provided through 24" hatches i nthe lid of the vault.
6. DOWNSTREAM ANALYSES
The current site drainage is split with all piped drainage directed toward
the alley and lawn runoff graded to the street. The developed condition
will now direct all runoff from the rooftop and most of the exposed paved
parking to the alley.
According to City of Edmonds basin maps runoff from the surrounding
rooftops is directed northward via an 8" culvert system to Dayton Street
west to 3rd Avenue and south to discharge into a local creek that drains
west into Union Oil Marsh.
Alley Culvert Capacity
P1 120'— 8" Storm@ 0.010 Capacity= 1.21 cfs
P2 210'-8" Storm@ 0.017 Capacity= 1.58cfs
I
10/13/99
Hummel Condo
99578
7. PARKING LOT DRAINAGE OPTIONS (I.E. PUMP DESIGN OR SEWER)
Topographic considerations and the limited depth of the available storm
conveyance necessitate the bypass of certain small areas of land on the project
site. The most critical of these is exposed parking area that accesses the
subsurface parking garage. Therefore, 1,490 sf of this pavement will drain below
the minimum flow line elevation to the pipe detention. This low-lying pavement
must be dealt with in one of two ways. Either the water must be channeled to
the a small sump pump station and pumped into the detention vault or it must be
allowed to flow into the sanitary sewer that is currently serving the basement
garage. The city has rejected the gravity option so a pump system has been
selected and sized to assure detention and restricted release of this runoff.
In addition, other areas that cannot be drained by gravity will now drained to the
wet -well and pumped on demand into the vault storage tank. The total areas so
drained are as follows:
1 . Asphalt Parking 1,488 sf
2. Westerly Rooftop Downspouts 2,272 sf
3. Patios 1 & 2(west) 1,026 sf
4. Landscaping N & S 950 sf
Subtotal 5,736 sf 0.1316 ac
a) Pump Elevation is assumed to be 6.5 ft below the nearest grate elevation of
60.5. Elevation = 54.00
b) Pump discharge elevation will be 59.00. Static Head will be 6.0 feet.
c) Pipe diameter will be 2" PVC.
d) Peak Flow is calculated conservatively with SBUH Hydrograph Method for
the Q 100 event for the pump tributary area,
Q 100-24 0.08 cfs * 7.48 g/cf * 60 s/min = 35.9 gpm
e) Pump tank should be a 30" pump tank with a minimum 5.0 feet of storage
f) Total storage volume = Sec A * d = 4.91 sf * 5' = 24.55 cf (183.63 gal)
g) The pump should be designed to pump the full tank volume in 3 minutes.
h) Emergency overflow should be provided with a minimum 4" diameter pipe
connected either to the curb line in front of the building or directed to the
sewer drain in the basement if authorized by the city engineer.
I
a
W_ I
'10/13/99
Hummel Condo
99578
8. PUMP SIZING
TDH (total dynamic head) = static + velocity head/friction loss
Static Head = 5.0
FM Length = 53' Friction Loss for 2" @ 35 gpm = 0.765 ft/1 00ft
Velocity Head 0.53 * 0.765 ft = 0.405 ft
Minor Losses Assume 2'
TDH = 5.0 + 0.405 + 2' 7.4'
Select an SV 24M1 Hydromatic Pump 1/4 HP or equal pumping
40 gpm at a TDH of 7.4'.
in
10/13199
Hummel Condo
99578
1 9. BASIN MAPS & RELATED REPORTS.
Attachments:
1 .
Existing Site Conditions Map
2.
Developed Site Conditions Map
3.
Basin Map of Upstream & Downstream
4.
Basin Summaries
a. B002 — b 100 Undeveloped (Woodland)
b. P002 — P100 Developed Site.
C. Bypass 002 — 100 , Landscape Bypass Runoff.
d. Pump 002 — 100 , Pump Tributary Basins.
5.
Hydrograph Summaries (All Hydrographs)
6.
Staged Storage Table for Detention Vault
7.
Staged Discharge Tables Orifices,
a. Original Level Pool Summary
8.
Corrected Discharge Tables Orifices,
a. Corrected Level Pool Summary Table
9.
Culvert Capacity Worksheets,
10.
Sump Pump Performance Data
1 1. Existing Site Conditions Map
12
I
30' co
30'
NORTH LINE OF
OLYMPIC VIEW
UNRECORDED PLAT LJ
xu
z
Li
ax
0 C3 L.
bi
x z
0
x u
F.R. I )SMH 'u
_LS . __ I - —1 — x
WOOD FENCE ___-T
cD S 89'57'40' STUB
x
CA
38 x x
-I X,
z x
x
----------
>
AREA=10,117±SQ.F 0
37
Li
z/ cy
m: CD m
's u �u 0 D
I- CD LLJ z a- Lr? cu
Lr? m 0 V) cu CD
cu u <:
BE R F- a-
S.F. F ( —TO
m ---STUB zo <
BENCH MARK CONC, WA—LK #239
.x' ON TOP OIL
OF BOTTOM 70 36
FLANGE BOLT C3
0 C-)
EL. 59.45 13 ?� I F_
m
;o
OILO
Qj PLUG
OD cy) m 00
r- 6
00 to cD 0Q)
c) �o
ui wV FH 122.64
ZD K x—x—x::--x—x—x—x—x—x—x( x—x X—A
71 CYCLONE FEN E CD
cu CONCRETE WALL TIN 89'57'40' W Lo
CD (Xi
35
38
37
!�n�B F R E
C B
x
I
S,F.R, x
HUMMEL CONSTRUCTIEW I
34 SCALE: 1'=20' x
u
2. Developed Site Conditions Map
13
::%CRETE DETE',
4-J�T 35 X9
:7 ti2.25t
IOL-- 6'F
@0 00-
'ropny DF<A-N
GE 58 -
25
IE 57.98
GE 5i 5
i2'YD
TOP OF WALL
IE 5800
GE: 610
?
TOP OF WALC
7�61.2
JE. 60(1
f S 89*5
40' E 122.64
6S.00
STUB.
1 t?
15-t Pvc
26 LF 4'Pc SWALE —
162
EA. 4 Pvc
@ 0.0!6
I@ c 005.
EL 5'.Bt
*DOWN POU
DOWN SPOU 1 .62.
— — — — — —
— — -- --- — —
— — — — — — —
IE-62.5
PLANTER
C3
38
YD SPOUT
6025
V)
12' DOWN
GE 60.0
2 3
A
IE 59 co
z
13
0
6' SSS
62.
'53 1
AREA= 10,117 ±SO.rT.
2% M"60 -.5
b 1
G3.0
a,
4 25' ACO
SIGN::
37
TRENCH
,G
wm
PROPOSED
4' P'.11C
3/4'
_IAL
--MOVED
6 UNITBUILDING INLET WITH
6 62 96
U�
FF 60.25
OIL SEPARATOR
SLdP
NEI
cu
GE:60.241 4'
IE:57.4
60.-7- EXISTING
63.5 5
SOLF 8. PVC
0103
5tF' 6' PVC
ACO CB SS STUB
eO
@ 2% MIN IL:58.7±
4' PJC EMERGEN Y"
12' YD
GE 60 0, 36
OVERFLOW LINE
0
fizz
AL!i? 62 03 51
fL:
IE 59 8,
Li
CD
U-) �u
4 5 6 7 9 1 0
DOWN SPOUT
z
��32t F 6'PVC 0.01
(lu 0i -
CD CD cl:
0
4' C.O. IE-58 63
6.
z
1 6
16224
58' 6' PVC 0.01 MIN
z
17z.- 7_2
w
P,(C @ 0.15
SPOU
6' 10' PIPE SLEEVE
0
2
LE68.10
7
N 89*5', Q
\� 022.64
U
C
35
3. Basin Map of Upstream & Downstream
14
124 7
01)mpic Beach
ool
zy
VL fro
170 174
175 110 408
170 123
200
1.90 ARKM 122 f15
192 128
- 125
-148 130 Ito
f94
X, it
127
50 145 112
152
fit 113 119 f23
i J6
'22Y
9 o 24
A
222 j"
20-T
120 2W
Ifo 210
J15 190 uwj i 22f 216 215
222 < 2M "s
221
J 224 225 L(AdwF-
'A 4 1
229 232
J17 z 219
IM (N -W Jos
170 IM 2Y7 4
"&am
200 ALDER ST 2M 242
YId
247
SOVAW 314
HANOW 220 - 2W
Dema-Avvr
its J17
160 150 1304 PW 263 410
'7
J2.Y J24 SUB I'-
--:7 SrA 4121�
.128 2W7 U
r
li67 271 AL
32,
4 275
A jol
156 IlDwis 6K DO -23q 405
5M
M?#,S M/M ST
40
4W -
7
Me
414 412 41 4M 4M 404 40 512
swum M o"t It
1"=300' mapped NOV. 1998 SHEET 7 SECTION 23
Lim
I=== MM MMMMMM MMMMMM ==I
I
I
4. Basin Summaries
a. B002 — MOO Undeveloped (Woodland)
e. P002 — PIOO Developed Site.
f. Bypass 002 — 100, Landscape Bypass Runoff.
g. Pump 002 — 100, Pump Tributary Basins.
15
10/14/99 4:4:22
pm
J.C. McDonnell & Associates
page 1
Edmonds, Washington
Hummel 6 Unit Condo
Detention Sizing
BASIN SUMMARY
BASIN ID: B002
SBUH METHODOLOGY
NAME: Existing - @2yr - 24 Hr
TOTAL AREA ....... :
0.23 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... :
TYPE1A PERV
IMP
PRECIPITATION .... :
1.50 inches AREA..: 0.23 Acres
0.00 Acres
TIME INTERVAL .... :
10.00 min CN .... : 81.00
0.00
TC .... : 29.01 min
0.00 min
ABSTRACTION COEFF:
TcReach - Sheet
L:
0.20
120.00 ns:0.4000 p2yr: 1.50 s:0.0350
PEAK RATE: 0.01
cfs
VOL: 0.01 Ac-ft TIME: 540 min
BASIN ID: B010
NAME: Existing - @10yr - 24 Hr
SBUH METHODOLOGY
TOTAL AREA .......
0.23 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE,***:
PRECIPITATION .... :
TYPE1A PERV
2.00 inches AREA..: 0.23 Acres
MP
0.00 Acres
TIME INTERVAL .... :
10.00 min CN .... : 81.00
0.00
TC .... : 29.01 min
0.00 min
ABSTRACTION COEFF:
TcReach - Sheet
L:
0.20
120.00 ns:0.4000 p2yr: 1.50 s:0.0350
PEAK RATE: 0.02
cfs
VOL: 0.01 Ac-ft TIME: 490 min
BASIN ID: B100
NAME: Existing @100yr - 24 Hr
SBUH METHODOLOGY
TOTAL AREA ....... :
0.23 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... :
PRECIPITATION ....
TYPE1A PERV
3.'.-�20 inches AREA..: 0.23 Acres
IMP
0.00 Acres
TIME INTERVAL ....
10.00 min CN .... : 81.00
0.00
TC .... : 29.01 min
0.00 min
ABSTRACTION COEFF:
0.20
TcReach - Sheet
L:
120.00 ns:0.4000 p2yr: 1.50 s:0.0350
PEAK RATE: 0.05
cfs VOL: 0.03 Ac-ft TIME: 490 min
I
I I
I
I
I
I
10/14/99 4:4:33 pm J.C. McDonnell & Associates page 1
Hummel 6 Unit Condo
Edmonds, Washington
Detention Sizing
BASIN SUMMARY
BASIN ID: D002
SBUH METHODOLOGY
TOTAL AREA ....... :
RAINFALL TYPE .... :
PRECIPITATION .... :
TIME INTERVAL .... :
ABSTRACTION COEFF:
TcReach - Sheet L:
PEAK RATE: 0.06 cfs
BASIN ID: D010
SBUH METHODOLOGY
TOTAL AREA ....... :
RAINFALL TYPE .... :
PRECIPITATION .... :
TIME INTERVAL .... :
ABSTRACTION COEFF:
TcReach - Sheet L:
PEAK RATE: 0.08 cfs
BASIN ID: D100
SBUH METHODOLOGY
TOTAL AREA ....... :
RAINFALL TYPE .... :
PRECIPITATION .... :
TIME INTERVAL .....
ABSTRACTION COEFF:
TcReach - Sheet L:
PEAK RATE: 0.14 cfs
I
NAME: Proposed - @2yr - 24 Hr
0.23 Acres
BASEFLOWS: 0.00 cfs
TYPE1A
PERV
1.50 inches
AREA..: 0.05 Acres
10.00 min
CN .... : 86.00
TC .... : 9.57 min
0.20
80.00 ns:0.1500 p2yr: 1.50 s:0.0350
VOL: 0.02
Ac-ft TIME: 480 min
NAME: Proposed - @10yr - 24 Hr
0.23 Acres
BASEFLOWS: 0.00 cfs
TYPE1A
PERV
2.00 inches
AREA..: 0.05 Acres
10.00 min
CN .... : 86.00
TC .... : 9.57 min
0.20
80.00 ns:0.1500 p2yr: 1.50 s:0.0350
VOL: 0.03
Ac-ft TIME: 480 min
NAME: Developed @100yr - 24 Hr
0.23 Acres
BASEFLOWS: 0.00 cfs
TY;PE1A
PERV
3,�20 inches
AREA..: 0.05 Acres
10.00 min
CN .... : 86.00
TC .... : 9.57 min
0.20
80.00 ns:0.1500 p2yr: 1.50 s:0.0350
VOL: 0.05
Ac-ft TIME: 480 min
IMP
0.18 Acres
98.00
5. 00 min
IMP
0.18 Acres
98.00
5. 00 min
IMP
0.18 Acres
98.00
5. 00 min
10/14/99 4:5:17 pm J.C. McDonnell & Associates page i
Hummel 6 Unit Condo
Edmonds, Washington
Detention Sizing
BASIN SUMMARY
BASIN ID: ZBYP002
NAME: BYPASS - @2yr -
24 Hr
SBUH METHODOLOGY
TOTAL AREA ....... :
0.01 Acres
BASEFLOWS:
0.00 cfs
RAINFALL TYPE .... :
TYPE1A
PERV
PRECIPITATION .... :
1.50 inches
AREA..:
0.01 Acres
TIME INTERVAL .... :
10.00 min
CN .... :
86.00
TC .... :
5.00 min
ABSTRACTION COEFF:
0*20
TcReach - Sheet
L:
80.00 ns:0.1500 p2yr: 1.50
s:0.0350
PEAK RATE: 0.00
cfs
VOL: 0.00
Ac-ft TIME:
480 min
BASIN ID: ZBYPO10
NAME: BYPASS - @10yr -
24 Hr
SBUH METHODOLOGY
TOTAL AREA .......
0.01 Acres
BASEFLOWS:
0.00 cfs
RAINFALL TYPE-.:
TYPE1A
PERV
PRECIPITATION .... :
2.00 inches
AREA..:
0.01 Acres
TIME INTERVAL .... :
10.00 min
CN .... :
86.00
TC .... :
5.00 min
ABSTRACTION COEFF:
TcReach - Sheet
L:
0*20
80.00 ns:0.1500 p2yr: 1.50
s:0.0350
PEAK RATE: 0.00
cfs
VOL: 0.00
Ac-ft TIME: 480 min
BASIN ID: ZBYP100
NAME: BYPASS - @100yr
- 24 Hr
SBUH METHODOLOGY
TOTAL AREA ....... :
0.01 Acres
BASEFLOWS:
0.00 cfs
RAINFALL TYPE .... :
TYPE1A
PERV
PRECIPITATION .... :
3.00 inches
AREA..:
0.01 Acres
TIME INTERVAL .... :
10.00 min
CN .... :
86.00
TC .... :
5.00 min
ABSTRACTION COEFF:
0.20
TcReach - Sheet
L:
80.00 ns:0.1500 p2yr: 1.50
s:0.0350
PEAK RATE: 0.01
cfs
VOL: 0.00
Ac-ft TIME: 480 min
I
IMP
0.00 Acres
0.00
0.00 min
IMP
0.00 Acres
0.00
0.00 min
IMP
0.00 Acres
0.00
0.00 min
10/14/99 4:5:9 pm J.C. McDonnell & Associates page 1
Hummel 6 Unit Condo
Edmonds, Washington
Detention Sizing
BASIN SUMMARY
BASIN ID: PUNP002
NAME: PUMP
INFLOW @2yr
- 24 Hr
SBUH METHODOLOGY
TOTAL AREA ....... :
0.13 Acres
BASEFLOWS:
0.00 cfs
RAINFALL TYPE .... :
TYPE1A
PERV
PRECIPITATION .... :
1.50 inches
AREA..:
0.02 Acres
TIME INTERVAL .... :
10.00 min
CN ....
86.00
TC ....
5.00 min
ABSTRACTION COEFF:
0.20
TcReach - Sheet
L: 80.00 ns:0.1500 p2yr: 1.50
s:0.0350
PEAK RATE: 0.03
cfs VOL: 0.01
Ac-ft TIME:
480 min
BASIN ID: PUMP010
NAME: PUMP
INFLOW @ 10yr
- 24 Hr
SBUH METHODOLOGY
TOTAL AREA ....... :
0.14 Acres
BASEFLOWS:
0.00 cfs
RAINFALL TYPE .... :
TYPE1A
PERV
PRECIPITATION .... :
2.00 inches
AREA..:
0.03 Acres
TIME INTERVAL .... :
10.00 min
CN.... :
86.00
TC....:
5.00 min
ABSTRACTION COEFF:
TcReach - Sheet L:
PEAK RATE: 0.05 cfs
BASIN ID: PUMP100
SBUH METHODOLOGY
TOTAL AREA ....... :
RAINFALL TYPE .... :
PRECIPITATION .... :
TIME INTERVAL .... :
ABSTRACTION COEFF:
TcReach - Sheet L:
PEAK RATE: 0.08 cfs
0.20
80.00 ns:0.1500 p2yr: 1.50 s:0.0350
VOL: 0.02 Ac-ft TIME: 480 min
NAME: PUMP INFLOW @ 100yr - 24 Hr
0.13 Acres BASEFLOWS: 0.00 cfs
TYPE1A PERV
3.00 inches AREA..: 0.02 Acres
10.00 min CN .... : 86.00
TC .... : 5.00 min
0.20
80.00 ns:0.1500 p2yr: 1.50 s:0.0350
VOL: 0.03 Ac-ft TIME: 480 min
IMP
0. 11 Acres
98.00
5.00 min
IMP
0. 11 Acres
98.00
5.. 00 min
IMP
0. 11 Acres
98.00
5. 00 min
I
I
I
11
1 5. Hydrograph Summary Table (All Hydrographs)
16
10/14/99 4:5:22 pm J.C. McDonnell & Associates page
Hummel 6 Unit Condo
Edmonds, Washington
Detention Sizing
HYDROGRAPH SUMMARY
PEAK
TIME
VOLUME
HYD
RUNOFF
OF
OF
Contrib
NUM
RATE
PEAK
HYDRO
Area
cfs
min.
cf\AcFt
Acres
1
0.005
540
263
cf
0.23
2
0.015
490
505
cf
0.23
3
0.050
490
1226
cf
0.23
4
0.057
480
926
cf
0.23
5
0.081
480
1313
cf
0.23
6
0.139
480
2272
cf
0.23
7
0.006
1450
672
cf
0.23
8
0.017
790
1043
cf
0.23
9
0.051
550
2000
cf
0.23
11
0.035
480
558
cf
0.14
12
0.049
480
791
cf
0.14
13
0.078
480
1270
cf
0.14
14
0.001
480
25
cf
0.01
15
0.002
480
43
cf
0.01
16
0.005
480
84
cf
0.01
18
0.004
1460
517
cf
0.23
19
0.015
970
882
cf
.0.23
20
0.046
560
1838
cf
0.23
I
I
I
1 6. Staged Storage Table for Detention Vault
I
I
I
I
I
I
I
I
LI
IVA
1
10/14/99 4:7:7 pm J.C. McDonnell & Associates page
Hummel 6 Unit Condo
Edmonds, Washington
Detention Sizing
--------------
- -------------
STAGE STORAGE TABLE
RECTANGULAR VAULT
ID No. v1
Description:
Standard
Detention
Vault
Length:
32.00
ft.
Width:
9.00
ft.
voids:
1.000
STAGE < ---- STORAGE ---- >
STAGE< ---- STORAGE ---- > STAGE< ----
STORAGE ---- >
STAGE< ---- STORAGE ---- >
(ft) --- cf--- --AC-Ft-
(ft) --- Cf --- --
AC -Ft-
(ft) --- cf--- --kc-Ft-
(ft) --- Cf --- --AC-Ft-
58.50
0.0000
0.0000
61.00
720.00
0.0165
63.50
1440
0.0331
66.00
2160
0.0496
58.60
28.800
0.0007
61.10
748.80
0.0172
63.60
1469
0.0337
66.10
2189
0.0502
58.70
57.600
0.0013
61.20
777.60
0.0179
63.70
1498
0.0344
66.20
2218
0.0509
58.80
86.400
0.0020
61.30
806.40
0.0185
63.80
1526
0.0350
66.30
2246
0.0516
58.90
115.20
0.0026
61.40
835.20
0.0192
63.90
1555
0.0357
66.40
2275
0.0522
59,00
144,00
0*0033
61*50
164*00
0,0191
64*00
1514
0,0364
66,51
2304
0*0129
59.10
172.80
0.0040
61.60
892.80
0.0205
64.10
1613
0.0370
66.60
2333
0.0536
59.20
201.60
0.0046
61.70
921.60
0.0212
64.20
1642
0.0377
66.70
2362
0.0542
59.30
230.40
0.0053
61.80
950.40
0.0218
64.30
1670
0.0383
66.80
2390
0.0549
59.40
259.20
0.0060
61.90
979.20
0.0225
64.40
1699
0.0390
66.90
2419
0.0555
59.50
288.00
0.0066
f-2-.00
1008'
0.0231
64.50
1728
0.0397
67.00
2448
0.0562
59.60
316.80
0.0073
62.10
1037
0.0238
64.60
1757
0.0403
67.10
2477
0.0569
59*71
345*60
0,0079
62,20
1066
0,0245
64.70
1786
0.0410
67.20
2506
0.0575
59.80
374.40
0.0086
62.30
1094
0.0251
64.80
1814
0.0417
67.30
2534
0.0582
59.90
403.20
0.0093
62.40
1123
0.0258
64.90
1843
0.0423
67.40
2563
0.0588
60.00
432.00
0.0099
62.50
1152
0.0264
65.00
1872
0.0430
67.50
2592
0.0595
60.10
460.80
0.0106
62.60
1181
0.0271
65.10
1901
0.0436
67.60
2621
0.0602
60.20
489.60
0.0112
62.70
1210
0.0278
65.20
1930
0.0443
67.70
2650
0.0608
60.30
518.40
0.0119
62.80
1238
0.0284
65.30
1958
0.0450
67.80
2678
0.0615
60.40
547.20
0.0126
62.90
1267
0.0291
65.40
1987
0.0456
67.90
2707
0.0621
60.50
576.00
0.0132
63.00
1296
0.0298
65.50
2016
0.0463
68.00
2736
0.0628
60.60
604.80
0.0139
63.10
1325
0.0304
65.60
2045
0.0469
68.00
2736
0.0628
60.70
633.60
0.0145
63.20
1354
0.0311
65.70
2074
0.0476
60,11
60.90
662*40
691.20
0*0152
0.0159
63,30
63.40
1312
1411
0*0317
0.0324
65.80
65.90
2102
2131
0.0483
0.0489
I
I
7. Staged Discharge Tables for Design Orifices,
a. Original Level Pool Summaries
18
10/14/99 4:7:7 pm J.C. McDonnell & Associates page 2
Hummel 6 Unit Condo
Edmonds, Washington
Detention Sizing
STAGE DISCHARGE TABLE
MULTIPLE ORIFICE ID No. ORlb
Description: Multiple Control Orfice
Outlet Elev: 59.00
Elev: 58.50 ft orifice Diameter: 0.3959 in.
Elev: 60.80 ft Orifice 2 Diameter: 1.5293 in.
STAGE
<--DISCHARGE --- >
STAGE
<--DISCHARGE --- >
STAGE
<--DISCHARGE --- >
STAGE
<--DISCHARGE --- >
(ft)
--- CfS -- -------
(ft)
--- CfS -- -------
(ft)
--- CfS -- -------
(ft)
--- CfS -- -------
59.00
0.0000
59.80
0.0038
60-60
0.0054
61.40
0.0557
59.10
0.0013
59.90
0.0040
60.70
0.0055
61.50
0.0598
59.20
0.0019
60.00
0.0043
60.80
0.0057
61.60
0.0636
59.30
0.0023
60.10
0.0045
60.90
0.0259
61.70
0.0672
59.40
0.0027
60.20
0.0047
61-00
0.0344
61.80
0.0706
59.50
0.0030
60.30
0.0048
61.10
0.0409
61.90
0.0738
59.60
0.0033
60.40
0.0050
61.20
0.0464
62.00
0.0769
59.70
0.0036
60.50
0.0052
61.30
0.0513
10/14/99 4:7:8 pm J..C. McDonnell & Associates page 3
Hummel 6 Unit Condo
Edmonds, Washington
Detention Sizing
LEVEL POOL TABLE SUMMARY
KATCH INFLOW -STO- -DIS- <-PEAK-> STORAGE
< -------- DESCRIPTION --------- > (cfs) (cfs) --id- --id- <-STAGE> A VOL (Cf)
2 Year ....................... 0.01 0.06 v1 ORlb 60.69 7 631.79 cf
10 Year ...................... 0.02 0.08 v1 ORlb 60.85 8 678.09 cf
100 Year ..................... 0.05 0.14 v1 ORlb 61.30 9 806.36 cf
I
I
1
8. Corrected Discharge Tables For Corrected Orifices,
a. Corrected Level Pool Summary
I
I
I
I
I
I
I
I
I
I
I
I
I
I
19
10/14/99 4:5:36 pm J.C. McDonnell & Associates page 2
Hummel 6 Unit Condo
Edmonds, Washington
Detention Sizing
STAGE DISCHARGE TABLE
MULTIPLE ORIFICE ID No. ORlc
Description: Multiple Control Orfice
Outlet Elev: 59.00
Elev: 58.50 ft Orifice Diameter: 0.3230 in.
Elev: 61.10 ft Orifice 2 Diameter: 1.5500 in.
STAGE <--DISCHARGE --- > STAGE <--DISCHARGE --- > STAGE <--DISCHARGE --- > STAGE <--DISCHARGE --- >
(ft)
--- CfS -- -------
(ft)
--- CfS -- -------
(ft)
--- CfS -- -------
(ft)
--- CfS -- -------
59.00
0.0000
59.80
0.0025
60.60
0.0036
61.40
0.0401
59.10
0.0009
59.90
0.0027
60.70
0.0037
61.50
0.0457
59.20
0.0013
60.00
0.0028
60.80
0.0038
61.60
0.0507
59.30
0.0016
60.10
0.0030
60.90
0.0039
61.70
0.0552
59.40
0.0018
60.20
0.0031
61.00
0.0040
61.80
0.0593
59.50
0.0020
60.30
0.0032
61.10
0.0041
61.90
0.0631
59.60
0.0022
60.40
0.0033
61.20
0.0248
62.00
0.0668
59.70
0.0024
60.50
0.0035
61.30
0.0335
10/14/99 4:5:39 pm J.C. McDonnell & Associates page 3
Hummel 6 Unit Condo
Edmonds, Washington
Detention Sizing
LEVEL POOL TABLE SUMMARY
HATCH INFLOW -STO- -DIS- <-PEAK-> STORAGE
< -------- DESCRIPTION --------- > (cfs) (cfs) --id- --id- <-STAGE> A VOL (cf)
2 Year ....................... 0.00 0.06 v1 ORIc 61.00 18 719.55 cf
10 Year ...................... 0.02 0.08 v1 OR1c 61.15 19 763.84 cf
100 Year ..................... 0.05 0.14 v1 ORIc 61.51 20 867.82 cf
I
I
I
1 9. Culvert Capacity Worksheets
20
Worksheet
Worksheet for Circular Channel
Project Description
Project File
untffled.fm2
Worksheet
Olympic View Condos
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Full Flow Capacity
Input Data
Mannings Coefficient 0.013
Channel Slope 0.017000 ft/ft
Diameter 8.00 in
Results
Depth
0.67
ft
Discharge
1.58
cft
Flow Area
0.35
ft2
Wefted Perimeter
2.09
ft
Top Width
0.00
ft
Critical Depth
0.58
ft
Percent Full
100.00
Critical Slope
0.015394 ft/ft
Velocity
4.51
ft/s
Velocity Head
0.32
ft
Specific Energy
FULL
ft
Froude Number
FULL
Ma)dmum Discharge
1.69
cft
Full Flow Capacity
1.58
cfs
Full Flow Slope
0.017000 fttft
5�9 k
FlowMaster V5.15
07/16199 )755-1666 Page 1 of 1
02:40:29 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203
Worksheet
Worksheet for Circular Channel
Project Description
Project File
untifled.fm2
Worksheet
Olympic View Condos
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Full Flow Capacity
Input Data
Mannings Coefficient 0.013
Channel Slope 0.0 10000 ftift
Diameter 8.00 in
Results
Depth
0.67
ft
Discharge
1.21
cfs
Flow Area
0.35
ft2
Wetted Perimeter
2.09
ft
Top Width
0.00
ft
Critical Depth
0.52
ft
Percent Full
100.00
Critical Slope
0.0 10992 ft/ft
Velocity
3.46
ft/s
Velocity Head
0.19
ft
Specific Energy
FULL
ft
Froude Number
FULL
Ma)dmum Discharge
1.30
cfs
Full Flow Capacity
1.21
cfs
Full Flow Slope
0.0 10000 ftift
M1
07/16/99 FlowMaster v5.15
02:39:54 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
I
I
1 10. Sump Pump Performance Data
2)
4 11�)
Pump Characteristics
Pump/Motor Unit
Submersible
Manual Models
SW25MI
SW33Ml
Automatic Models
SW25AI
SW33AI
Horsepower
1/4
1/3
Full Load Amps
8.0
10.0
Motor Type
Shaded Pole (4 pole)
R.P.M.
1550
Phase 0
1
Voltage
115
Hertz
60
Operation
Intermittent
Temperature
120'F Ambient
NEMA Design
A
Insulation
(loss A
Discharge Size
1-1/2- NPT
Solids Handling
1/2"
Unit Weight
30 lbs.
Power Cord
18/3, SJTW, 10' std.
(20' optional)
IMaterials of Construclffbn
Handle
Steel
Lubricating Oil
Dielectric Oil
Motor Housing
Cast Iron
Pump (asinq
Cast Iron
Shaft
Steel
Mechanical
ShaftSeal
Seal Faces: Carbon/(eramic
Seal Body: Anodized Steel
Spring: Stainless Steel
Bellows: Buna-N
Impeller
Thermoplastic
Upper Bearing
Bronze Sleeve Bearing
Lower Bearing
Single Row Bull Bearing
Sfrainer/Base
Plastic
Fasteners
Stainless Steel
Performance Data
I U E, IN F-IIIIIIIIII IM-11M
44 41 36 33 29 26 23 18 12 6 O�
47 45 43 40 37 34 30 26 22 16 10
Dimensional Data
I PUMP 11-1/8
10-1/8 ON 9-1/2
DISCHARGE
HEIGHT --7
T
3 3-1/2
PUMP
OFF I
AURORA/HYDROMATIC Pumps, Inc.
1840 Baney Road, Ashland, Ohio 44805
(419) 289-3042
1. An dimensions In inches
2. (omponent dimensions may
vory ± 1/8 Inch
3. Hof far construction purpose
unless tedified
4. Dimensions and weights are
approximate
5. On/Off lewd adjustable
6. We reserve the right to
make tevisions to our
products and their
spe(ificafions without notice
BEK McDONNELL ENGINEEPJNG, INC. BELLINGHAM - EVERETT
CIVIL - GEOTECHNICAL - ENVIRONMENTAL - WETLANDS 360-676-9589 - 425-258-2059
800-859-5597 - 800-835-4971
FAX 360-676-4625 - 425-258-5046
BY DATE 9 /Z?/q PROJECT OLL(mPic- vtf>-rA SHEET NO. OF
CHKD. DATE JOB NO. 'i -? 5-7 X
CA)
1-3
7" V
z
L/� AJID _5 C A P-e-
o,
BEK ENGINEERING, INC.
2138 HUMBOLDT STREET
BELLINGHAM, WA 98225
6 �5 �' _'�> �-
7--
jj
BEK McDONNELL ENGINEERING, INC.
2733 COLBY AVENUE
EVERETT, WA 98201
X
1994 Washingion State Nonresideintial Energy Code'Compliance Form
Li ht* ",Sq1m'm'ary-4.
g ing
1994 Washington State Nonresidential
1-nargy Code Compliance Forms
Second Edition - June 199.9
ProjectInfo
Project Address-
4t!� AIC �W
Date
Itt I Ril
For Building Department Use
11 ;wf I
Applicant Name: M, 9�
Applicant Address:
[Applicant
Phone:
-4 -m-4,7,,#95
Project. Description New Building Addition C1. Alteration
ICompliance Option ;diptive Nf I Ighting Power Allowance C3 Systems Analysis
lualificatlon Chlecidist (over). Indicate Prescriptive & LPA spaces -clearly on plans.)
Alteration Exceptions 0 No changes are being made to the 1.1ghting
(check. appropriate box) Less than 60% of the fixtures are new, and Installed Ilghtng wattage is not being increased
Maximum Allowed Lighting Wattage (Interior)
Location
(floor/room no.)
Occupancy Description
Allowed
Wafts per ft2
Area In ft2
Allowed x Area
ITT
From Table 15-1 (over) - document all exceptions taken from footnotes Total Allowed Watts
rroposeCl LIgnting VVattacre (Interinfl (Mav not exr--ad Total Alinwptl Wnttr fnr lrtnFinrl
LocatJon
(floor/room no.)
Fixture Description
Number of
Fixtures
Watts/
Fixture
Watts
Proposed
4
4-
1 SO (A
IAMWI
K—
I CIO
Total, Proposed Watts ma t d T Wafts for Interior Total Proposed Wattsl
I W-
Y Mal t-ulowed
Maximum Allowed Lighting Wattage (Exterior)
Allowed Watts
Area In fe
Allowed Watts
I-Dcation
De,5cdptlol
per fe or per If.
(or If for perimeter)
x fe (or x 10
Covered Parking
0.2 Wjft2
IN t&I
Open Parking
0.2 Me
Outdoor Areas
0.2 WIfe
Bldg. (by facade)
0.25 W/fe
Bldg. (by pedm) 7.5 WAI
Note: for building exterior, choose either the facade area or the perimeter method, but not both) Total Mowed Watts
aa?xl
Pronosed Lip'lifincy Wn++20,0 IRA- -* n-A 'rM�l All. -A %Af- 4- �-a-
Location
Fixture Description
Number of Wafts/ Wafts
Fixtures Fixture Proposed
r 601VW
MusibAi",
--- - 10 -- 1-
19 1. ku-Nw�
-.1 r,0
1; 1
q=e �i
eA.Vi —.Umu -
Total Proposed Watts may not exceed Total Allowed Waft for Exterior
3
cra
I -� 11 - I F -
4T
Lc�
ED BY PLANNNG
Wo
%1,.t fttU
91,
ow-om C&AA
W
mc sm
Oftv, RIC
tog.
LKAU""
sl
p? a.-
MTN IT
9v
tile
14
%wo
IJ 6ktAft
AN
A
gsmp- M;!Tj owt -043�
wo A"4 PLW,,
(AM& Ar A"g.
kw*.v-
Rft /,�Ounl -Nwcq vt U4wa - mlmof, ft at &J,� t4 tt, qg ot 6mme —jqj�%—
qbp a WMIWOM UW 64-1s, C', .. tWo III WX O'lls 10,111 It. K -lK +GS2,.K rf,
4t
= v - &AW
;uw P
115-0. . .
zaje mr-, s
19 - qwr77- - I
1"1-1 111.1 M.-M-10 1*4 LAX= =t
b"m SUIT MAC& "W wa
ftvr-- kmmr--L, aw
I
GEOTECHNICAL ENGINEERING REPORT
OLYM[PIC VISTA CONDOMINIUM
EDMONDS, WASHINGTON
FOR
HL74ML CONSTRUCTION & DEVELOPMENT, INC.
NELSON- COUVROTE & AssoclATEs, INC.
GONSULTING GEoTECHNICAL ENGINEERS, GEOLOGISTS
AND ENVIRONMENTAL SCIENTISTS
17311-135th Avenue NE, A-500
Woodinville, WA 98072
(425) 486-1669 * Fax 481-2510
October 8, 1999
Mr. Bruce Hummel
Hummel Construction and Development, Inc.
9927 - 15 1 st Place SE
Snohomish, Washington 98296
Geotechnical Engineering Report
Olympic Vista Condominiums
Edmonds, Washington
NCA File No. 269399
Dear Mr. Hummel:
INTRODUCTION
Snohomish County (425) 337-1669
Wenatchee/Chelan (509) 784-2756
www.nelson-couvrefte.com
This report presents the results of our geotechnical engineering investigation for your Olympic Vista
project located in Edmonds, Washington. The site is located at 239 — 4th Avenue South, as shown on the
Vicinity Map in Figure 1. You have requested that we explore subsurface conditions and prepare a
geotechnical engineering report for site development.
For our use in preparing this report, we have been provided with a site plan, dated September 1, 1999,
titled "Olympic Vista", prepared by Ronald D. Johnson, Architect.
The site consists of a lot, 0.23 acres in size. Currently, a residence and outbuilding are located on the lot.
These structures will be removed as part of the planned development. Vehicle access to the site will be
obtained from an alley, which forms the eastern site boundary. The proposed six -unit condominium
project will consist of a three-story, wood -framed structure. We understand foundation loads will be
light, and that an allowable soil bearing pressure of 2,000 pounds per square foot (psf) has been assumed
for design. An elevator will be located within the central portion of the building. A parking garage will
be located within the eastern portion of the building. Grading will include minor cuts and fills up to 3 or
4 feet. Walls for the parking garage will retain up to 3 feet of soil.
Geotechnical Engineering Report
Olympic Vista Condominiums
October 8, 1999
NCA File No. 260399
Page 2
The alley located at the eastern site boundary is at an elevation of 63.5 feet (site datum). The driveway
will slope down from the alley at an inclination of 11.67 percent to the parking garage. The top of the
parking floor slab will be at Elevation 60.15 feet. The top of floor slab for the bottom floor units will be
at Elevation 60.25 feet.
SCOPE
You have requested that we explore the subsurface conditions at the site, and provide geotechnical
recommendations for site development. Specifically, our services provided as outlined in our Services
Agreement, dated September 28, 1999 are as follows:
I . Review soils and geologic maps of the area.
2. Explore the subsurface conditions by excavating backhoe-excavated test pits.
3. Provide recommendations. for site grading, including cuts and fills.
4. Provide recommendations for site drainage considerations.
5. Provide recommendations for foundation support and lateral pressures, excluding
shoring.
6. Prepare a geotechnical report to document our findings and recommendations.
SITE CONDITIONS
Surface
The project site is a residential lot, 83 feet in width, and 123 feet in length. An alley forms the eastern site
boundary, and 4h Avenue South forms the western site boundary. Residences are located on the adjacent
northern and southern lots. A residence with a crawl space and an outbuilding are currently located at- the
site. The remaining portions of the site are landscaped with lawn, bushes and trees. The site has a very
gentle downward gradient toward the west, with.about 4 feet of elevation change across the site, as
measured from the site plan provided.
Geology
Most of the Puget Sound region was affected by past intrusion of continental glaciation. The last period
of glaciation, the Vashon Stade of the Fraser Glaciation, ended approximately 10,000 to 11,000 years ago.
Many of the topographic features seen today are a result of scouring and overriding by glacial ice. During
the Vashon Stade, the Puget Sound region was overridden by over 3,000 feet of ice. Soil layers
overridden by the ice sheets were compacted to a much greater extent. than those that were not.
I NELSON-COUVRETTE & ASSOCIATES, INC.
Geotechnical Engineering Report
Olympic Vista Condominiums
October 8, 1999
NCA File No. 269399
Page 3
The geologic units mapped for this area are shown on the Prelimina[y Surficial Geologic MLap of the
Edmonds East and Edmonds West Quadrangles, Snohomish and King Counties, Washington by Mackey
Smith (U.S.G.S., 1975). The site area is mapped as glacial till (Qvt). The glacial till is a dense, unsorted
mixture of sand, silt and gravel that was deposited at the bottom of the glacier. We have classified the
soils encountered in our site explorations as till and also glacial drift. Glacial drift, as defined in this
report, is similar to glacial till, except that it has some sorting, such as sand or silt seams.
Subsurface Conditions
The subsurface conditions at the site were explored on September 29, 1999. Five test pits were excavated
with a small trackhoe. The depths of the test pits ranged from 2.8 to 7.0 feet below the existing ground
surface. The approximate locations of the test pits are shown on the Site Plan in Figure 2. A geologist
from our firm was present during the explorations, examined the soils and geologic conditions
encountered, and maintained logs of the test pits. The soils were visually classified in general accordance
with the Unified Soil Classification System,'a copy of which is shown in Figure 3. The logs of the test
pits, edited to reflect examination of soil samples in our laboratory, are shown in Figure 4.
Our explorations typically encountered a surficial layer of topsoil, which was about I foot in thickness,
except in Test Pit 4. Test Pit 4 was located in a garden area, and the topsoil was about 2.5 feet in
thickness. The topsoil generally consisted of loose, brown silty fine sand with roots.
Underlying the topsoil, in Test Pit 1, a weathered soil horizon, about 1.5 feet in thickness, was
encountered. The weathered soil consisted of loose to medium dense, silty fine sand with trace roots and
gravel, and we have classified it as weathered till. Underlying the weathered till, dense to very dense,
silty fine sand with gravel was encountered to the full depth explored of 5 feet. We have interpreted this
to be glacial till.
Underlying the topsoil in Test Pits 2, 3 and 5, a weathered soil horizon, approximately I to 3 feet in
thickness was encountered. The weathered soils consisted of loose to medium dense, silty fine sand with
trace roots and gravel. We have classified these soils as weathered drift. Underlying the weathered drift
in these explorations, and the topsoil in Test Pit 4, medium dense to very dense, glacial drift was
encountered to the full depths explored. The drift encountered in Test Pits 2 and 4 generally consisted of
a fine to medium sand with silt and seams of silty sand, and in Test Pit 3 the drift generally consisted of
NELSON-COUVRETTE & ASSOCIATES, INC.
Geotechnical Engineering Report
Olympic Vista Condominiums
October 8, 1999
NCA File No. 269399
Page 4
silty fine sand with gravel. The drift encountered in Test Pit 5 consisted of a silty fine to medium sand
with gravel and seams of silt and also sand seams.
Hydrologic Conditions
Groundwater seepage was not encountered in our explorations. However, it is noted that the explorations
were completed in September, after an extended period of dry, warm weather, when seepage volumes
could be expected to be at their lowest yearly levels. Iron staining was observed in some of the upper
portions of the site soils. The iron staining can serve as an indicator of seasonal perched water. Perched
water occurs when surface water infiltrates through less dense, more permeable soils, and accumulates on
top of the underlying, less permeable soils. The less permeable soils are considered to be the
unweathered till, drift, or silt seams, and the more permeable. soils are considered to be the weathered soil
horizon and sandier zones of the drift. We would expect groundwater to perch on the less permeable soils
during the wetter portions of the year. It should be noted that the local volumes of perched groundwater
will vary across the site.
Erosion Hazard
The criteria used for evaluation of erosion hazards include soil type, slope gradient, vegetation cover and
groundwater conditions. The surface soil types (group classification) are related to the underlying
geologic soil units. The Soil Survey of Snohomish County Area, Washington, by the Soil Conservation
Service (SCS), was reviewed to evaluate the erosion hazard of the on -site soils. The surface soils were
mapped by the SCS and classified as Alderwood-Urban (5) soils. We encountered glacial till in Test Pit I
during our investigation, consistent with Alderwood-Urban (5) soils. The site surface soils mapped just
northeast of the site consist of Everett gravelly sandy lown (17), which formed in glacial outwash, which
we consider to be consistent with the drift soils encountered at the site. The erosion hazard for these soils
on gentle slopes is listed as being slight.
Seismic Hazard
The project is located within Zone 3 of the Seismic Zone Map shown as Figure 16-2 of the 1997 Uniform
Building Code (UBC). This corresponds to a Seismic Zone Factor, Z, of 0.30.' This, in turn, corresponds
to an effective peak horizontal ground acceleration of 0.3g. Site conditions best fit the UBC description
for Soil Profile Type Sc.
INELSON-COUVRETTE & ASSOCIATES, INC.
Geotechnical Engineering Report
Olympic Vista Condominiums
October 8, 1999
NCA File No. 269399
Page 5
Hazards associated with seismic activity include liquefaction potential, slope instability, and amplification
of ground motion due to soft soil. The dense glacial soils that are interpreted to underlie this site do not
have a significant potential for liquefaction, slope instability, or amplification of ground motion.
CONCLUSIONS AND RECOMMENDATIONS
General
The underlying medium dense or better glacial soils encountered on the site are capable of supporting the
planned structures and pavements. It is our opinion that the planned structure may be supported on
conventional shallow spread footings. Foundations should extend through any topsoil or loose soils, and
bear on the underlying medium dense or better soil, or on structural fill extending to these soils. At the
test pit locations, unweathered till or drift were encountered at depths of 2 to 4 feet below existing grades.
The soils likely to be exposed during construction are considered highly moisture sensitive and will
disturb easily when wet. The sandier portions of the glacial drift are considered slightly less moisture
sensitive. We recommend that construction take place during the drier summer months. If construction
takes place during the wet season, additional expenses and delays should be expected due to the wet
conditions. Additional expenses could include export of on -site soil, the import of clean granular soil for
fill, and the need to place a blanket of rock spalls prior to placing structural fill.
Site Preparation and Grading
The first step of site preparation should be to strip the surficial topsoil and loose soil, to expose
undisturbed medium dense or better native soils in pavement and building areas. If this stripped material
contains organics, it should be removed from the site, or stockpiled for later use as landscaping fill. If this
stripped material is free of organics, it may be feasible to use it as structural fill, if its moisture content is
properly controlled.
Following stripping, the pavement and building areas should be compacted to a firm, non -yielding
condition. If the subgrade is observed to weave excessively during compaction, repairs may be necessary
or another method of preparation may be required. Alternative site preparation methods should be
determined based on conditions observed in the field.
NELSON-COUVRETTE & ASSOCIATES, INC.
I
I
Geotechnical Engineering Report
Olympic Vista Condominiums
October 8, 1999
NCA File No. 269399
Page 6
Temporary Slopes
Temporary excavations will be necessary for the building and utility trenches. Temporary cut slope
stability is a function of many factors, such as the type and consistency of soils, depth of the cut,
surcharge loads adjacent to the excavation, length of time a cut remains open, and the presence of surface
or groundwater. It is difficult under these variable conditions to estimate a stable temporary cut slope
angle. Therefore, it should be the responsibility of the contractor to maintain safe slope configurations,
since he is continuously at the job site, able to observe the nature and condition of the cut slopes, and able
to monitor the subsurface materials and groundwater conditions encountered.
Construction of the parking level may include cuts on the order of 4 feet. For planning purposes, we
recommend that unsupported temporary cuts in the near surface weathered soils be no steeper than I
Horizontal to I Vertical (I H: IV). Cuts in the unweathered till or very dense drift may stand at a steeper
inclination. If groundwater is encountered, we expect that flatter inclinations will be necessary. We
recommend that cut slopes be protected from erosion. Measures taken may include covering cut slopes
with plastic sheeting and diverting surface runoff away from the top of cut slopes. We do not recommend
vertical slopes for cuts deeper than 4 feet, if worker access is necessary. We recommend that cut slope
heights and inclin ations conform to appropriate local, state and federal regulations.
Final slope inclinations for structural fill and the native soils should be no steeper than 2H: IV. Lightly
compacted fills or common fills should be no steeper than 3H:IV. Common fills are defined as fill
material, potentially with some organics, that are "trackrolled" into place and used for landscaping. They
would not meet the compaction specification of structural fill. Final slopes should be vegetated and
covered with straw orjute netting. The vegetation should be maintained until it has been established.
Structural Fill
General: All fill placed beneath buildings, pavements or other settlement sensitive features should be
placed as structural fill. For the purpose of this report, structural fill is defined as material th at is placed
in accordance with prescribed methods and standards, and is monitored by an experienced geotechnical
professional or soils technician. Field monitoring procedures would include the performance of a
representative number of in -place density tests to document the attainment of the desired degree of
relative compaction. The areas to receive fill should be prepared as outlined in the Site Preparation and
Grading subsection of this report.
NELSON-COUVRETTE &ASSOCIATES, INC.
Geotechnical Engineering Report
Olympic Vista Condominiums
October 8, 1999
NCA File No. 269399
Page 7
Materials: Imported structural fill should consist of a good quality, free -draining granular soil, free of
organics and other deleterious material, and be well graded to a maximum size of about 3 inches.
Imported, all-weather fill should meet these requirements, and also should contain no more than 5 percent
fines (soil passing a U.S. No. 200 Sieve), based on that fraction passing the U.S. 3/4-inch sieve.
The on -site native soils consist predominantly of silty fine sand with gravel. Some of the drift soils
consisted of sand with silt or silty sand seams. It may be feasible to use this material as structural fill, if it
is relatively free of organics and can be moisture conditioned to near optimum moisture content for
compaction. At the time of our explorations, the near -surface soils appeared to be dry of optimum and
may require the addition of moisture. The soils at depth generally did not appear to be above optimum
moisture content for compaction. However, if they were to become wet, the necessary moisture
conditioning would consist of drying the materials, which would require dry, warin weather and an
adequate area in which to spread the material out. Drying the material may not be possible outside of the
drier summer months.
Fill Placement: Following subgrade preparation, placement of the structural fill may proceed. All fill
should be placed in 8- to 10-inch-thick uniform lifts. Each lift should be spread evenly and be thoroughly
compacted prior to placement of subsequent lifts. All structural fill underlying building areas, and within
2 feet of pavement subgrade, should be compacted to at least 95 percent of its maximum dry density.
Maximum dry density, in this report, refers to that density as determined by the ASTM D 1557
compaction test procedure. Fill more than 2 feet beneath sidewalks and pavement subgrades should be
compacted to at least 90 percent of its maximum dry density.
The moisture content of the -soils to be compacted should be within about 2 percent of optimum, so that a
readily compactable condition exists. It may be necessary to overexcavate and remove wet soils in cases
where drying to a compactable condition is not feasible. All compaction should be accomplished by
equipment of a type and size sufficient to attain the desired degree of compaction.
Foundations
Conventional shallow spread foundations should be placed on the undisturbed medium dense to very
dense glacial soils, or be supported on structural fill or rock spalls extending to these soils. If the soil at
the planned bottom of footing elevation is not medium dense or better, it should be overexcavated to
expose suitable bearing soil, and the excavation should be filled with structural fill, or the footing may be
NELSON-COUVRETTE & ASSOCIATES, INC.
Geotechnical Engineering Report
Olympic Vista Condominiums
October 8, 1999
NCA File No. 269399
Page 8
overpoured with extra concrete. These areas can be evaluated at the time of construction for alternative
preparation methods. The foundation bearing soil should be verified by a representative from our firm.
All loose material should be removed prior to pouring footings. Standing water should not be allowed to
accumulate in footing trenches.
Footings should extend a minimum of 18 inches below the lowest adjacent finished ground surface for
frost protection and bearing capacity considerations. Minimum footing widths of 18 and 24 inches should
be used for continuous and isolated spread footings, respectively. For foundations constructed as
recommended above, we recommend an allowable bearing pressure of not more than 2,000 psf be used
for footing design. Higher bearing pressures may be appropriate depending on specific site conditions.
We recommend that we review specific plans if higher design bearing pressures are desired. Current
Uniform Building Code (UBC) guidelines should be followed when considering short-term transitory
wind or seismic loads. Potential foundation settlement, using the above allowable bearing pressures,
should be less than I inch total and V2 inch differential between adjacent footings or across a distance of
about 20 feet.
Lateral loads may be resisted by ffiction at the base of the footing and passive resistance against the
subsurface portions of the foundation. A coefficient of friction of 0.4 may be used to calculate the base
ffiction in the glacial soils or structural fill, and should be applied to the vertical dead load only. Passive
resistance may be calculated as a triangular equivalent fluid pressure distribution. An equivalent fluid
density of 250 pounds per cubic foot (pcf) should be used for passive resistance design. These
recommended values incorporate safety factors of 1.5 and 2.0 applied to the estiirnated ultimate values for
frictional and passive resistance, respectively. To achieve this value of passive resistance, the foundations
should be poured "neat" against the native medium dense to very dense soils or compacted fill should be
used as backfill against the footing. We recommend that the upper I foot of soil be neglected when
calculating the passive resistance.
Lateral Pressures on Subsurface Walls
The lateral pressure acting on subsurface retaining walls is dependent on the nature and density of the soil
behind the wall, the amount of lateral wall movement which can occur as backfill is placed, wall drainage
conditions, and the inclination of the backfill. Subsurface walls should be provided with wall drains, as
described in the Drainage subsection of this report. For walls that are free to yield at the top at least one
NELSON-COUVRETTE &ASSOCIATES, INC.
Geotechnical Engineering Report
Olympic Vista Condominiums
October 8, 1999
NCA File No. 269399
Page 9
thousandth of the height of the wall (active condition), soil pressures will be less than if movement is
limited by such factors as wall stiffhess or bracing (at -rest condition). We recommend that walls
supporting horizontal backfill and not subjected to hydrostatic forces be designed using a triangular earth
pressure distribution equivalent to that exerted by a fluid with a density of 35 pcf for yielding (active
condition) walls, and 55 pcf for non -yielding (at -rest condition) walls. If the walls are not drained, the
equivalent fluid densities should be increased to 80 pcf and 90 pcf for active and at -rest earth pressure
conditions, respectively.
These recommended lateral earth pressures are based on the assumption of a horizontal ground surface
adjacent to the wall for a distance of at least the subsurface height of the wall, and do not account for
surcharges. Additional lateral earth pressures should be considered for surcharge loads acting adjacent to
subsurface walls and within a distance equal to the subsurface height of the wall. This would include the
effects of surcharges, such as hydrostatic pressure, traffic loads, floor slab loads, or other surface loads.
Surcharge effects should be considered, if appropriate. Increased lateral earth pressure due to adjacent
areal vertical surcharge pressures can be taken as a uniform pressure equal to 0.3 times the vertical
surcharge pressure for active conditions, and 0.45 times the vertical surcharge pressure for at -rest
conditions.
The lateral pressures on walls may be resisted by friction between the foundation and subgrade soil, and
by passive resistance acting on the below -grade portion of the foundation. Recommendations for
frictional and passive resistance to lateral loads are presented in the Foundations subsection of this
report.
All wall backfill should be well compacted as outlined in the Structural Fill subsection of this report.
Care should be taken to prevent the buildup of excess lateral soil pressures, due to overcompaction of the
wall backfill. This can be accomplished by placing wall backfill in 8-inch loose lifts and compacting it
with small, hand -operated compactors.
Slabs -on -Grade
The subgrade for slabs -on -grade should be prepared as outlined in our Site Preparation and Grading
subsection. Areas of disturbed soil or soils that are observed to weave during compaction should be
overexcavated and replaced with structural fill.
NELSON-COUVRETTE &ASSOCIATES, INC.
Geotechnical Engineering Report
Olympic Vista Condominiums
October 8, 1999
NCA File No. 269399
Page 10
Where mbisture control is important, we recommend that at least 6 inches of free -draining material be
placed under slabs -on -grade to act as a capillary break. The capillary break material should be separated
from slabs by a vapor barrier, such as plastic sheeting. An additional 2-inch-thick sand blanket may be
used to cover the vapor barrier to aid in curing the concrete. The capillary break material should be
connected to the footing drains to provide positive drainage.
Drainage
Surface: We recommend that runoff from impervious surfaces, such as roofs, driveway and parking
areas, be collected and routed to an appropriate storm water discharge system. Final site grades should
promote drainage away from buildings. We suggest that the finished ground be sloped at a gradient of 3
percent minimum for a distance of at least 10 feet away from the buildings. Surface water should be
collected by permanent catch basins and drain lines, and be discharged into a storm drain system.
Subsurface: Should groundwater seepage be encountered, or if excessive rainfall occurs during
construction, we recommend that the contractor slope the bottom of excavations during construction and
collect the water to ditches and sump pits from which the water can be pumped and discharged to an
appropriate outlet.
We recommend the use of footing/wall drain systems around the perimeter of the planned structure
foundations and subsurface walls. The drains should consist of 4-inch minimum diameter, perforated or
slotted, rigid, smooth wall, PVC pipe laid at the bottom of the footings. The drain line should be
embedded in, surrounded by, and covered with a free -draining washed rock, pea gravel, or other free -
draining granular material wrapped in a layer of filter fabric. The excavation within an 18-inch horizontal
distance behind the footing or wall should be backfilled with a free -draining, granular structural fill, to
within I foot of the ground surface. The top I foot should be a layer of compacted, native, low
permeability soil, to reduce surface water infiltration into the wall drain. This impermeable cap material
should be separated from the granular soil by a layer of building paper or plastic sheeting. The footing
drain should be tightlined to discharge into a permanent storm drain.
Slabs -on -grade should have a capillary break, as discussed in the subsection "Slabs -on -Grade".
Roof downspout drainpipes should not be connected to the perimeter footing drain. The footing drain
system discharge pipe should have a minimum of 12 inches of vertical fall before it is connected to the
NELSON-COUVRETTE & ASSOCIATES, INC.
Geotechnical Engineering Report
Olympic Vista Condominiums
October 8, 1999
NCA File No. 269399
Page I I
roof drain system discharge pipe. We recommend that sufficient cleanouts be installed at strategic
locations to allow for periodic maintenance of the footing drain and downspout drainpipe system.
USE OF THIS REPORT
We have prepared this report for Hummei Construction and Development, Inc. and their agents, for use in
planning and design of this project. The data and report should be provided to prospective contractors for
their bidding and estimating purposes, but our report, conclusions and interpretations should not be
construed as a warranty of subsurface conditions. Final development plans were not available at the time
this report was prepared. We recommend that we be retained to review the final plans and provide
additional design input, as necessary, prior to construction.
The scope of our work does not include services related to construction safety precautions, and our
recommendations are not intended to direct the contractors' methods, techniques, sequences, or
procedures, except as specifically described in our report for consideration in design. There are possible
variations in subsurface conditions. We recommend that project planning include contingencies in budget
and schedule, should areas be found with conditions that vary from those described in this report.
We recommend that we be retained to provide monitoring services for geotechnical aspects of the work
during construction. As part of our services, we would verify site conditions found during construction,
and compare them with the data obtained in our explorations and evaluate soil bearing during
construction. In the event that conditions vary, we would provide recommendations as appropriate. We
would also evaluate the construction to determine if it is in compliance with the design concepts,
specifications and recommendations, and to allow for design changes in the event that subsurface
conditions differ from those anticipated prior to the start of construction.
Within the limitations of scope, schedule and budget for our services, we have strived to take care that our
work has been completed in accordance with generally accepted practices followed in this area at the time
this report was prepared. No other conditions, express or implied, should be understood.
RM
NELSON-COUVRETTE & ASSOCIATES, INC.
I
I
Geotechnical Engineering Report
Olympic Vista Condominiums
October 8, 1999
NCA File No. 269399
Page 12
We appreciate the opportunity to be of service to you. If there are any questions concerning this report, or
if we can provide additional services, please call.
Sincerely,
NELSON-COUVRETTE & ASSOCIATES, INC.
JovdVAI-;�fta
Andrea L. Ernst
Project Geologist
William M. Kfick, PE
Senior Engineer
ALE:WMK:nt
Four Copies Submitted
Four Figures
Air.
NELSON-COUVRETTE & ASSOCIATES, INC.
Vicinity Map
FIGURE
NELsoN-CouvRETTE &ASSOCIATES, INC. Olympic Vista Condominiums
CONSULnNG GEOTECHNICAL ENGINEERS, GEOLOGISTS
AND ENVIRONMENTAL SCIENnSTS FILE NO. DATE
269399 October 1999
uompanyvicaaraningi uw=retaravAvionayvzbgjvfc.car.jgi, 1 wim
Site Plan
Proposed New
Building Footprint
-------------------
--------------------------
TP-1
TP-4
TP-3
Existing Buildin 9.
TP-2
LEGEND
;
TP-5
*
TP-1
- — - — - — - — - — - —
- — - — - — - — - — - — - — — - — - — - — -
— - — - — -
NUMBER AND LOCATION
OF TEST PIT
0 20 40
Scale 1" = 20'
Reference: Site Plan created from a drawing titled "Olympic Vista" dated September 1, 1999 prepared by
Ronald D. Johnson Architect.
DreffingNSfte Plan269351
UNIFIED SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONS
GROUP
SYMBOL
GROONAME
COARSE -
GRAVEL
CLEAN GRAVEL
GW
WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL
GP
POORLY -GRADED GRAVEL
GRAINED
MORE THAN 50% OF
COARSE FRACTION
GRAVEL
WITH FINES
GM
SILTY GRAVEL
SOILS
RETAJNED ON NO. 4
SIEVE
GC
CLAYEY GRAVEL
MORE THAN 60%
RETAJNED ON
NO. 200 SIEVE
SAND
CLEAN SAND
Sw
WELL -GRADED SAND, FINE TO COARSE SAND
SID
POORLY -GRADED SAND
MORE THAN 60% OF
SAND
COARSE FRACTION
PASSES NO. 4 SIEVE
WITH FINES
SM
SILTY SAND
SC
CLAYEY SAND
FINE -
SILT AND CLAY
INORGANIC
ML
SILT
CL
CLAY
GRAINED
LIQUID LIMIT
LESS THAN 50%
SOILS
ORGANIC
OL
ORGANIC SILT, ORGANIC CLAY
MORE THAN 50%
PASSES NO. 200 SIEVE
SILT AND CLAY
INORGANIC
MH
SILT OF HIGH PLASTICITY, ELASTIC SILT
CH
CLAY OF HIGH PLASTICITY, FAT CLAY
LIQUID LIMIT
50% OR MORE
ORGANIC
OH
ORGANIC CLAY, ORGANIC SILT
HIGHLY ORGANIC SOILS
PT
PEAT
NOTES:
SOIL MOISTURE MODIFIERS
1 ) Field classification is based on Dry- Absence of moisture, dusty, dry
Visual examination of soil in general to the touch
accordance with ASTM D 2488-83. Molst- Damp, but no visible water
2) Soll classifidation using laboratory
tests Is based on ASTM D 2487-83. Wet- Visible free water or saturated,
3) Descriptions of soil density or usually soil Is obtained from
consistency are based on below water table
Interpretation of blowcount data,
visual appearance of soils, and/or
test data.
NELSON-COUVRETTE&ASSOCIATES, INC.
UNIFIED SOIL CLASSIFICATION SYSTEM
CONSULTING GEOTECHNirAAL ENGINEERS, GEOLOGISTS
I
AND ENVIRONMENTAL SCIENTISTS
FIGURE 3
NCA Draffing 1999%=eldravAsamplestsoildas.odr
LOG OF EXPLORATION
DEPTH usc SOIL DESCRIPTION
TEST PIT ONE
0.0-0.8 Sm DARK BROWN SILTY FINE SAND WITH ROOTS (LOOSE, DRY) (TOPSOIL)
0.8-2.5 Sm BROWN SILTY FINE SAND WITH TRACE ROOTS (LOOSE TO MEDIUM DENSE, DRY) (WEATHERED TILL)
2.5-5.0 SM GRAY SILTY FINE SAND WITH GRAVEL (DENSE TO VERY DENSE, MOIST) (TILL)
SAMPLES WERE COLLECTED AT 3.5 FEET
GROUND WATER SEEPAGE WAS NOT ENCOUNTERED
CAVING WAS NOT ENCOUNTERED
TEST PIT WAS COMPLETED AT 5.0 FEET ON 9/29/99
TEST PIT TWO
0.0-1.0 SM DARK BROWN SILTY FINE SAND WITH ROOTS (LOOSE, DRY) (TOPSOIL)
1.0-4.0 SM RUST -BROWN SILTY FINE SAND WITH TRACE GRAVEL (LOOSE TO MEDIUM DENSE, MOIST)
(WEATHERED DRIFT)
4.0-7.0 SP-SWSM GRAY FINE TO MEDIUM SAND WITH SILT AND SEAMS OF SILTY FINE TO COARSE SAND WITH GRAVEL
(DENSE, MOIST) (DRIFT)
SAMPLES WERE COLLECTED AT 3.0 AND 6.5 FEET
GROUND WATER SEEPAGE WAS NOT ENCOUNTERED
CAVING WAS NOT ENCOUNTERED
TEST PIT WAS COMPLETED AT 7.0 FEET ON 9/29/99
TEST PIT THREE
0.0-0.8 sm BROWN SILTY FINE SAND WITH ROOTS (LOOSE, DRY) (TOPSOIL)
0.8-2.0 SM BROWN SILTY FINE SAND WITH ROOTS (LOOSE TO MEDIUM DENSE, DRY) (WEATHERED DRIFT)
2.0-2.8 sm RUST -MOTTLED AND GRAY SILTY FINE SAND WITH GRAVEL (DENSE TO VERY DENSE, MOIST) (DRIFT)
SAMPLES WERE COLLECTED AT 2.8 FEET
GROUND WATER SEEPAGE WAS NOT ENCOUNTERED
CAVING WAS NOT ENCOUNTERED
TEST PIT WAS COMPLETED AT 2.8 FEET ON 9/29/99
TEST PIT FOUR
0.0-2.5 SM DARK BROWN SILTY FINE SAND WITH ROOTS (LOOSE, DRY) (TOPSOIL)
2.5-6.0 SP-SM GRAY FINE SAND WITH SILT TO TRACE SILT AND SEAMS OF SILTY SAND (MEDIUM DENSE TO DENSE,
MOIST) (DRIFT)
SAMPLES WERE COLLECTED AT 6.0 FEET
GROUND WATER SEEPAGE WAS NOT ENCOUNTERED
CAVING WAS NOT ENCOUNTERED
TEST PIT WAS COMPLETED AT 6.0 FEET ON 9/29/99
TEST PIT FIVE
0.0-1.0 SM DARK BROWN SILTY FINE SAND WITH ROOTS (LOOSE, DRY) (TOPSOIL)
1.0-2.0 SM RUST BROWN SILTY FINE SAND WITH ROOTS (LOOSE TO MEDIUM DENSE, DRY) (WEATHERED DRIFT)
2.0-4.8 sm RUST -MOTTLED AND GRAY SILTY FINE TO MEDIUM SAND WITH GRAVEL AND SEAMS OF SILT AND
SEAMS OF FINE SAND (DENSE TO VERY DENSE, MOIST) (DRIFT)
SAMPLES WERE COLLECTED AT 3.0, 4.0 AND 4.8 FEET
GROUND WATER SEEPAGE WAS NOT ENCOUNTERED
CAVING WAS NOT ENCOUNTERED
TEST PIT WAS COMPLETED AT 4.8 FEET ON 9/29/99
ALE:av NELSON-COUVRETTE & ASSOCIATES, INC.
FILE NO. 269399
1 FIGURE 4
Fr6m EARL SCHUSTER STATE FARM INS. PHONE No. : 1 206 775 9010 Sep.14 1999 11:12AM P01
SIAVt #ARM
0
0
,SPp1'.P.m1*)Pr 14, 1.999
CrRTTFTC,ATE OF -INSURANCE
This certifies that X State Farm Fire & Casualty State Farm General
Insurance Company. Bloomington, IL insures the following policyholder
for the coverages indicated below;
HUMMEL CONSTRUCTION & DEVrIOPMENT INC NAME AND ADDRLSS 01--
9927 151ST P1 SF POLICYHOLDER
�MIIOMTSII. WA 98296-7037
SAME
LOCATTON OF OPERATIONS
DESCRIPTION OF OPIRAT10NF)
The policies listed below hav(% boon issued to the policyholder for the
�olic poriods -shown. The insurance described in these,�ollcles isesubject
o 0'1� the terms, exclusions, and conditions of those p icies. Th I imits
of 1-iijbility shown may have boon reduced by any paid claii-fl5,
COMPRFIIENSIVE BUSINE�5 [JABILITY
98 CZ B312 1 r Policy Number
02/IU/1999 Fffcctivc Datc
02/'18/2000 Explratlon Dato
Limi ts of I i ab i 11 (..y
(at beg i nn i ng 0 r inji i (-.,y per i od)
Bodily Injury & r,ropprty Dama?p
Each Occurrence $1,000,0 0
General Aggregate $2.,000.000
Products -Completed $2,000,000
Operations Aggregate
If any of the described policies dr-e Cdriceled before its expiration date,
State Farm will tr ty- mall a wr!LLer,i nuLice Lu the Qer--LifiQdt(-) holder 45
days before cance Ltion, If, however, we fail to mail such notice, no
obligation or liability will be imposed on State Farm or its agents or
representativos,
ADD1110NAL INSURED:
CITY OF EDMONDS
CITY OF EDMONDS BLDG DIVISION
121 5TH AVL
FDMONDS. WA 98020
Name arid Address of
Cer-Li ricate Holder
C71U C
—3"— _____Agent (425) 775-4664
RJECEIVED -e-9
JL N 0 V 0 3
DEVELOPmENT SERVICES CTR.
STREET USE PERMIT APPLIeXff6MRDS
NAME OF APPLICANT: 'gru r e C. Humme 1
NAME OF BUSINESS: Hummel Construction & Dev., Inc.
MAILING ADDRESS: 9927 151st Place S.E., Snohomish, WA 98296-7037
CONTACT PERSON AND PHONE NUM13ER: Bruce C. Hummel @ (206) 793-2844 or (425)481-4348
ADDRESS OF PUBLIC USE: 239 4th Avenue S., Edmonds, WA 98020
Describe the public place or portion of public space to be utilized:
Strppt in front of Rroperty Q 239 4th Ave. S., Edmonds; placement of
8 ft. x 20 ft. Job trailer at north end of property, at curb.
Specif� the type of use desired: Placement of Construction iob trailer
Specify the length of titne for use: one year; apx. 9/20/99 to 9/20/2000
NOTE: The issuance of this permit is understood by the applicant to be of a temporary nature and that no vested right is granted.
INDEMNITY.- The applicant understands and by hislher signature to this application, agrees to hold the City of Edmonds
harmless ftom any injuries, damages or claims of any kind or description whatsoever, foreseen or unforeseen, that may he made
against the applicant or the City of Edmonds, or any of its departments or employees, including but not limited to the defense or
any legal proceedings including defense costs, court costs, and attorneyfees by reason of granting this permit. In addition, the
application understands that the City shall be provided a Certificate of Insurance to indemnity and hold harmless the City of
Edmondsftom all claims andlorproperty damage, and naming the City ofEdmonds as an additional insured
CODE APPLICATION: By signing the application below the applicant warrants that s1he has read or had the opportunity to read
Chapter 18 of the Edmonds Community Development Code and s1he understands that all terms of the adopted ordinance are
incorporated herein as ifsetforth in full and this application andpermits therefore are subject to the terms of that Chapter.
Bruce Co Hummel
0
Struseho.doqj1g6/98
SIGNATURE OF APPROVAL FROM ABUTTING PROPERTY OWNERS
When applicable, if the street use proposal directly impacts any adjacent business or private property owner
the applicant must obtain written approval from the affected parties. Note, this requirement is evaluated by
City Staff and, when required, the applicant will be notified.
Signature Address
Signature.
Signature
Address
Address
Signature Address
0
DO NOT WRITE BELOW THIS LINE --FOR CITY USE ONLY
Planning Division Approved By
ADB#
Date
Public Works Approved By
Date
Fire Department Approved By
Date
Police Department Approved By
Date
Certificate of Insurance Verified By_LL��
Date ;�t'
Engineering Division Approved By
Bond
Date
Remarks or Comments:
STREET USE PERMIT#
DATE
OF ISSUANCE
RELEASED BY
RECE9T
# 1,414F
BUILDING PERMIT #
DATE
OF ISSUANCE
0
Struseho.docj1g6/98
0
is
0
MEMORANDUM
Date: November 1, 1999
To: Hummel Construction & Day., Inc
From: Maryanne Zukowski Traffic Engineer
Subject: Street use permithight of way permit, and traffic control conditions of
approval. 180 day permit to be reviewed for time extentions.
All signs, barricades and related equipment and their use must be in accordance with Part
IV, "Traffic Controls for Highway Construction and Maintenance Operations," of the
Manual on Uniform Traffic Control Devices, as prepared by the National Joint Committee
on Uniform Traffic Control Devices and per the City of Edmonds Developmental
Standards. Reasonable accommodations shall be made for distance requirements in
signage for vehicular conflicts. An eleven -foot lane width is required for the clear passage
of vehicles.
Particular attention should be made to the following items:
0 Notification shall be made to property owners and adequate protection provided
from all impacts to private properties is required.
0 There shall be at all times reasonable pedestrian and vehicular access to and
egress ftorn the properties adjacent to the project, so far as possible.
0 During non -working hours, the contractor shall keep the existing traffic lane clear
for traffic without interference from his operations.
0 The Public Safety Department (police and fire) 425-771-0220 and 425-77 ' 1-0215
shall be notified 24 hours prior to barricading or closing of streets or alleys.
Proper provisions shall be made for public convenience, safety and travel.
Coordinate with Community Transit, Sound Disposal, and Edmonds School
District for any conflicts.
Materials storage and stockpile of materials is not approved within the city right of
way with the exception of the "Construction Zone" as noted in red on the
approved set of plans. This zone is approved for all construction applications and
parking provisions. It shall be delineated with approved fencing. Contact the City
Inspector for proper placement. Other parking coordination must be with the
residents within the neighborhood. Complaints will be directed directly to the
applicant.
Consideration must be made for all pedestrian and bicycle usage during activities.
Haul restrictions. Stacking of loading trucks is prohibited on 3 rd Ave. Time
between trucks shall be 15 nuinutes apart. Use approved City truck routes for haul
activities.
City of Edmonds
Permit No:
City of Edmonds.
RIGHT-OF-WAY CONSTRUCTION PERMIT issue Date: IIII/a
A. Address or Vicinity of Construction: -2. 3 9 — 4-'rlp A YE -S
B. Type of Work (be specific): ALL E-i A A.).O -5-r c) i stew PT"7 o oe-no&) Cc) 0J S77Zt-1e_"'9"J
C. Contractor
Mailing Address:
State License #: Hum M'F'e. 126 C 6).
D. Building Permit# (if applicable):
Contact: &US.S A-) 0% %4
Phone:
Liability Insurance: Bond: $
Side Sewer Permit # (if applicable):—
E. E] CoU=ercial El Subdivision CityProject E] EUC(PUD, GTE, PSE, CHAMBERS, OVWD)
EJ-lTulti-Family E] Single Family Other
INSPECTOR- WO "TLY77—
F. PAVEMENT: E] YES E] NO G. SIZE OF CUT x H. Charge: $
CONCRETE CUT: YES 0 NO P eYZ_p ",J
APPLICANT TO READ AND SIGN
IDEMNITY.- Applicant understands by his/her signature to this application helshe holds the City of Edmonds harmlessftom injuries,
damages or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made against the City of Edmonds or
any of its departments or employees, including but not limited to the defense of any legal proceedings including defense costs and
attorneyfees by reason ofgranting this permit.
THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR,A PERIOD OF ONE YEAR FOLLOWING THE FINAL
INSPECTION AND ACCEPTANCE OF THE WORK ESTIMATED RESTORATION FEES WiLL BE HELD UNTIL THE FINAL STREET PATCH IS
COMPLETED BY CITY FORCES, AT WHICH TIME A DEBIT OR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THE APPLICANT.
* Traffic control and public safety shall be in accordance with City regulations as required by the City Engineer. Every
flagger must be trained as required by (WAC) 296-155-305 and must have certification verifying completion of the
required training in their possession.
* Restoration is to be in accordance with City codes. All street -cut trench work shall be,patched with asphalt or City -
approved material prior to the end of the workday — NO EXCEPTIONS.
* Three sets of construction drawings of proposed work are required with the permit application.
IRAVEREAD THE ABOVE STATEMENTS AND UNDERSTAND THE PERMITREQUIREMENT"V AND ACKNOWLEDGE
THATIMUSTMAKE THE PINK COPY OF THE PERMITA VAILABLE ON SITE ATALL TIMES FOR'INSPECTIONS
Signature:
or Agent)
CALL DIAL -A -DIG (1-800-424-5555) PRIOR TO, BEGINNING WORK
FOR CIT)
Approved by: 67 (f �4
Time Authorized: Void After 1410
Special Conditions: PL--tt_ e-lvtL tOL,4^)
USE ONLY
Right-of-way Fee: '70
Disruption Fee/Fund I 11:
Restoration Fee:
Total Fee: 70
Receipt No: / (/D(/Y
Issued by: Q6�
I
UPON COMPLETION OF PERMITTED WORK, AN ENGINEERING FINAL
INSPECTION IS REQUIRED PER CHAPTER 18.00 OF THE EDMONDS
COMMUNITY DEVELOPMENT CODE.
FINAL APPROVAL OF PERMITTED WORK:
INSPECTOR'S SIGNATURE DATE:
For inspection requirements see Engineering Information Handout.
I NO WORK SI-IALL BEIGIN PRIORTO PERMIT ISSUANCE
PPO) tw , b
A� _fM
4OU
Z ---2---7 -; &I 9v /29 2-;?A"
C) ry
VT40( L,4Q Cz�/
Y-C,-4
I
coo
A IX.
m fn m
-4 -4 .4
FA IA In
0
0
El
N
city oTedmonds
land use application
ARCHITECTURAL DESIGN BOARD
COMP PLAN AMENDMENT
CONDITIONAL USE PERMIT
HOME OCCUPATION
FORMAL SUBDIVISION
SHORT SUBDIVISION
LOT LINE ADJUSTMENT
PLANNED RESIDENTIAL DEVELOPMENT
OFFICIAL STREET MAP AMENDMENT/
STREET VACATION
REZONE
SHORELINE PERMIT
VARIANCE / RE ASONABLE USE
EXCEPTION
OTHER
ECEIVED
JUL 2 - 1999
FILE # ZONE
DATE REC'D BY
FEE RECEIPT#
CTR.
HEARING DATE
E) HE C3 STAFF C3 PI3 JADB El CC
ACTION TAKEN:
El APPROVED C3 DENIED Ell APPEALED
APPEAL#
Applicant Phone 4-T�
Address
Property Address or Location
Property Owner M Phone
WME -�M� 00
Address
Tax Acc # -MM 0 9A '7 Sec. Twp. _ Rng. . _
Legal Description %G. t6o-l(l 0J. e�- �'G. &W- g8a. a(.U). tzz--1('
1. P. ST-'i' N E 5- - OLE' 6cy— 4 tL"t SC)CE
Details of Project or Proposed Use (a U to t t COJ00 � Ngolta
N w, � � -, I )h , hGm' - &&h'
The undersigned applicant, and his/ her/ its heirs, and assigns, in consideration of the processing of the
application agrees to release, indemnify, defend and hold the City of Edmonds harmless from any and all
Aamages, including reasonable attorneys fees, arising from any action or infraction based in whole or in part upon
false, misleading, inaccurate or incomplete information furnished by the applicant, his/ her/ its agents or
employees.
The undersigned applicant grants his/ her/ its permission for pLAlic officials and the staff of the City of Edmonds to
Wter the subject property for the purpose of inspection and pV tt
sqng a endant to th� application.
SIGNATURE OF APPLICANT/ OWNER/ AGENT
ATTACHMENT 2 U kuAfta-
Knaak, Lara
From:
Sent: Thursday, September 16, 1999 3:51 PM
0-To: Knaak, Lara
subject: RE: Application for 239 4th Av��Hum�mell
It's not necessary. Thanks!
----- Original Message ----
From: Knaak, Lara
Sent: Thursday, September 16, 1999 2:37 PM
To: Street Use
Subject: Application for 239 4th Ave SHHurnmell
Application is for the following:
Street in front of property @ 239 4th Ave S , placement of 8'X20'job trailer at north end of property, at curb.
Asking for 9-20-99 to 9-20-2000
Please let me know if you want me to route this to you for review.
Thanks!
0
Knaak, Lara
From: (WestfaII,,J&in
Sent: September 16, 1999 5:28 PM
ao: Knaak, Lara
s- ubject: RE: Application for 239 4th te�S/H/Hum 11
At curb, wide street, no comments required.
—Original Message —
From: Knaak, Lara
Sent: Thursday, September 16, 1999 2:37 PM
To: Street Use
Subject: Application for 239 4th Ave S//Hummell
Application is for the following:
Street in front of property @ 239 4th Ave S , placement of 8'X20'job trailer at north end of property, at curb.
Asking for 9-20-99 to 9-20-2000
Please let me know if you want me to route this to you for review.
Thanks!
0
Knaak, Lara
From: Compaan,
Sent: September 16,1999 4:00_P-M
a0: Knaak, Lara
s -Subject: RE: Application for 239 4t ve SHHummell
Doesn't matter to PD. Thanks.
----Original Message
From: Knaak, Lara
Sent: Thursday, September 16, 1999 2:37 PM
To: Street Use
Subject: Application for 239 4th Ave S//Hummell
Application is for the following:
Street in front of property @ 239 4th Ave S , placement of 8'X20'job trailer at north end of property, at curb.
Asking for 9-20-99 to 9-20-2000
Please let me know if you want me to route this to you for review.
Thanks!
is
Knaak, Lara
From:
Sent:
0:
SS-ubject:
Not that I can think of.
Jeff
E
----- Original Message
Wilson, Jeff
T�hur
�sdeptember 16, 1999 .- 6-PRIfi
'Knaak, Lara
RE: Application for 239 4t ve S//Humme I
From: Knaak, Lara
Sent: Thursday, September 16, 1999 2:37 PM
To: Street Use
Subject: Application for 239 4th Ave SHHummell
Application is for the following:
Street in front of property @ 239 4th Ave S , placement of 8'X20'job trailer at north end of property, at curb.
Asking for 9-20-99 to 9-20-2000
Please let me know if you want me to route this to you for review.
Thanks!
I
a U.) ewAvFLCM Luts. akJAW_ fog, 6 a4U. 114 JW tC. 1gya
-P— IJ Q clov amp— 4aal vAe at, tt) =4 b"
'00
_UK116AWN l2witsaw,
Z -ixwl 1w
5ea
%. Pt
VIA .5co".
kxav V
V.: bou". "ww, W/ 0
tuA LES." ---- -- km#v MUL
ou" A
CA40- ,
kt-
lt;q. = I
Lo
'T
ea, x-4:3,
x IV saw.
MIT In + -1,
#j Wme�
AA
0! 4A lu
k� Lwtr
44
MW St=
WAxt
Mix
F,
r4to
r4 v4pl,
Gull" Im
a it jot
r ago,
iw"
ch th. I
4F
�W2 al �Xxo fl-tq'57-Vill :WOA, 6 46��
10 . .0
PA bt
-pay a
-0
1� 49?-AAL-
10JI1 $f K AA; 's 4. M* 01
Wwd mitp 0- we)
MCI*% to 44aw 1 . A
.,M6 eut
-4D - WktL'
RM zar-,
asJ6 �9* to� 0 h1mi I'll
lie
11
0
u
-2a�. '� rlN
71
CITY COPY
CiNX- S' )c -2,3'
ATL S-orc
7v Z�C L'�Cb
las
AU4-
- t� Or, P��O-ta,
am
mow
Itr
":CYA 4 Is
IQ it
90WOM lAts. MAW— �&'b cgs,
iao CkVA W&A
z
Viet
IT. ftt+'FAW
-.W," 114 -ZILWCW 1c.
MELM-2i
i. 't
ti-K ff. Muod
.04 Now I.W
A:W
t+14 . 0 (01.IS' tOP ?�Mo_k Ix C, t* ti� +GSb.K MA$,
N
mt e, &&, 0 1 �lc
ktww f
19
9 Rem 15,
iT "Ite-
Km i's ww mrc,- gs
Aft-. 'it kot w RO LX= b
pm
MEMORANDUM
Date: September 22, 2000
To: File ADB-2000-95
Street File 239 4h Ave. S.
From: Steve Bullock '-�57
Senior Planner
Subject: ADMINISTRATIVE DESIGN REVIEW APPROVAL FOR A SIGN.
The applicant is proposing to install one wall mounted sign on the west fagade of their building
over the main entrance. The sign will be less than 10 sq. ft. in size and under the 14 foot
maximum height. It will also be composed of colors that accent the building. Because only one
sign is being proposed that is within the area and height allowed, and because the proposed sign
colors and design are determined to be consistent with the design of the building, Planning Staff
administratively approves the design for the Olympic Vista sign at 239 4h Ave. S.
City of Edmonds cQ Planning Division
00095SR.DOC
SEPTEMBER 22,2000.
tin
CITY OF EDMONDS
COMMERCIAL TENANT IMPROVEMENT /REMODEL COVER SHEET
Directions: Applicants are to complete the information in the WHITE BOXES ONLY (Shaded boxes are for City use only).
This cover sheet must accompany each building permit application for a commercial tenant improvement/remodel project.
APPLICANT At",ni"i PLAN CHECK #. 4z2:�
DATE RECEIVED &2-
PROJECT ADDRESSr-
UNIT #
PROPERTY TAX ACCOUNT PARCEL #
DESCRIPTION OF WORK "egzj::�-
&
OWNER UL-IM01, VT--.rA- PHONE 4?.19:- y9s
94NTACT PERSON PHONE
FAX S(,O 6,G S E-MAIL
MAILING ADDRESS E�J-s�r V;- SZN oftryls I-- 99zq/(.
B PFAX CORRECTIONS E] MAIL CORRECTIONS M E-MAIL CORRECTIONS
SIGNING THIS STATEMENT I UNDERSTAND THAT I AM THE CONTACT PERSON FOR THIS PROJECT. IT IS MY RESPONSIBILITY TO
COORDINATE ALL SUBMITTALS WITH THE CITY AND ONLY I CAN MAKE INQUIRIES ON THE STATUS OF THE APPLICATION. I
UNDERSTAND IT IS MY RESPONSIBILITY TO DETERMINE IN ADVANCE OF PERMIT SUBMITTAL ANY DISCRETIONARY PERMITS THAT
MAY BE APPLICABLE TO THIS PROJECJ�-) I ACKNOWLEDGE THAT TO THE BEST OF MY ABILITY I HAVE SUBMITTED ALL NECESSARY
DOCUMENTATION INQRDER TO MAKE A COMPLETE APPLICATION AND�I�DISCRETIONARY APPROVALS ARE REQUIRED.
SIGNATURE 17//. DATE 7W IS/ 00
CODE EDITIONS 1997 UBC, UMC, UPC, WSEC, VIAQ WITH AMENDMENTS (Including State Barrier Free Code)
TYPE OF CONSTRUCTION OCCUPANCIES
NUMBER OF STORIES BASEMENTS
NUMBER OF EMPLOYEES TOTAL PARKING SPACES DEDICATED TO TENANT
BARRIER FREE PARKING SPACES EXISTING PROPOSED
STRUCTURAL CALCS PROVIDED LIGHTING BUDGET PROVIDED
EXISTING AUTOMATIC SPRINKLER SYSTEM MANUAL AUTO NONE
EXISTING FIRE ALARM SYSTEM 11 YES NO
:DISCRETIONARY APPROVALS ADB CU OTHER
FIRE PROTECTION INFORMATION (City Use Only)
ALTERATIONS TO EXISTING SPRINKLER SYSTEM
ALTERATIONS TO EXISTING FIRE ALARM SYSTEM
FIRE EXTINGUISHER TYPE/RATING QUANTITY (See planslor locations)
STAFF COMMENTS
PLUMBING FIXTURES WAC Table 29-A
OCC. SQ,FT. WATER CLOSETS
Existing Proposed
M F M F
(City Use Only)
LAVATORIES
Existing Proposed
M F M F
BARRIER FREE RESTROOMS EXISTING PROPOSED
STAFF COMMENTS
PARKING INFORMATION (City Use Only)
SPACES
USE SQ.FT. FACTOR
REQUIRED
TOTAL SPACES REQUIRED
TOTAL SPACES PROVIDED
BARRIER FREE SPACES REQUIRED
BARRIER FREE SPACES PROVIDED
STAFF COMMENTS
SEPARATE PERMITS (City Use Only)
[],MECHANICAL/H.VAC FI I RE SPRINKLER
PLUMBING
E] GREASE TRAP
Any request for modification,
variance or other administrative
deviation (herinafter "variance")
must be specifically called out and
identified. Approval of any plat or
plan containing provisions which do
not comply with the city code and for
which a variance has not been
specifically identified, requested and
considered by the appropriate city
offical in accordance with the
,appropriate provision of city code or
state law does not approve any
items not to code specification.
VIAO CODE COMPLIANCE INFORMATION (Table 3-4)
LOAD/. CFM TOTAL
US.E SQ,FT FACTOR
CEN
STAFF COMMENTS
OCCUPANT LOAD CALCULATIONS (City Use Only)
USE AREA FACTOR OCC.LOAD-
PERMIT ISSUANCE APPROVALS (City Use Only)
PLANNING REVIEW & APPROVAL DATE
CONDITIONS OF APPROVAL -
FIRE REVIEW & APPROVAL DATE
CONDITIONS OF APPROVAL:
BUILDING REVIEW &A.PPROVAL- DATE
CONDITIONS OF APPROVAL:
L:\temp\building\forms\Tl-rvw.vsd -- 7/00
Permit No:
City of Edmonds
RIGHT-OF-WAY CONSTRUCTION PERMIT Issue Date:
A. Address or Vicinity of
Type of Work (be
C. Contractor: �-\J"b_Contact:_Qk('M N_�(ZAO—M
Mailing Address: Phone' (o"7 0 -,�D_02
State License #: Liability Insurance:-- Bond: $
D. Building Permit.# (if applicable): Side Sewer Permit # (if applicable).',
E. Commercial Subdivision F]. City Project E] EUC (PUD, GTE, PSE, CHAMBERS, OVWD)
Multi -Family E] Single Family E] Other
INSPECTOR..
F. PAVEMENT: XYES C] NO' G. SIZE OF CUT X H.- Charge: $
CONCRETE CUT: F� YES NO
APPLICANT TO READ AND SIGN
IDEMNITY. Applicant understands by hislher signature to this application helshe holds the City of Edmonds harmlessfrom inj . uh . es,
damages or claims of any kind or. description whatsoever, foreseen or unforeseen, that may be made against the City of Edmonds or
any of its departments or employees, including but not limited to the defense of'any legal proceedings including defense costs and
attorneyfees by reason ofgranting this permit.
THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLOWING THE FINAL
INSPECTION AND ACCEPTANCE OF THE WORK ESTIMATED RESTORATION FEES WILL BE HELD UNTIL THE FINAL STREET PATCH IS
COMPLETED BYCITYFORCES, AT WHICH TIMEA DEBITOR CREDIT WILL BEPROCESSED FOR ISSUANCE TO THEAPPLICANT.
* Traffic control and public safety shall be in accordance with City regulations as required by the City Engineer. Every
flagger must be trained as required by (WAC) 296-155-305 and must have certification verifying completion of the
required training in their possession.
* Restoration is to be in accordance with City codes. All street -cut trench work shall be patched with asphalt or City -
approved material prior to the end of the workday — NO EXCEPTIONS.
+ Three sets of construction drawings of proposed work are required with the permit application.
IRAVEREAD THE ABOVE STATEMENTS AND UNDERSTAND THE PERMIT REQUIREMENTS AND ACKNOWLEDGE
THATIMUSTMAKE THE PINK COPY OF THE PERMITA VAILABLE ON SITE ATALL TIMES FOR INSPECTIONS
or Agent)
CALL DIAL -A -DIG (1-800-424-5555) PRIOR TO BEGINNING WORK
FOR CITY USE ONLY
Approved b Right-of-way Fee:—
Y'
Time Authorize : Vo*ld After �9 4 lotP Disruption Fee/Fund 111:
itions Ll Restoration Fee:
Special Conditions:
J
dlij' /he /�' ik Fee:
J
tt I �J i 1A Receipt No:
1,6 Issued b�:
UPON COMPLETION OF PERMITTED WORK, AN ENGINEERING FINAL
INSPECTION IS REQUIRED PER CHAPTER 18.00 OF THE EDMONDS.
COMMUNITY DEVELOPMENT CODE.
AlFINAL APPROVAL OF PERMITTED WORK,
-N
INSP&tO .S SIG ATURE DATE.
For inspection requirements see Engineering Information Handout.
SC
LXXCI-�'
Ll -11, r-viv- �-,)C)�A7 i-�
%%I '\ \ N,
N3
jift
-F- (7) 7 I(D
kit
0
\P
-�-50
'71
JM
ram
op
- Pv
SN' cu
MR
yc�
op
7 p F
FuK
OF
DF*
411
T 1?
vAic..
a
co,
cc Nc
Ao
\j\W
Z C, jA\
7Y, VA -A- Q —vS
2; (Z �Clc_p v NuCk
EX15TINO 5" API
BE REMOVED
PO1^ER VAULT
CONCRETE RET�
TOP OF NALL T
TOP OF ADJAC!
TRA5H ENCLO51.
HOODEN TRELL
AND ENCLOSED
LINK FENCE V41T
REPLACE EXIST
NITH 6CEDAR
TILIT'*r PAD5
64
X15TINO 5" APPLE TO
�E REMOVED
INT 0 TR r-F IE-1
SCALE: 1/8" V-0
4.
12y,;Ile�ylll - - ------- - -------
1. INSTALL ALL PAVINS TO JENSWE POSITIVE VIRAIRAGE
STREET51DE FAVER INSTALLATION DETAIL
SCALEs NOT TO WALE
= "ITEN-im-
tow
PLANT 5 C.,,HEDULE
SYMBO QTY BOTANICAUCOMMON NAME
4 ACER CIRCINATUM/
4. 4
a
E 0
I
4
4
a
2
4
a
IC
:2
0-0 5
NO 2
SYMWL
*4
5HRUE3 FLANTIN&
SCALEs NOT TO SCALE
4
2 STRAND TWS1IW 14 6UAOE
49AL- HIM ENCASW IN V VIA.
IREWOMW micem Hose
2-20 X 2' HOOP STAKES
VIRIVEN 171MLY INW SUSGRAVE
STAKE ABOVE PIRST BRANOFIES
OR AS NECESSAW FOR FW
SUIRMW
2- Mal, TAM TO CA"
SO
I" BACK TOP
1/3 or Buft-Ap
SFWIFIW IPLANTINS HX
6" COWAGTW �� OF
SAOWILL SOIL
LL-rrMJ_-rr
2 TIMES
"I IqDarBAI 1, VIAM.
44
Ell
17"
1=
NOTESj
INSTALL SO TOP Or ROOTEIALL 15 AT SAM LEVEL IT KAS IN NUIRSEW.
USE THRM MW STAKES FOR TIRMS 50 GALIPM OR LAMM SPACE EVIDLY AdROUW Tler-
TREE FLANTINO DETAIL
SaALM NOT TO SCALE
J
Fill,
VINE MAPLE
MALU5 'ADIRONDACKV
FLO1^IERIN0 CRABAPPLE
`�'�EL�IA-Eb��60�UE �'�
EDNARD 6OUCHER ABELIA
AUCUBA J. 'PICTURATAV
NO COMMON NAME
CHAMAECYPARIS O.'COMPACTAV
COMPACT HINOKI CYPRESS
ESCALLONIA'NEHFORT DKNRFV
NE-HPORT DKA%RF ESCALLONIA
ILEX 0. 'SKY. SENTRYV
COLUMNAR JAPANESE HOLLY
NANDINA D. 'COMPAOTAV
COMPACT HEAVENLY BAMBOO
FRUNUS L. 'OTTO LUYKENV
OTTO LUIYKEN LAUREL
RHODO. 'NOVA ZEMBLAV
NOVA ZEMBLA RHODODENDRON
R05A 'APPLEBLOS50MV
APPLEBLOSSOM CARPET ROSE
SARZ,00000A RUSCIFOLIA/
THUJA 0. 'SMAROAARDV
EMERALD 67REEN ARBORVITAE
�VIBURNUM DAV�01'1���
No COMMON NAME
ARCTOSTAPHYLOS UVA-UR5I/
KINNIKINNICK
CALLUNA 'HINTER CHOCOLATEV
6OLDEN HEATHER
CLEMATIS ARMANDII/
EVE-7-ROREEN CLE-MATIS
HELIANTHEMUM 'ANNABELLEV
SUNROSE
HEMEROCALL15 'STELLA DOROV
VHARF DAYLILY
113ERIS 5. 'SNONFLAKEV
DHARF CANDYTUFT
MENTHA REGUIENII/
COR51CAN MINT
PHORMIUMMAORI MAIVENV
NEH ZEALAND FLAX
VINCA MINOR/
PHARF PERIHiNKLE
CONTRACTOR To DETERMINE
GUANTITY NEEDED
SIZE/COMMENTS
&-T HT
MIN rp STEMS
2-1/2" CALIPER
MATCHED
"A
5 OALLON
30-5611 HT
FULL TO 5A5E
5eALLON
50" HT MIN
50ALLON
15-21115P
5P
15-21
I OALLON
PINK BUCKET
5 67ALLON
15-6'HT
MATCHED
I &ALLON
2411 Or -,-
I OALLON
I eALLON-ONE AT
EACH END OF Tf;?J-=LLIS
4" POTS
1.51,00
OALLON
I &ALLON
4" POTS
12" 00
5 OALLON
I 67ALLON
501, OC
OENr-RAL NOTr-S:.
Contractor shall be responsible for familiarizing himself with all other
1.
site improvements prior to starting landscape work. Contractor
shall use coition while excavating to civold disturbing any existing
utilities or roots of trees to remain.
2. NotIf#4 general contractor of any drainage problems Pound during
consWation.
5. Install 4" of 5-way topsoil in all planting areas.
4. Robotill any areas that have been compacted during construction.
S. All plant material shall meet AAN standards for nursery Stock, latest
edition.
6. Field adjust trees to avoid conflict with location of streatlic0ft, water
motors, Fire hydrants, and other utility equipment. Consult w1% LA if any
problems are encountered.
-1. Fertilize plant material with Agro transplant fertilizer 4-2-2 and 21
gram tablets per manufacturer's recommendation.
6. Plant material quantities ere for convenience only. Contractor is
responsible to varlPy quantities For himself. Symbols on drawing have
priority over quantities given on plant schedule.
cf. Install a minimum of 2" medium -fine bark mulch in planting area.
10. Contractor shall maintain and water plant material until owner's Final
acceptance.
11. Plant material shall be warranted for a period of one year from final
12. Finish grado to be 1/2" below surface of adjacent walks or top of
adjacent curbs.
15. Contractor to Install automatic Irrigation system with separate -zones
for bads along street, each side of building and area behind building
on alley side.
14. Street tree variety was selected because It does not bear fruit and
for beds along has a columnar form to limit view blockage.
p,,1()\1ED 13Y PLANNING
AP
r4
1!5
Y' J_ j_L_
tu
W
(1)
tu (31U 0
CL V- W
lu
Ju (,P
Z tut-
� r-
t13 0-h �
t-
C4
=3
q fu- ��
tu tu
.Q
M
-q 3: Q 3:
Z
� 0);aj �
'A
U_
3: tU
0
Z
X
"_q
Q IL
t-
UJ
d) t
() t-
_N
Z a)
Lu
d)
C-4
C'4
C'4
Z
01
I-
vc�
(D
W
(P
-Z
(N
W
(P
U_
LU
C).
(P
(P
:Z
W
W
Z
-4r
\J
Z
E
A 121 :Z
DATE: 5/4/1313
DfZAIIN 5Y: Rf;;�B
1=20'-O"
S�ALE: I,
1
2-E
A: 1,
XAM
R _&AS
EED'
W14 64, T.
P)�D -02
t:::�4-0
%.00 %10.1 V
IWI�
(Ozfll�
ag, f
0
c/1 I
IuEti 970. -92)
2 EA. 4' P
EL. 57. 8
INSTA�L NEW
2' ME ER & 4.
2' MA N LINE - -
44 LF 15 . . . .....
@1,003
PARKING SIGN
EXISTIN3 3/4--
RESIDENTIAL
TO BE REMOVED
GE69.81
IE,58.1:t
BENCH MARK F
TOP
OF BOTTOM C
FLANGE BOLT
EL. 59.45 --------
ckcill
70
F-A
Ln
00
00
Lj wv
c:) m
x
c:)
0 M
CD
C)
z
30' z 30/ -
IOLF 6'
@0.002 r1Vc
�ul
9
wM
H
S.E. 1/4, S.E. 1/4, SEC 23, TWP
27N., R. 3 E, W.M.
CO 'x
I
NORTH L INE OF
�'AULT #1 (SEE DETAIL) x U
OLYMPIC VIEW CONCRETE DETENTION z
UNRECORDED PLAT YAULT I LLJ
ox Li-
CE:62.25± 1--
11:58.96 0
4 DECTECTOR
---,�CHECK VALVE & BOX
S.F.R.
G ALL
Ei 59. 12'YD TOP OF W
El 1 0 -�GEi 61.0 61.2 61.2 62 OF WALL
CD 61.2 IE, 6�p
In 61u3r00
:39*57 4 0'/ E 122,64
t711 A I A I r-
10.1100 -��DOWN S� ..
- IEi62.L
),25 WN SpOUf +.. 63,5
A- - - - - - - - - - - -
IEi 4 11111U
3 8 77\\_6�0.25
CD
U-)
al
In
CD
L;��
x
z
El
u
H
ju
STUB
DUMPSTER
15 L 8" PVC
-F@ 0,005
X
In PLANTER
j IQ _ I
_ "30 1 (4
--0 --'07ID58,10 I / 1 3
-X-X /-x-x -X-X->K-X-X-j�-*
ALL -X-x x CYCLONE FENC E
CONCRETE N 89*57'40" W 122.64 CD
12'Y �DW Ary In
m GE:62.85 0i
IE160-5 r-- IT C* r- 1 0 cl- CD V--4
CD x
1 -1 C B 64.58 RIM
x 60,6 INV.
x
192-11MITONTS AND BEARING CHAPAOTERISTICS ARE 1/2:1 U..K. L
6 2.13 R I M
533 INV,
CB #1 TYP-
GE:62.2±
IE158,88
SURFACE RESTORATION
EXISTING PAVEMENT SHALL BE SAWCUl OR ROIA. CUT FULL DEPTH TO PROVIDE A SMOOTH STRAIGHT EDGE CUT EDGE OF
PAVEMENT[ SK41 EXTEND 127 BEYOND THE TOP OF EACH EDGE or THE TRENCH WALLS TO PROVIDE AN ASPHALT PATCH THAT IS
TOTAL OF 2 FEET WIDER THAN THE TOP %IOTH OF THE TRENCH
PRIOR To RESTORING SURFACE or TRENCH. PROVIDE A If LINIMUM COMPACTED DEPTH BASE USING 5/8' MINUS CRUSHED ROCK. COMPACTED 10
95X Of MAXIMUM DENSITY AS DETERMINED BY THE MODIFIED PROCTOR W.IPACTION TEST, PER ASTU D1557.
PROINDE CLASS 8 ASPHALT C014CRETE PAVEMENT FOR SURFACE RESTORATION OF TRENCH IN Z' MAXIMUM LIFIS 10 MATCH EXISTING PAVEMENT
OEFnt 27 MINIMUM DEPTH. ALL JOINTS SHALL BE CLEANED AND SEALED WITH EMULSIFIED ASPHALT AND TOPPED WITH SAND.
RESTORE ROAD SHOULDERS 10 MAICH EXISTING CONDITION. IF SHOULDER IS GRAVEL. RESTORE WITH I- COMPACTED DEPTH OF 5/T UNITS
CRUSHED ROCK. IF SHOLIUDER IS CRASS AND MAINTAINED, RESTORE WITH SOD. IF SHOULDER IS GRASS AND UNVANTAINEO, RESTORE INITH HYDROSIED.
TRENCH RESTORATION
MAXIIJUU WIDTH Of TRENCH AT THE SURFACE SHALL BE 487, UNLESS PREVENTED BY SITE CONDITION.
WIDTH OF UNOBSTRUCTED TRENCH ON EACH SIDE OF WATER MAN SHALL BE BETWEEN Ir AND 12'. UNLESS PREVENTED BY SITE CONDITIONS.
WWM COVER FOR If AND SMALLER WATER INN SHALL BE X FROM TOP OF PIPE TO FINISHED TRENCH SURFACE. MAXIMUM COVER M
NOT EXCEED 7 FEET, UNLESS GREATER DLPTHS ARE REQUIRED TO AVOID CONFLICTS WITH OTHER UTILITIES OR STRUCTURES.
IF IATIVE FOUNDATION MATERIAL IS UNSUITABLE AS DETERMINED BY THE IMCIOR, REPLACE UNSUITABLE MAIERAL Willi CDF.
PROVIDE FULL TRENCH WIDTH SAND OEDDNG FROM 4' BELOW PIPE TO if ABOVE PIPE. AND BAcKnLL To sulicmi: SHALL BE CONTROL
DESTINY FILL (COO IN A D[k-M MIX APPROVED BY ENGINEER, SO AS TO PROVIDE A FIRM AND UNIFORM SUPPORT OVER THE FULL IC14GTH
OF THE Pff,.VALVES. AND FITTINGS.
FOR TRENCHES NOT SUBJECTED 10 TRAFFIC LOADS, GRAVEL BEDD114G CLASS 8 AND aAcKnLL SHALL BE PLACED AND COMPACTED IN LAYERS
NOT MORE IVAN ir THICK, CONFORMING 10 WSDOT SECTION 9-03.15 & 16, & 9-03.19.
SELECT BACKFILL SPECIFICATION
Sim Stz 9 PASSING UY WEIGI
Y SQUARE 95-100
1 25-75
U�fSQUARE
NO. 200 0-5
DUST RATIO 2/3 MAXIMUM
SAND EQUIV. 60 MINIMUM
MISCELLANEOUS NOTE$
DEPTHS OF WATER MAIN LAY INCREASE AS RED= 10 AVOID CONFLICTS WITH OTHER UIA-1111S AND MAY REQUIRE ADDIVOIAL 11111ITCS.
A it UK" CLEARANCE SMALL BE MAINTAINED BETWEEN THE WATER MAIN AND OUR UTILITIES, EXCEPT FOR THE MINIMUM
RE"n a-DRqa FOR WATER AND SEWER IS SKICIFIED IN Tit DISTRICTS WATER AND SEWR SEPARATION SIAVDkRD DETAIL
TO e& DETUIkNED OT 'I'MIC DISTRICT.
ITT V
2. US STMIDARD DETAIL 03 MR 11401OZONTAL IMST
THRUST DLL%*AlNg
FIESITRAINT ONLY.
MN=M CLOMNO SHAL DE PM APWA SPEPACATION
384.
vwlmau�D S""L
4. CONCRETE THRUST ILD=No FOR ntmcs wt;m THm
IC SM.L et AS SHOY.N ON IT$ PROJECT PLIN'S.
PIPE
5. VANTAPI.4' VIIMIUM CRO'UND C-Y-R C'dM THE TOO
Or )JL roci�I."E eumla.
it <- L 0 28
C, %R�P MINOS ):.'g 6 Ing '11= POLYiMME<
'EMING AREIL IN X I
gwwo PKPR m FqjRJH0 CuiCRETIC
1. OEIERI!;JX BUAING FAC71FOR IN TMLJE I CORRES-POWDING M
MR01715ATE PK = MID r(m OF FITTING.
2. MULPIPLY THE itk�vc rArTOR DEMWPIED IMI TABLE I BY THE
N
>�
MULTIPLICATION FA= N TABLE Z FOR THE APPROPRIATE
SO11. CLASMICATI0q.
N
1/2
'DIE ff.SULT IS TIE RCOVIRED Ma OF CVICREFE (IN
'N
it
SQ. FT.) VICIf VUST OEM AGAINST UNDISIURIBED SOL
I USING TAME 3 LWTC THE VU44VLI DEPTH Or CONCRETE
COFIREWCHOING in 714c REQUIRIE10 SCARING
mb
4. UTNG Omb. 114E HECHT ANO MIGTH OF THE TH.1iUST
FIGURE 1
111.0=140 CAN BE DETMM114M FROM THE r/VIN.T.ON
rEIATIONSHIPS 11-LUSTRATEO IN [IGUrE I MID OLSMBED
BELOW.'
A. IN, COLIALS
a. sim 'Ll miz 2 K ' H.
C. VIN. 'v EqjAs
-iiis
TEST cclko 90, 45- 2.2 i/r It 1/4-
SIZE PRESLUTIE ENDS SCHO MD REFID BEND
3 m :ff- 2.25 2.25 2.23 2,25
4 300 2.25 1 7.25 2M 2.75 2.25
a zoo 2.aJ 1 4.00 2.23 2.25 2.25
300 70i_
7.11 3.95 2.7 2.2i'
10 300 p 3.05 Z.25
-L-L 11.11 . 6.00
12 300 11.31 1 16.00 11.116 4.41
.-z- -T
1&14 . 9.82 5.0'3 2.51
.15 2A iti 9G
90' BEND 45, BEND 22 1/2' BEND CROSS V-yr-iuno
BEAR!NG FACTOR
TABLE I It 1/4' VC:0 FEE
S�ZE aJI11.7
Ti rf Z l A
091111
oax):. 11U.T. 41m A-REA (SO. FT.)
501 CLAY 7.25 VIN.- 5.0
500 "IT - 10.0 7.25
SAMD AW 0,ArL 1.0 10.0 1&0 3.0,
3 C�4AVk.L (-XNIEI) W/ CLAY 1115 15.01 10.0
40 0
0,
,.0 Cl - 70.0 e.c.,
MQLTI�ILJCAT!�*Asl FACIOR
TA5LIK 2 F(-(-JI( SHAF$r
IAO-1-- 3
HOOZONIAL -1 9-LOCK11,1",
10 0 10 1 20
I inch 10 ft.
Coam
17 PARK
W L
OVERLOOK PK
ENV
P SW
L 7- w
e IN" P, ra-
PL SW
188T� ;J ST SW';'
�3
4, 1- 169114 s
L-1 sw
PL
w#.TER -ST Lt 'w
" tw
'j9?ND S--. SIJI
C-3i
41, DR
tl
196T ST SW
MELODY LN "W"T PUGET :;l DR
IINDLEI wy
BR0.011,R, IN
BROOM E ST
SP
S ST IIE
Pk4l. t N L V SIA Boo -P ST S.
SATER
N
- - - LANDING
RA ZOIJT IL
2
PL-
BEACH
rAru GLEN ST
DALEY ST I
IVIC ig
CTR SPRAGU
PINE M 1.
RI"
A
L ow I
is
_BC 5 t T L
T
;* ST-
s MAIN h P,
DAYTON a, 4&.
T
7. MAPLE ST.)
!]A
K
UNION
PAR�K 4
I
OIL C[DA
A -13
K4RSH
A 2:1 �L SW
CD TV
i3i 2FISN ST SW
qsm s
EWNDS; Lu
216TH -
m4grAlk, L - - - Z1. I; -
Pf BEACH t F
sw z
kKAM LN ST sw
PK Q
c.2,6 -,-5.
A w
220"TH ST
OOD -:4'
-1 aOGw-
PL
H
-A.
ca
0 ve rz C ws- cv� VA t[
r> -a -r--v L s
r?- (5 IF s -114
RECEIVED
CA %z b'v*��
0- '3 ovo 0 0 APR 17 2000
A:
,z,t.s-T t> M I <, T-5 A L�-- "C> (D DEVLLOPMENT SERVICES CTR.
cITY OF EDMONDS
-Typ I C A'A'
REET FILE
SPRINKLERS
UPRIGHT
PENDENT
A116 ISIDEWALL,
HERIDIAM R.ELS. #9201235004 (N 00*02'20' E) 5TH. AVE. S.
LEGAL DESCRIPTION:
ALLTHAT PORTION 13F THE S13UTHEAST QUARTER OF THE SOUTHEAST
QUARTER OF THE SOUTHEAST QUARTER OF SECT113N 23, TOWNSHIP 27
NORTH, RANGE 3 EAST, W.M. IN SNUH0141SH COUNTY, WASHINGTON,
DESCRIBED AS FOLLOWSi
BEGINNING AT A POINT 560.9 FEET NORTH OF THE SOUTHEAST
CORNER ' OF SAID SUBDIVISION)
THENCE WEST 1".71 FEETj
THENCE NORTH 12.5 FEET TO THE TRUE POINT OF KGINNINGj
THENCE WEST 122.71 FEETj
THENCE NORTH 62.5 FEETj
THENCE EAST 122.71 FEETj
THENCE SOUTH 82.5 FEET TO THE TRUE POINT OF BEGINNING.
(BEING KNOWN AS LOTS 35, 36, 37 AND 38, BLOCK 1. EXCEPT THE
SOUTH 12.5 FEET OF LOT 35 AND EXCEPT THE NORTH 5 FEET OF LOT
le, -OLYWIC V!EW ACCEIRDING TO THE UNRECORDED PLAT THEREOF). -
r ItcM IL wz'" -rA..K 4* 2'6 2-1 kj c) C>4=) I
auILv'L3Cq IPEZ-AVT wo.
F rZ
4
!b; -Z -7-,1'-7-
90' BEND 45, BEND 22 1/2' BEND CROSS V-yr-iuno
BEAR!NG FACTOR
TABLE I It 1/4' VC:0 FEE
S�ZE aJI11.7
Ti rf Z l A
091111
oax):. 11U.T. 41m A-REA (SO. FT.)
501 CLAY 7.25 VIN.- 5.0
500 "IT - 10.0 7.25
SAMD AW 0,ArL 1.0 10.0 1&0 3.0,
3 C�4AVk.L (-XNIEI) W/ CLAY 1115 15.01 10.0
40 0
0,
,.0 Cl - 70.0 e.c.,
MQLTI�ILJCAT!�*Asl FACIOR
TA5LIK 2 F(-(-JI( SHAF$r
IAO-1-- 3
HOOZONIAL -1 9-LOCK11,1",
10 0 10 1 20
I inch 10 ft.
Coam
17 PARK
W L
OVERLOOK PK
ENV
P SW
L 7- w
e IN" P, ra-
PL SW
188T� ;J ST SW';'
�3
4, 1- 169114 s
L-1 sw
PL
w#.TER -ST Lt 'w
" tw
'j9?ND S--. SIJI
C-3i
41, DR
tl
196T ST SW
MELODY LN "W"T PUGET :;l DR
IINDLEI wy
BR0.011,R, IN
BROOM E ST
SP
S ST IIE
Pk4l. t N L V SIA Boo -P ST S.
SATER
N
- - - LANDING
RA ZOIJT IL
2
PL-
BEACH
rAru GLEN ST
DALEY ST I
IVIC ig
CTR SPRAGU
PINE M 1.
RI"
A
L ow I
is
_BC 5 t T L
T
;* ST-
s MAIN h P,
DAYTON a, 4&.
T
7. MAPLE ST.)
!]A
K
UNION
PAR�K 4
I
OIL C[DA
A -13
K4RSH
A 2:1 �L SW
CD TV
i3i 2FISN ST SW
qsm s
EWNDS; Lu
216TH -
m4grAlk, L - - - Z1. I; -
Pf BEACH t F
sw z
kKAM LN ST sw
PK Q
c.2,6 -,-5.
A w
220"TH ST
OOD -:4'
-1 aOGw-
PL
H
-A.
ca
0 ve rz C ws- cv� VA t[
r> -a -r--v L s
r?- (5 IF s -114
RECEIVED
CA %z b'v*��
0- '3 ovo 0 0 APR 17 2000
A:
,z,t.s-T t> M I <, T-5 A L�-- "C> (D DEVLLOPMENT SERVICES CTR.
cITY OF EDMONDS
-Typ I C A'A'
REET FILE
SPRINKLERS
UPRIGHT
PENDENT
A116 ISIDEWALL,
HERIDIAM R.ELS. #9201235004 (N 00*02'20' E) 5TH. AVE. S.
LEGAL DESCRIPTION:
ALLTHAT PORTION 13F THE S13UTHEAST QUARTER OF THE SOUTHEAST
QUARTER OF THE SOUTHEAST QUARTER OF SECT113N 23, TOWNSHIP 27
NORTH, RANGE 3 EAST, W.M. IN SNUH0141SH COUNTY, WASHINGTON,
DESCRIBED AS FOLLOWSi
BEGINNING AT A POINT 560.9 FEET NORTH OF THE SOUTHEAST
CORNER ' OF SAID SUBDIVISION)
THENCE WEST 1".71 FEETj
THENCE NORTH 12.5 FEET TO THE TRUE POINT OF KGINNINGj
THENCE WEST 122.71 FEETj
THENCE NORTH 62.5 FEETj
THENCE EAST 122.71 FEETj
THENCE SOUTH 82.5 FEET TO THE TRUE POINT OF BEGINNING.
(BEING KNOWN AS LOTS 35, 36, 37 AND 38, BLOCK 1. EXCEPT THE
SOUTH 12.5 FEET OF LOT 35 AND EXCEPT THE NORTH 5 FEET OF LOT
le, -OLYWIC V!EW ACCEIRDING TO THE UNRECORDED PLAT THEREOF). -
r ItcM IL wz'" -rA..K 4* 2'6 2-1 kj c) C>4=) I
auILv'L3Cq IPEZ-AVT wo.
F rZ
4
!b; -Z -7-,1'-7-
BEAR!NG FACTOR
TABLE I It 1/4' VC:0 FEE
S�ZE aJI11.7
Ti rf Z l A
091111
oax):. 11U.T. 41m A-REA (SO. FT.)
501 CLAY 7.25 VIN.- 5.0
500 "IT - 10.0 7.25
SAMD AW 0,ArL 1.0 10.0 1&0 3.0,
3 C�4AVk.L (-XNIEI) W/ CLAY 1115 15.01 10.0
40 0
0,
,.0 Cl - 70.0 e.c.,
MQLTI�ILJCAT!�*Asl FACIOR
TA5LIK 2 F(-(-JI( SHAF$r
IAO-1-- 3
HOOZONIAL -1 9-LOCK11,1",
10 0 10 1 20
I inch 10 ft.
Coam
17 PARK
W L
OVERLOOK PK
ENV
P SW
L 7- w
e IN" P, ra-
PL SW
188T� ;J ST SW';'
�3
4, 1- 169114 s
L-1 sw
PL
w#.TER -ST Lt 'w
" tw
'j9?ND S--. SIJI
C-3i
41, DR
tl
196T ST SW
MELODY LN "W"T PUGET :;l DR
IINDLEI wy
BR0.011,R, IN
BROOM E ST
SP
S ST IIE
Pk4l. t N L V SIA Boo -P ST S.
SATER
N
- - - LANDING
RA ZOIJT IL
2
PL-
BEACH
rAru GLEN ST
DALEY ST I
IVIC ig
CTR SPRAGU
PINE M 1.
RI"
A
L ow I
is
_BC 5 t T L
T
;* ST-
s MAIN h P,
DAYTON a, 4&.
T
7. MAPLE ST.)
!]A
K
UNION
PAR�K 4
I
OIL C[DA
A -13
K4RSH
A 2:1 �L SW
CD TV
i3i 2FISN ST SW
qsm s
EWNDS; Lu
216TH -
m4grAlk, L - - - Z1. I; -
Pf BEACH t F
sw z
kKAM LN ST sw
PK Q
c.2,6 -,-5.
A w
220"TH ST
OOD -:4'
-1 aOGw-
PL
H
-A.
ca
0 ve rz C ws- cv� VA t[
r> -a -r--v L s
r?- (5 IF s -114
RECEIVED
CA %z b'v*��
0- '3 ovo 0 0 APR 17 2000
A:
,z,t.s-T t> M I <, T-5 A L�-- "C> (D DEVLLOPMENT SERVICES CTR.
cITY OF EDMONDS
-Typ I C A'A'
REET FILE
SPRINKLERS
UPRIGHT
PENDENT
A116 ISIDEWALL,
HERIDIAM R.ELS. #9201235004 (N 00*02'20' E) 5TH. AVE. S.
LEGAL DESCRIPTION:
ALLTHAT PORTION 13F THE S13UTHEAST QUARTER OF THE SOUTHEAST
QUARTER OF THE SOUTHEAST QUARTER OF SECT113N 23, TOWNSHIP 27
NORTH, RANGE 3 EAST, W.M. IN SNUH0141SH COUNTY, WASHINGTON,
DESCRIBED AS FOLLOWSi
BEGINNING AT A POINT 560.9 FEET NORTH OF THE SOUTHEAST
CORNER ' OF SAID SUBDIVISION)
THENCE WEST 1".71 FEETj
THENCE NORTH 12.5 FEET TO THE TRUE POINT OF KGINNINGj
THENCE WEST 122.71 FEETj
THENCE NORTH 62.5 FEETj
THENCE EAST 122.71 FEETj
THENCE SOUTH 82.5 FEET TO THE TRUE POINT OF BEGINNING.
(BEING KNOWN AS LOTS 35, 36, 37 AND 38, BLOCK 1. EXCEPT THE
SOUTH 12.5 FEET OF LOT 35 AND EXCEPT THE NORTH 5 FEET OF LOT
le, -OLYWIC V!EW ACCEIRDING TO THE UNRECORDED PLAT THEREOF). -
r ItcM IL wz'" -rA..K 4* 2'6 2-1 kj c) C>4=) I
auILv'L3Cq IPEZ-AVT wo.
F rZ
4
!b; -Z -7-,1'-7-
EX15TIN& 5" AFf
E3E F;PEMO\/t=D
PONER VAULT
CONCRETE RET�
TOP OF HALL T
TOP OF ADJACI
TRA5H ENOI-051.
NOOPEN TRELLI
AND ENCLO55P
LINK FENCE PqlTi
SIDEHALK CUTOUTS CONCRETE PAD5
1*--NT 0 1Z 7 1-1
SCALE: 1/8" = 1'-0"
64
'.X15TIN5 5" APPLE TO
E REMOVED
X15TIN& 4" LILAC TO
3,E REMOVED
2 STRAW THISTM 14 WASE
eAL. mRE E%cAsw IN I* VIA.
REINFORCED RIJBIBER HOSE
2-2"X 20 POOD STAKES
MVEN FIRJ-LY INTO SWISRAVE
STAKE AZO�E FIRST DRAW-+E5
OR AS NECIESSARY FOR FIRM
SUPPORT
2" M6LOH, TAPER TO OROHN
51,
FOLD 5ACK roP
t/5 or- SURLAP
SPECIFIED PLARTINS MIX
6" COWACTED MOUND OF
SA4091-L SOIL
L A
IL IL
ir, ;4-
2
ROOTEALL VIAM.
NOTESs
INSTALL TREE 50 TOP OF ROOTBALL 15 AT SAME LEVEL IT KA5 IN NURZERY.
USE THREE YCCV STAKES FOR TREES W CAUFM OR LARoSM SPACE EVENLY AROUNDI
TREE FLANTINO DETAIL
50ALEs NOT TO 50ALE
FLANT SCeHEDULE
SYMBOL My-
& 4
-0
4
(D'
EO
12
4
@ 4
0 a
Q 24
4
10
16
50
NO 2
SYMBOL
12
@
4
BOTANICAL 'SOMMON NAME
ACER CIRZINATUM/
VINE MAPLE
PYRU5 C.'CHANTICLEERV
FLOkqERINO PEAR
ABELIA'EDPAARD 67OUCHERV
EDkqAR.D 601JOHER ABELIA
AUCUBA J. 'PICTURATAV
NO COMMON NAME
CHAMAECYPARIS 0. 'COMPACTAV
COMPACT H'NOKI CYPRESS
E50ALLONIidt 'NENFORT Dk4ARFV
NEkqPORT DiqARF ESCALLONIA
ILEX C.'SKY 5ENTRYV
COLUMNAR JAPANESE HOLLY
NANDINA O.'COMPACTAV
COMPACT HEAVENLY BAMBOO
PRUNU5 L. 'CTTO LUYKENV
OTTO LUY`KEN LAUREL
RHODO. 'NOVA ZEMBLAV
NOVA ZEMBLA RHODODENDRON
R05A 'APPL.EBLO5SOMV
APPLFBLO'5*,!50M CARPET ROSE
SARCOCOCCA RUSCIFOLIA/
NO COMMON' NAME
VIBURNUM PAVIVIII
No COMMON NAME
ARCT05TAPHYLOS, UVA-URS11
KINNIKINNICK
CALLUNA lk4INTER CHOCOLATEV
CSOLDEN HEATHER
CLEMATIS,ARMANDII/
EVERC,REEN. CLEMAT15
HELIANTHEMJM 'ANNABELLEV
5UNROSE ,
HEMEROCALL15 'STELLA DIOROV
DKAR!": DAYLILY
IBERIS 5.'5NOkqFLAKEV
DP4ARF OANDYTUFT
MENTHA REQUIENII/
CORSICAN MINT
PHORMIUM'�r'AORI MAIDENV
NEA ZEALA';,!I--) FLAX
VINCA MINCR/
r,>kqARF PER!NINKLE
CONTRACTC)'R TO DETERMINE,,,,
OUANTI"rY NEEDED
I
51ZE/00MMENTS
&-THT
MIN 5 STEMS
5" CALIPER
MATCHED
5 &ALLON
5 &ALLON
50-56" HT
FULL TO BASE
5 6ALLON
50" HT MIN
5,67ALLON
1&-21" SP
la-2111 SP
I 6ALLON
PINK BUCKET
50ALLON
I &ALLON
I CALLON
301, 00-ONE RON
I &ALLON
I &ALLON-ONE AT
EACH END OF TRELLIS
411 POTS
151100
I &ALLON
I OALLON
411 POTS
121, OC'
5 OALLON
I 6ALLON
501, 00
(5ENERAL NOTES:'
1. Contractor shall be responsibie for familiarizing himself with all other
site improvements prior to starting landscape work. Contractor
shall use caution while excavating to avoid disturbing any existing
utilities or roots of trees to ra-main.
2. Notify general contractor of any drainage problems found during
construction.
5. Install 4" of 5-way topsoil in all planting areas.
4. Rototill any areas that have been compacted during construction.
5. All plant material shall meet AAN standards for nursery stock, latest
edition.
6. Field adjust trees to avoid conflict with location of streetlights, water
meters, fire, hydrants, and other utillt� equipment. Consult with LA if any
problems are encountered.
'I. Fertilize, plant material with Agro transplant fertilizer 4-2-2 and 21
gram tablets per manufacturer's recommendation.
5. Plant material quantities are, for convenience only. Contractor is
responsible, to verify quantitles for himself. . Symbols on draNing have
priority over quantities given on plant schedule,.
cf. Install a minimum of 2" madium- Pine bark mulch in planting area.
10. Contractor shall maintain and water plant material until owner's final
acceptance.
11. Plant material Shall be warranted for a period of one year from final
acceptance.
12. Finish grade to be 1/2" below c-urface ol' adjacent walks or top of
adjacent curbs.
15. Contractor to Install automatic irrigation system with separate zones
for beds along street, each side of building and area behind building
on alley side.
14. Street tree variety was selected because it does not bear fruit and
for beds along has a columnar form to limit view blockage.
r,
0
FORM SAL;CZR $41TH
20 MIJL0H FEATHERW
50 CONTINLIOM RJM
TO CROHN
FINISH C4tAM
SET TOP OF
..
PEEL BACK TOP 115
AT NLP-SAERY
Hr:16i4r OR
HEWHT IN
...................
...................... ..
I rill
OF SLIRLAP ON
5 4 5 PLANTS. R9.1-01OVE
OR BURY EXCE55
.
RZV6+EN 51DM
SPEZIFIED PLANTINS
OF PLANT PIT
MIX. NATM AND
STAMP TO REMOVE:
2 TIMES
FERTLIZE PLANTS
AIR POCKETS
AS DESCRIBED IN NOTES
ROOTBALL
SHRUB FLANTINO
SCALE: NOT TO SCALE
,av V
'JVV'V
c
sv
OW
100�961V'"VIAIF
BY P ANNING
lqq
J
V-)
ZJU
0
Z-
tu
0
3:
U-
X
IL
(0
F
r
fV
Cq
Z
�3
(P
C14
0
W
\ s)
LIA
0-)
x
Z
W
tu
F-
LLI
q
V)
Z
IDATE: 5/4/99
DIRAWN 5Y: RR5
5CALE: I'=20'-O'
L — I
—1
rg
>
7U
Z
Z
rg
PARK NG
SMN-____
BENCH MARK
Ix' ON TOP
OF BOTTOM
FLANGE BOLT
EL. 59.45
C�i
U)
CD
Cc
CD
WV1
C)
C)
Z
30,
ov
T_
N -t3c
14,
.43
Ct
Q
NORTH LINE OF
OLYMFIC VIEW
UNRECjRDED PLAT
S.F.R.
00
CB
59.11
57.0
T
16.0
Co
PIP
VAULT
W
CD
X
t
77-
__WODD FENCE
0 S 89,PZLIO' E 1-2 C 0"/* +
X
r
�6
X W-1-1.1"79
M— CL
X Z,/ X
-.1 1(6 1
X
M
Z
X X
63
1
X
7±SQ.FT.
37 LJ
Ld
Ld
WIVI
CD <
_J
<
CU W Z IL
00 PA
0
_J
E STI
<
a:
CONC, WALK S.F.R,'(TO BE RfzMOVED) SSI STUB
p
0
#239
4
Li
J9_2_13
/153.9 1
W
Z
M
I
U
> 36 UIL
PLUG
LAJ
LJ
Y M T
OIL0
LQ
C)
�Ii
U
El PLUG
CU
OD
W
0
C)
FH C:D Ca)
S
CONCRETE WALL
N 89*57'40' W 122J.4 CY
35 00
LQ 7t('n'
C)
S,F.R.
34
C
R = 25, MIN L 4" X 6* QUARRY SPALLS
MINIMUM 8' THICK
NOTESi
1. AGGREGATEi BALLAST WSDOT STANDARD SPECIFICATION 9-03,9(t)
2. ENTRANCE DIMENSIONSt THE AGGREGATE LAYER MUST BE AT LEAST EIGHT (8)
INCHES THICK, IT MUST EXTEND THE FULL WIDTH OF THE VEHICLE INGRESS
AND EGRESS AREA, THE LENGTH OF THE ENTRANCE MUST BE AT LEAST
FIFTY (50) FEET,
3. INSTALLATIONt THE AREA OF THE ENTRANCE SHOULD BE CLEARED OF ALL
VEGETATION, ROOTS AND OTHER OBJECTIONABLE MATERIAL. THE GRAVEL
SHALL BE PLACED TO THE SPECIFIED DIMENSIONS. ANY DRAINAGE FACILITIES
REQUIRED BECAUSE OF WASHING SHOULD BE CONSTRUCTED ACCORDING TO
MANUFACTURER'S SPECIFICATIONS,
4. MAINTENANCEi THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH
PREVENTS TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHTS —OF —WAY. THIS
MAY REQUIRE PERIODIC TOP DRESSING WITH TWO—INCH STONE AS CONDITIONS
DEMAND AND REPAIR AND/OR CLEANOUT OF ANY STRUCTURES USED TO TRAP
SEDIMENT, ALL MATERIALS SPILLED, DROPPED, WASHED, OR TRACKED FROM
VEHICLES ONTO ROADWAY OR INTO STORM DRAINS MUST BE REMOVED IMMEDIATELY.
TEMPORARY CONSTRUCTION
ENTRANCE
Do
N C4 NO SCALE
;j ..
_J W
0 (D Copyright 1999
�2 1 J.C. McDonne(l, & Associates
CB
WZ
U
W
Ld
Z
El
a,
X _J
U
L)
I
FILTER FABRIC MATERIAL
2' x 2' x 14 GA. WWF
PROVIDE 3/4' - 1-1/2'
WASHED GRAVEL BACKFILL
IN TRENCH AND ON BOTH
SIDES OF FILTER FENCE
FABRIC ON THE SURFACE----
U
OPENINGS EQUAL TO
USDA SEIVE SIZE 70
F
S.E. 1/4, S.E. 1/4, SEC 23, TWP. 27N., R. 3 E, W.M.
20 a 20 40
I inch = 20 ft.
2' x 4' DOUGLAS
FIR OR EQUAL
SILT FENCING
110
I
lt _T
C)
'U
14
U U U U
BURY BOTTOM OF MATERAL
4'-0' TYP IN 8' x 12' TRENCH
6'-0' MAX
SILT FENCE DETAIL
NO SCALE
-CONSTRUCTION SEQUENCE
I. ARRANGE AND ATTEND PRE -CONSTRUCTION MEETING WITH CITY OF
EDMONDS SITE DEVELOPMENT INSPECTOR. REVIEW DEVELOPMENT
APPROVAL STANDARDS FOR EROSION AND SEDIMENTATION CONTROL,
2. FLAG PROPERTY LINES AND CLEARING LIMITS,
3. INSTALL ROCK CONSTRUCTION ENTRANCE PER PLAN,
4. CLEAR AND GRUB ROAD R/W.
5. INSTALL SITE SEDIMENT CONTROL WITH SILT FENCE OR EQUILVALENT
ALONG THE EDGE OF CLEARING AT ANY POINT WHICH SLOPES TO
OFFSITE PROPERTY DURING CONSTRUCTION, DETERMINE IN FIELD,
6. ROUGH GRADE SITE PER GRADING PLAN AND FIELD,
7. INSTALL OTHER UTILITIESi POWER, WATER SERVICES, ETC.
8. SAWCUT EDGE OF EXISTING ASPHALT ALONG FRONTAGE. FINISH GRADE
ROAD SHOULDER AND PAVE W/ CLASS B ASPHALT PER STD,
9. HYDROSEED, MULCH AND PLANT LANDSCAPE AND GRASS DITCHES.
10. REMOVE REMAINING T.E.S.C. IMPROVEMENTS AFTER THE SITE HAS
BEEN STABILIZED AND APPROVED BY THE CITY DEVELOPMENT INSPECTOR,
NOTES:
1. SEE ARCHITECTS PLAN SHEET (Al) FOR SECTION CUTS
AT ALL PROPERTY LINES,
2. SEE ARCHITECTS PLAN SHEET 1 FOR DRIVEWAY PROFILES.
3. SEE LANDSCAPE PLAN SHEET (L-1) FOR TREE CUT PLAN,
Devetopment approvat standard for erosion and sedimentation controt (ES0
As ESA Minimum Requirements Alt activities necessItQtIng a clearing or grading permit and all utiLlty projects
1. Consisting of more than 500 Lineal feet of trench excavation shalt be required to control. erosion and
sediment during construction and to permanently stabilize exposed solL resulting from construction, Projects
Involving a crltico.L area may also required to comply with any combination of the ESC minimum requirements.
Compliance will be demonstrated through the Implementation of an approved ESC plan are provided In the
manual.
The plan must address the Following requirementsi
1. ESC Minimum Requirement - Construction Access Route. Construction vehicle access shalt be, whenever
practical, limited to one route, Access points shalt be stabilized with quarry spatts or crushed rock to
minimize the tracking of sediment onto public roads. If sediment Is transported onto a road surface, the
roads shalt be cleaned thor:)ughly at the end of each day, Sediment shalt be removed from roads by
shoveling or sweeping and be transported to a controlled sediment disposal. area within 24 hours, Street
washIng shalt be allowed only after sediment Is removed In this manner.
2. ESC Minimum Requirement - Stabilization of Exposed Areas. AR solts exposed by land disturbing activities
shalt be stabilized. by suitable application of BMPs, Including, but not limited to, sod, hydroseecling, or other
vegetation, plastic covering, or, mulching. Alt BMPs shalt be selected, designed, and maintained In accordance
with the manual, The exposed soils shalt be stabilized according to an approved timetable, (Typically, no solts
shalt remain exposed for more than two clays form October 1 through Apr[( 30 and no more than seven clays
form May I through September 30),
3. ESC Minimum Requirement - Protection of Adjacent Properties. Adjacent properties shalt be protected form
sediment deposition by oppropriate use of vegetative buffer strips, sediment barriers or fiLtel-s, dikes or
mulching, or by a combln:,tIon of these measures" and other appropriate BMPs,
4. ESC Minimum Requiremerat - Maintenance, All erosion and sediment control BMPs shalt loe regularly Inspected
and maintained by the owner to ensure continued performance of their Intended function. All maintenance
and repair shalt be conducted In accordance wit the manual.
5. ESC Minimum Requirement - Other BMPs. As required by the city, other approprIate BMPs to mitigate -the
effects of Increased runoff shalt be applied,
6. Erosion and Secliment.'Cont-ot Requirement - Underground Utility Construction, The construction of
underground utility (Ines shaA specifically address the following,
oL, Erosion control for excavated and stockpiled materlatsi
lo, The placement of excavated material where consistent with safety and space considerations shalt foe
placed on the uphILL side of trenchesi
c. Trench dewatering systems (must discharge Into sediment traps, sediment ponds, or other acceptable
meansi
ol. Tracking and spitting of materials on streets due to hautingj
e. Daily cleanup and street naIntenance.
7. AddItIonat ESC Minimum ReqUrements for Larger Developments, AU new development and redevelopment that
Includes land disturbing activities of greater -than, or equal to, one acre In addition to meeting -the minimum
requirements set forth above shalt comply with ESC requirements listed below,
8. ESC Minimum Requirement - Delineate Clearing and Easement Limits. In the field, mark clearing Limits and/or
any easements, setbacks, sensltive/crlticat areas and the buffers, trees and drainage courses,
9. ESC Minimum Requirement - Sediment Trapping, Prior to leaving the site, storm water runoff shalt pass
through a sediment pond or sediment trap, or other appropriate. BMPs, Sediment ponds and traps, perimeter
cllkes, sediment barriers, and other BMPs Intended to trap sediment on-sIte shalt be constructed as a first
step In grading. These EMPs shalt be functional before land disturbing activities take place. Earthen
structures, such as dams, olkes, and diversions shalt be seeded and mulched according to an approved
timetable,
12. ESC Minimum Requirement - Stabilization of Temporary Conveyance Channels and Outlets. At( temporary
on-sIte conveyance channels shalt be designed, constructed and stabilized to prevent erosion form the
expected velocity of flow coriveyance channels shatt be designed, constructed and stQbHlzed to prevent
erosion from the expected vAocity of flow conveyance channels shalt be designed, constructed and
stabilized to prevent erosion from the expected velocity of flow form a two-year, 24 - hour frequency
storm for the developed conlition. Stabilization adequate to prevent erosion of outlets, adjacent stream
banks, slopes and olownstrean reaches shalt be provided at the outlets of all conveyance systems,
13, ESC Minimum Requirement - Storm Drain Inlet Protection, ALI storm drain Inlets made operable during
construction shalt be protected so that s-torm water runoff shalt not enter the conveyance system
without first being filtered cr otherwise treated to remove sediment,
14. ESC Requirement - Removal of Temporary BMPs, Att. temporary erosion and sediment control BMPs shalt be
removed within 30 days after final site stabilization Is achieved or after the temporary BMPs are no longer
needed, Trapped sediment sho.1 be removed or stabilized an site. Disturbed soll. areas resulting form removal,
shalt be permanently stololftedl.
15, Erosion and Sediment Cont-ol Requirement - Dewatering Construction Sites, Dewatering systems shalt
discharge Into a sediment trop or sediment pond.
16, Erosion and Sediment Cont-ot Requirement - Control of Pollutions other than Sediment on Construction
Sites, Alt pollutants other seAlment that occur on site during construction shalt be handled and disposed of
In a manner that does not ccLuse contamination of storm water,
17, Erosion and Sediment Control Requirement - Finical Liability. Performance bonding, or other appropriate
financial Instruments, shalt be required for all, projects to ensure compliance with the approved erosion and
sediment control. plan. [Ord. 3013 1, 19951.
NOTESi
PLACE 12' OF 3/4' - 1-1/2' WASHED ROCK OR
PEA GRAVEL ON BOTH SIDES OF 1HE FENCE TO
CREATE A BEVEL SHAPE.
FABRIC SHALL COVER BOTTOM OF 8' x 12' TRENCH
AND EXTEND BEYOND THE LIMITS OF THE GRAVEL
IN ORDER TO MAINTAIN AN EXCESS OVERLAP OF
2' MINIMUM AS SHOWN.
UND�RWATV
rAR
4
T*
vy"o
_'DWAPDS P% S K
:7
Fol
ST -S
-C. LLA, -C
MERIDIANi R.O.S. #9201235004 (N 00*02'20' E) 5TH, AVE. S.
LEGAL DESCRIPTION:
ALL THAT PORTION OF THE SOUTHEAST QUARTER OF THE SOUTHEAST
QUARTER OF THE SOUTHEAST QUARTER OF SECTION 23, TOWNSHIP 27
NORTH, RANGE 3 EAST, W.M. IN SNOHOMISH COUNTY, WASHINGTON,
DESCRIBED AS FOLLOWSi
BEGINNING AT A POINT 560.9 FEET NORTH OF THE SOUTHEAST
CORNER OF SAID SUBDIVISIONj
THENCE WEST 168,71 FEET)
THENCE NORTH 12.5 FEET TO THE TRUE POINT OF BEGINNING)
THENCE WEST 122.71 FEETi
THENCE NORTH 82.5 FEETj
THENCE EAST 122.71 FEETj
THENCE SOUTH 82,5 FEET TO THE TRUE POINT OF BEGINNING,
(BEING KNOWN AS LOTS 35, 36, 37 AND 38, BLOCK 1, EXCEPT THE
SOUTH 12.5 FEET OF LOT 35 AND EXCEPT THE NORTH 5 FEET OF LOT
36, OLYMPIC VIEW ACCORDING TO THE UNRECORDED PLAT THEREOF),
DATUM-
7V
DA M'. YRtp ON FIRE� H.YDRAN T AT
SI`V��CORNE-R;'
::&_ 4TH A VE S. AND DAYTON ST
ELEV = 61,55 F
OWNER-/DEVELOPER-
HUMMEL CONSTRUCTION
9927 151 PLACE SE
SNOHOMISH, WA. 98296
(J60) 668-6616
SURVEYOR-
CHENOWETH LAND SURVEYING
181230 MIDVALE AVE N.
SHORELINE, WA
ENGINEER-
J.C. McDONNELL & ASSOCIATES
2812 COLBY AVENUE
EVERETT, WA 98208
(425) 258-2059
FAX (425) 258-5046
CALL 4a HOURS
BEFORE YOU DIG
1-800-4-2-4-5555
GRADING CUANTITIES
CU T. 16J
FILL: 7
NET- 156
METHOD: GRID
SHRINK. ox
S WEL L: or.
TESC DETAIL TABLE
(��) CLEARING LIMITS
SF— SILT FENCE
_X FENCE
MULCH &/OR STRAW
MATTING
STRAW BALE
>_
Pq
X
X
0
X
U
X
U
(4
Z
0
Z
0
LL1
Lu
Ld
LJ_
C3
LJ_
M
L4
>_
J
Z
U
F-
U
0
0
Ld
UJ
>
(L
(L
Li
X
Z
C3
Z
M
Z
E3
>
>
>
Ld
Ld
LAJ
Ld
ON
<
CY)
CU
ty..
J
0
L)
A—
SNOHOMISH COUNTY
PLANNING AND DEVELOPMENT SERVICES
APPROVED FOR CONSTRUCTION
BY1
R/W PERMIT NUMBER:
TESC PLAN
ON
_J
U < U L) (y)
CLI
I
Z
W W W 0�
Z W > > CL
0 W 0
LL W
M < >
W W <
P a� < 94
CY)
Lo
:3 0 0 0) 0
c: N 04 -4- Lo
a) 00
> (J) 1
< 00 Lo 00
LC) te) LO
04
oo
0 0 11)
C%4 0 C%4
q_ 00
Q')
C-4
Q)
T—
oo >
UJ
n
(J'
CD
Ei
E,
�D
>
E-li
CO
C()
C')
�4
r:�
IN�
0
C)
'6V
�D
PRIIJECT N11,
99-578
SHEET N11.
I
OF
3
C/1
DRAIN
GE 58.25
IE:k7,98
13
2 EA. 4' Pvc
12 EL. 57,8±�-
INSTA-L NEW
2" ME TER &
2" MAIN LINE
44 LF 8 r
o 121,113
P A R K I N G S I G N
EXISTIN 3/4"
RESIDENTIAL
TO BE REMOVED
Z:
GE:59.8±
IE:58.1+
BENCH MARK
// X` [IN TOP :5 C �(9
OF BOTTOM
FLANGE BOLT'
EL. 59,45
co
co
LLJ Wv
m
t"t VN
CD <
X
0i
CD
0
CD
CD
30 30
10 Copyright 1999
J.C, McDonnell & Associates
V)
;;u
F___A
_u
1OLF 6" vc
120.002 r
01
9
F_
WM
FH
It
\�p
2' DECTECTOR
CHECK VALVE & BOX
18"YD_ S. F, R.
GE1 59,65
' 8 OA 12'YD TOP OF WALL
IEi 58.00 11
E: 6 L-0 61.2 61.2 62
CD �p
-61.2- IE: 6 . ___ . � [___ �, /-TOP OF WALL
In S 89*57 40" E 122.64 63.00
SWALE
26 LF 4#PVC] b P-71R _6PawI1iEE*_u1qmTu0 P
P 0.016 �5D
DO�WN SP I
Tr7jP
=6
%60.25 0.25 DOWN SPOUf IE62.2
- - - - - - - - - - & - - - - - - - - - - - - -
ILIbif.Z)
�6 O�2 �5 60,25 60, J
D 3 8
S.E. 1/47 S.E. 1/47 SEC 23, 1"WIP. 27N., R. 3 E, W.M.
NORTH LINE OF
OLYMPIC VIEW
UNRECORDED PLAT
AN
129
00
L[j
VAULT #1 (SEE DETAIL,'
U
CONCRETE DETENTION
4-
7-
VAULT
ry
III
L
Lj
171 x LL
X
GE,62.25±
F_
V-7
IE158,96
x
u
S
'I H
u
ST UB
'\63,5
DUMPSTER
is
L
84.
PVC
0.0-05
C x
Z-
x
PLANTER
11111WHIELSPININ - - W.2
GE:60.0 2
3:
()3,
IE159.00
j!
9' 8.5' 3
LD
0 15, W", 75\.
63
r7sw
6' 10' PIPE SLEE E
L15� 62,5 DOWN SP
62 (<I \_4f PVC @_ 0.15 OUT
IE68.10
X-X-X-x->x-x-x
X-X-X-X- _x_
C 0 N C R E T �W_A_ L L CYCLONE FENCE
122.64
12 N 89*57'40'/ W CD
I y \ / A
_F4F_4,1_9 :z F, m 12"YD
IE160.5 GE162.85 0j
IE:61.85 CD
CD
X
CONTRACTOR'S NOTES:
1. EXISTING SIDEWALK, GUTTER AND SIDEWALK TO BE INSPECTED
AT TIME OF CONSTRUCTION. REMOVE AND REPLACE AS REQUIRED.
2. ALLEY IS TO REMAIN OPEN AND UNOBSTRUCTED THROUGHOUT THE
PROJECT. ANY TEMPORARY CLOSURES WILL BE ALLOWED WITH
INSURANCE OF A STREET USE PERMIT.
3. DETECTOR CHECK VALVE SHALL BE LOCATED INSIDE FIRE/MECHANICAL
ROOM.
4. WATER PLUMBING FROM 2" METER TO BUILDING WALL SHALL BE 2"
COPPER MINIMUM (OR EQUAL)
5. SEE ARCHITECTURAL PLANS FOR DETAIL OF PARKING GRADING.
.0, 0.
rA
4
#4 REBAR
24" ON CENTER
EACH WAY
Rmf
Is
VAULT CONSTRUCTION DETAIL
NOSCALE
LLI
_j
I
6 2.13 R I M
5 3.9 1 N V.
CD #1 TYP-
GEt62.2±
lEi58.88
SAWCUT AND MATCH
EXISTING ALLEY
PAVEMENT
1�
x
<1
n
- - I - -
CB 16D4.58 RIM
r6 0.6 1 N V.
x x
#5-40 GRADE REBAR
@ 8" EACH WAY
RIGHT BEND INTO WALL
#4 REBAR
0 12" HORIZ.
12" VERT.
2 #4 REBAR CONTINUOS
im,
VAULT DIMENSIONS
INNER: 34.0' x 8.49' x 4.3'
OUTER: 35.34' x 9.83' x 5.63'
>_ MIX x I z I
u u u u
z z
13 M
FINAL JOINT MUST Ljj IAJ
BE SAW -CUT SAW -CUT OR LINE DRILL ui LL_ Li -
UNDERLYING CONCRETE 2' MIN ASPHALT CONCRETE. u 1:3
0
-Z 0
EXISTING ASPHALT CONCRETE
IS%
....................................... .................................... z u u
4 v C3
L I"
... . ............. .............. ........ . .... MIN CEMENT CONCRETE W
............................................. . ................
-.0- >
EXISTING CEMENT 6' MIN CRUSHED SURFACING z z z
0 M C3
CONCRETE TOP COURSE
(4 (4 (4
FT " t__4 "
CONCRETE MIX SHALL BE SEE STD PLAN 610 > > >
W Ld W
CLASS 4000, TYPE 3 (H.E.S.) 1-4
Ljj
<
P
ASPHALT CONCRETE (3- MIN)
FINAL JOINT MUST
BE SAW -CUT REPLACEMENT PATCH TO BE 11-
10 0 10 20 THICKER THAN PREVIOUSLY EXISTED
................... ... \ 1111 11 - ......................................
................... .........
I inch 10 f t. ....................................... Q
EXISTING ASPHALT C MIN CRUSHED SURFACING
MIN
CONCRETE TOP COURSE <
77 SEE STD PLAN 610
0
DMNG ASRXT CONCME MM PWARED MTE
/- ASPHALT CONCRETE (8* MIN)
FINAL JOINT MUST REPLACEMENT PATCH TO BE I* x _j x X
W-CLIT THICKER THAN PREVIOUSLY- EXISTED 45 (u
....................................... ................ .......... ........... CE5 fE� z
. I w w
w of
z w :3r > IL
..... ...... F_ w 0
............ ............... .......... . ...... ... (4 < >
EXISTING CEMENT L� 0� w
w w w 0- <
CONCRETE PAVEMENT 6* MIN CRUSHED SURFACING
m; 1\1 TOP COURSE
CONCRETE MIX SHALL BE SEE STO PLAN 610
CLASS 4000, TYPE 3 (H.E.S.)
- EMUNG CUM COtME OYM PREPARED GWE
I . ALL TRENCHES IN ROADWAY ARDS SHALL BE BACKFILLED AND PATCHED WITH TEMPORARY 0)
Lb
ASPHALT AT THE ENO OF EACH WORK DAY, UNLESS PERMISSION IS GRANTED TO DO OTHERWISE :3 0 0 0) 0
BY ]HE CITY ENGINEER. C C14 N -II- LO
A,�z P 60 1 1 1
2. ALL TEMPORARY PATCHES ON TRENCHES SHALL BE PERMANENTLY PATCHED WITHIN 2 WEEKS OF r_3 00 U-) 00
LC) rr) LO
COMPLETION OF WORK WITHIN THE ROADWAY AREA- N 00 C\I
E_N
>
1 0 ,, N 0
PAVEMENT PATCHING DETAILS IN-1 Q) ,d. CO
1:L10
pfm!
RF-511RAINIT
�Zjto
As A=
,k,:QL ft. 4�j , , , , -
k
STORM, DRAINAGE,
& GRADING PLAN
<�
E,
u
�D
E
PROJECT NO,
99-578
SHEET NO,
2
[IF
3
S.E. 1/47 S.E. 1/47 SEC 237 TWIP. 27N.7 R. 3 E, W-M-
-GENERAL NOTES:
1. LOCATION OF EXISTING UTILITIES AND IMPROVEMENTS SHOWN ARE
APPROXIMATE ONLY, IT SHALL BE THE RESPONSIBILITY OF THE
CONTRACTOR TO DETERMINE THE EXACT LOCATION(S) OF ALL THE
UTILITIES AND IMPROVEMENTS TO AVOID DAMAGE AND DISTURBANCE,
2. ALL CONSTRUCTION SHALL CONFIRM TO THE 'STANDARD
SPECIFICATIONS FOR MUNICIPAL PUBLIC WORKS CONSTRUCTION'
AND STANDARD PLANS AS ADOPTED BY THE CITY OF EDMONDS AND ANY
REQUIREMENTS ESTABLISHED AT CITY HEARINGS ON THIS SITE.
3. ALL CONSTRUCTION IS SUBJECT TO INSPECTION BY THE CITY OF
EDMONDS. THE CONTRACTOR SHALL NOTIFY THE CITY OF HIS
SCHEDULE IN SUFFICIENT TIME TO PERMIT INSPECTION PRIOR TO
AND DURING THE WORK.
4. ALL WORK WITHIN THE SITE AND CITY RIGHT OF WAY SHALL BE
SUBJECT TO THE INSPECTION OF THE CITY ENGINEER,
5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL
PERMITS FOR ROAD AND UTILITY CONSTRUCTION,
6. PROVIDE AND MAINTAIN TEMPORARY SEDIMENTATION ANF COLLECTION
FACILITIES TO INSURE THAT SEDIMENT -LADEN WATER DOES NOT
ENTER THE NATURAL DRAINAGE SYSTEM, THESE FACILITIES MUST BE
IN OPERATION PRIOR TO CLEARING AND GRADING, AND SATISFACTORILY
MAINTAINED UNTIL CONSTRUCTION IS COMPLETE AND THE POTENTIAL
FOR SITE EROSION HAS PASSED,
7. ALL STORM SEWER PIPE SHALL BE CONCRETE (CP), NON -REINFORCED,
ASTM C-14j CORRUGATED METAL 14 GA, GALVANIZED, ASPHALT COATED
TREATMENT I OR BETTER, MEETING AASHTD M0361 CORRUGATED ALUMINUM,
12 GA., 3' X 11 CORR. (OR PVC ASTM D-3034) EXCEPT AS NOTED,
8. ROAD RESTORATION SHALL BE PER CITY OF EDMONDS STANDARDS.
9. ALL ROOF DRAINS SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM,
10, ALL ROOF DRAIN STUDS SHALL BE MARKED WITH A 2' X 4' POST
SHOWING DEPTH AND MARKED 'DRAIN'.
11. ALL CATCH BASINS SHALL HAVE LOCKING LIDS OR GRATED,
12. ALL TYPE II CATCH BASIN MANHOLES AND ALL INLETS, CATCH
BASINS OUTSIDE OF THE PUBLIC R/W/ SHALL HAVE LOCKING
LIDS OR GRATES,
13, STANDARD LADDER STEPS SHALL BE PROVIDED IN THE CATCH BASIN
MANHOLES EXCEEDING 4 FEET DEEP.
14. ALL STRUCTURAL FILLS SHALL BE COMPACTED TO A MINIMUM DENSITY
OF 95% OF MAXIM UM DENSITY BY MODIFIED PROCTOR TEST,
15, UTILITY TRENCH BACKFILLS SHALL BE COMPACTED TO 95% RELATIVE
COMPACTION UNDER ROADWAYS AND 90% OUTSIDE ROADWAYS,
16, STORMWATER DETENTION/RETENTION FACILITIES MUST BR FLUSHED
AND CLEANED PRIOR TO ACCEPTANCE,
17. TEMPORARY SEDIMENTATION AND EROSION CONTROLS SHALL BE
MAINTAINED FOR THE DURATION OF THE CONSTRUCTION. TYPICAL
METHODS SHALL INCLUDE A TEMP. ROCK CONSTRUCTION ENTRANCE,
CHANNELS FOR SURFACE RUNOFF, HAY BALES, SILT FENCE OR OTHER
CONVENTIONAL METHODS,
18. ALL DISTURBED AREAS SHALL BE SEEDED WITH PERENNIAL
GRASSES PROMPTLY UPON COMPLETION OF GRADING,
19 CB#1 SHALL BE A TYPE I. CB #2, 3, 4 & #5 SHALL BE TYPE I-L CATCH
BASINS, CB #2 SHALL HAVE AN 81 PVC RESTRICTOR STRUCTURE WITH
ORIFICE. CD #7, THE PUMP WETWELL, SHALL BE TYPE 11 301
,WETWELL
20 CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTED ALL MANHOLE,
INLET AND CATCH BASIN FRAMES AND GRATE JAUT PRIOR TO
PAVING.
21. IN THE EVENT THAT FIELD CONDITIONS DIFFER FROM INFORMATION
PRESENTED IN THESE PLANS, THE CONTRACTOR SHALL BE
RESPONSIBLE TO CONTRACT THE ENGINEER FOR A FIELD CHANGE PRIOR
TO CONSTRUCTION OF THE CONTESTED ITEM,
22. LAND SURVEYING AND TOPOGRAPHY INFORMATION FOR THIS PLAN
WAS PROVIDED BY CHENOWITH LANDSURVEYING,
23, THE PUMP SHALL BE A SUBMERSIBLE OR EFFLUENT PUMP WHICH CAN
PUMP 40 GPM AGAINST A TOTAL DYNAMIC HEAD OF 8 FEET.
A HIGH WATER ALARM SHALL BE INSTALLED AS WELL AS PUMP ON/OFF
FLOAT SWITCHES, THE PUMP SHALL BE A HYDR-O-MATIC SW25M1 (1/4 HP)
OR EQUAL,
24. THE PUMP STATION EMERGENCY OUTFILL LINE BE 41 DIA. PVC
ASTM D-3034, THE FORCE MAIN SHALL BE 1 1/2' DIAMETER SCHEDULE 40
PVC,
1/41 EDGED GROOVE
_61-
2.51 LANDSCAPE STRIP
_51- SLOPE 2%
1-R
SL
&
SLqPE 3-
P _,�CEMENT CONCRETE
51 SIDEWALK
)K NOTEi TOP OF CURB AT DRIVEWAYS
11-60
SANITARY SEWER NOTES:
I. CONTRACTOR SHALL NOTIFY OWNERS OF ALL AFFECTED UNDERGROUND
UTILITIES FOR FIELD LOCATIONS THEIR FACILITIES.
2. SIDE SEWERS SHALL BE PLACED ON UNDISTURBED SOIL. NATIVE
MATERIAL CAN BE USED FOR BACKFILL PROVIDED SHARP ROCKS
ARE KEPT OFF THE PIPE DURING BACKFILL PLACEMENT,
3, SIDE SEWERS SHALL BE INSTALLED ACCORDING TO CITY OF
17-DMONDS STANDARDS FOR SUCH INSTALLATION,
4. SIDE SEWER STUDS ON EACH LOT SHALL BE MARKED WITH A 21 X 4'
LOCATION AT THE END WITH PORTION ABOVE GROUND PAINTED
WHITE WITH BLACK LETTERS LABELED 'SEWER' WITH DEPTH. T,V,
AND PRESS TEST,
5. ALL 4' DIA, CLEANOUTS TO BE RAISED TO GRADE WITH CAST IRON
FRAME AND GRATE (LOCKING TYPE),
PERMANENT CO R BMP (HYDROSEE
AE DING -GENERAL NOTES
1. CONSTRUCTION ACCEPTANCEi WILL BE SUBJECT TO A WELL ESTABLISHED GROUND COVER THAT
FULFILLS THE REQUIREMENT OF THE APPROVED CONSTRUCTION PLANS AND THE CURRENT
WASHINGTON STATE DEPARTMENT OF ECOLOGY STORM WATER MANUAL FOR THE PUGET SOUND BASIN,
2. ALL DISTURBED AREAS SUCH AS DETENTION FACILITIES ROADWAY BACK- SLOPES, ETC. SHALL BE
SEEDED WITH A PERENNIAL GROUND COVER GRASS TO MINIMIZE EROSION, GRASS SEEDING WILL
BE DONE USING AN APPROVED HYDROSEEDER OR AS OTHERWISE APPROVED BY CITY OF
EVERETT,
3. PREPARATION OF SURFACE, ALL AREAS TO BE SEEDED SHALL BE CULTIVATED TO THE SATISFACTION
OF THE CITY INSPECTOR. THIS MAY BE ACCOMPLISHED BY DISCING, PARKING, HARROWING
OR OTHER ACCEPTABLE MEANS.
4. IMMEDIATELY FOLLOWING FINISH GRADING PERMANENT VEGETATION (CONSISTING OF RAPID
PERSISTENT AND LEGUME) WILL BE APPLIED. (MINIMUM 80% PER ACRE), THIS IS TO
INCLUDE THE FOLLOWINGt 20Y ANNUAL, PERENNIAL OR HYBRID RYE GRASS, 40% CREEPING
RED FESCUE, 40% WHITE CLOVER. HYDROSEED REQUIRED,
5. FERTILIZERi SHALL BE APPLIED AT 400# PER ACRE OF 10-20-20 (10LB. PER 1,100 SQUARE FEET)
13R EQUIVALENT.
6. TIME OF PLANTING - PLANNING SHOULD PREFERABLY BE DONE BETWEEN APRIL 1 AND JUNE 30,
AND SEPTEMBER I THROUGH OCTOBER 31, IF PLANTING IS DONE IN THE MONTHS OF JULY AND
AUGUST, IRRIGATION MAY BE REQUIRED, IF PLANTING IS DONE BETWEEN NOVEMBER I AND
MARCH 31, MULCHING SHALL BE REQUIRED IMMEDIATELY AFTER PLANTING.
WINTER CONSTRUCTION TEMPORARY (BMP)
1. FOR AREAS THAT ARE AT FINISHED GRADE, THE GROUND WILL BE HYDROSEEDED AND IMMEDIATELY
COVERED WITH STRAW OR OTHER APPROVED MULCHING.
2. FOR AREAS THAT ARE NOT AT FINISHED GRADE AND WILL NOT BE WORKED FOR 7 DAYS OF DURING
PERIODS OF HEAVY RAINFALL, THE GROUND WILL BE COVERED WITH STRAW OR OTHER APPROVED
MULCHING.
3. FOR AREAS OVER 21l SLOPE THAT ARE NOT AT FINISHED GRADE, THE GROUND WILL BE COVERED
BY CLEAR PLASTIC SHEETING < 6 MIL). THE SHEETING WILL BE INSTALLED AND MAINTAINED
TIGHTLY IN PLACE BY USING SAND BAGS OR TIRES ON ROPES AS REQUIRED,
4, THE ESC FACILITIES SHOWN ON THIS PLAN ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED
SITE CONDITIONS, DURING THE CONSTRUCTION PERIOD, THESE ESC FACILITIES SHALL BE UPGRADED
<e,g,, ADDITIONAL SUMPS, RELOCATION OF DITCHES AND SILT FENCES, ETC.) AS NEEDED FOR
UNEXPECTED STORM EVENTS, ADDITIONALLY, MORE ESC FACILITIES MAY BE REQUIRED TO ENSURE
COMPLETE SILTATION CONTROL, THEREFORE, DURING THE COURSE OF CONSTRUCTION IT SHALL BE THE
OBLIGATION AND RESPONSIBILITY OF THE CONTRACTOR TO ADDRESS ANY NEW CONDITIONS THAT MAY
EE CREATED BY HIS ACTIVITIES AND TO PROVIDE ADDITIONAL FACILITIES OVER AND ABOVE THE
MINIMUM REQUIREMENTS AS MAY BE NEEDED.
5. D,�,RRIER FENCES SHALL BE PLACED AROUND ALL NGPA AREAS ADJACENT TO PROPOSED
CONSTRUCTION PRIOR TO CLEANING,
TYP E A-1
CEMENT CONCRETE CURB GUTTER
w
V)
m
Co
00
600
NO SCALE
16' EX, R/W
a
;7/�7777\7/-/7-
/7
2' CLASS B ASPHALT
(COMPACTED DEPTH)
EXSITING
ALLEY SECTION
NOT TO SCALE
OFFSET CONNEc*riONS
FOR CLEARANCE
TO REMOVE PUNIP
UNION
CHECK VALVE
IE=50.0±
DISCHARGE
EL=60.5±
RISER PIPE
L SILICONE SEALANT
USE CONDUIT TO ALLOW
PUMP WIRING REMOVAL
LINE
0 1
EFFLUENT
STORAGE CAPACITY
--- GALLONS
ALARM LEVEL
At
ON LEVEL
OFF LEVEL
PUMP ELS 54.0±
777777-77-..
Z3- CONCRETE BLOCK
SET FRAME GRATE SO THAT
RESTRICTOR/POLLUTION DEVICE
241 SQUARE (TYP) IS VISIBLE AT EDGE OF OPENING
LOCKING 612-CPS AND DIRECTLY OVER THE LADDER
(OR EQUAL)
6 IIN
MI TOP SLAB=63,0±
4:
OVERFLOW EL 61.55
100 YR EL 61.51
PIPE SUPPORT(S); 3" X 90 GAGE BOLTED -.-
OR IMBEDDED 2' IN WALL AT MAX. 3'
SPACING. MIN. ONE SUPPORT.
LIFT HANDLE
ORIFICE #2 EL 61.00
RESTRICTURE PLATE
ORIFICE DIA. = 1.5'
STANDARD GALV.
WATERTIGHT CLEANOUT/SHEAR GATE--,,
CD LADDER STEPS
121 OUTLET PIPE
59.00
4
z
ORIFICE #1 EL 58.50 3: �_4
RESTRICTOR PLATE APPROPRIATELY x I
%
SIZED ORIFICE CUT IN PLATE, %D EL 58.00
MACHINE DRILLED, SHARP EDGED 4. t 4 ..41
ORIFICE DIA 5/8'
NOTE:
ALL STEEL PARTS AND
SURFACES MUST BE GALVANIZED
AND ASPHALT COATED (TREATMENT
�1 OR BETTER). COMPLETE
ORROSION PROTECTION MUST
BE ASSURED.
TANK INSIDE LENGTH
I
= 3�1
TANK INSIDE WIDTH
=
TANK INSIDE DEPTH
= 4.3'
VOL AVAILABLE
= 1238 CIF
NET LIVE DETENTION USED
= 867.82 CIF
WATER QUALITY STORAGE
289 CF
TOTAL DETENTION VOL USED 1155.82 CIF
DETENTION VAULT (EAST
OUTLET DETAIL
NO T TO SCALE
INTAKE
LINE
SUMP PUMP SHALL BE AN SV 40 HYDROMATIC PUMP 1/4 HP (SW 25ml)
OR EQUAL PUMPING 40 GPM AT A TDH OF 8' OR LESS.
SUMP PUMP DETAIL
NOT TO SCALE
cover No. . 554-1,11
Weight a -to tbs.
Via*. 1"md 16r Allacomol
of puifing moolhaniom
(Each camec)
Unistials. 24' long I **cb side.
[into No. $54
Weight 11200 lbs.
Optional Covers
72- ties,
721
Cover No. W-MA Cover No. $34.4
I ___. - - I I Weight 1370 tbs. Weight wo P".
Caver No. 724019
Wet& 2420 1b;.
E)E_-rE_c.:ToP_ CvAe_cv_ VAuL-r
ASPHALT CONCRETE
PAVEMENT
ASPHALT TREATED
BASE
T
N
4
GRAVEL CONCRETE
4
BEDDING CONCRETE
DRA
A,_)P
<
>
4
CH Al'
N.T.S.
62'
DUCTILE OR
CASEIRON GRATE
4..
FIBERGLASS TRENCH
L DETAIL
31'
SS B ASPHALT
2' CLA
(COMPACTED DEPTH)
2' CRUSHED SURFACING TOP COURSE
(COMPACTED DEPTH)
4' GRAVEL BORROW
T DRIVEWA
NOT TO SCALE
b
CONOREIii zi DAY commeisfie-
STRENGTH V@ . 4000 Pat I
REBAR.- 0.4 ASTM A-1515 PHADF. 00
dam *'ASTM A-185 GRACE an
saw nEWORCEI"ck PLACew-iff : 4x4 1 4'
GAUGE THROUG101,11T BASS, 04 BAR U*
0m*Crww.9,.R.*fN LWEL
(P ple"n) HATCHES PER DISTMOT F&CUMEMENTO
. if
20-
42 t 1
�pno 00
Rr
Sall
DEJE-r-10E, CHT-�V \/AULZ
MTS
>_ x 2: x 2:
pq u )I u )I u 11 u )
z
C3
z
0
W
0
6-
0
Lt-
0
0
>_
z
x
1AJ
rX
W
z
C3
z
M
z
C3
D
1-4
0
>
"
>
"
>
0
W
W
uj
ch
aN
Z�
C4
m:
u
_j
<
m:
u
x
u
I
m
:�5 Cu
w
z
w
Li
- 3:
w
>
w ri,
LO
L�
<
w
>
0
0�
0-
w
w
cl�
w
0-
<
�D
C)
�D
PROJECT NO,
-5 8
SHEET NO,
3
OF
z<
u<
(no 0 Copyright 1999
V)
00 1 _j J,C, McDonnett & Associates
DETAILS & NOTES