23625 84TH AVE W (2).PDFiiiiiiii lill 11
15973
23601 84TH AVE W
Poggemeyer Design Group, Ina
512 6th Street South Suite 202 Phone: (425) 827-5995
Kirkland, WA 98033 Fax: (425) 828-4850
Stormwater Report
Edmonds Terrace
236 1h St SW and 84 1h Ave W
Edmonds, Washington
r_� �
December 3, 2001
Project Description
The project site is address is 23619 - 23625 84th Avenue West, Edmonds, Washington.
The property consists of 1.796 acres for the construction of multi -family housing. The
property is panhandle -shaped, with an egress lane to 238th St SW.
The main site and parking areas will be graded to or near the existing ground elevation.
The panhandle will be graded to provide storm water detention in three 4 foot diameter
corrugated steel pipes under the driveway (405 LF total length and a 105-foot long by 6
feet wide biofiltration swale for water quality. Pavement runoff water is directed to the
biofiltration swale via storm sewer collection system from paved areas.
Existing Site Conditions and Constraints
The subject property is relatively flat, sloping approximately 1.0% from north to south.
The buildings have been removed from the site.
The north portion of the site containing the four buildings does not have sufficient grade
drop to install detention and treatment facilities. The biofiltration swale and stormwater
detention facilities have been placed in the panhandle portion of the property in order to
attain sufficient hydraulic gradient. The geometry of the site constrains what can be done
and a hybrid design results for the biofiltration swale due to elevation controls.
The elevation of the biofiltration swale is 2.6 feet above the empty level of the pipe
storage that has a rise to 4.14 feet of depth for the 100-year storm flows. This swale is
close to existing ground level at the south end of the egress to 238th Street SW. In order
to protect the properties west of the egress way in the panhandle a concrete weir is shown
7
to protect against the 100-year water level with 15" freeboard. Storms in exce7s!�RCME 7,�Y
a D
level would discharge as overland flow to the gutter on 238th Street SW.
City Coo rdination for Stormwater Facilities BUILDING Dz-PT.
Storm Water 12-3-01
Pagel of3
STREET FILE
9
A brief meeting was held at the City of Edmonds with Assistant City Engineer Mr. Don
Fiene, P. E. Mr. Fiene provided information for the stormwater analysis as follows:
Pre -development pervious surfaces to be taken as nettle or second growth forest.
Soil type is Alderwood C.
Rainfall intensities are specified in Chapter 18.31) of the Community Code.
Best management practices are required for erosion sedimentation control.
Silt fence is required for entire site.
,Sitanrgatefsthan oneac-rezequire a temporary sediment pond.
ri, QO�-ea), ar(�O�-year storms are to be controlled for the Lake Ballinger
water shed.
An erosion and sedimentation control checklist was provided.
Paved surface runoff is to be treated to water quality standards.
Mr. Shields asked if temporary sedi mentation control could be accomplished by
constructing the detention storage vault first due to the o'utfall location down the narrow
panhandle portion of the property. Mr. Fiene said that this could be considered and a
separate control structure would be needed for dead pool storage.
Stormwater Facilities Design
Detention facilities are required on -site to control stormwater runoff from impervious and
pervious areas consisting of access roads, driveways, roofs, and lawns. There are no off -
site areas draining onto the site. We propose to use a detention pipe storage system per
DOE manual. Hydrologic analysis of the proposed system was performed using
Waterworks (SBUH method). Detention storage sizing was based on V2of 2-year
predevelopment to 2-year development storm, I 0-year pre -development to 1 0-year
development storm and I 00-year pre -development to 1 00-year development stonn.
Erosion Sedimentation Control
Wet vault sedimentation will be provided in the permanent pipe detention structures. The
pipe detention structures will be constructed after silt fence is erected and the rock
entrance is completed. A special orifice drainage control structure is shown in the
drainage details for holding the dead pool in the permanent pipe detention storage.
0 The dead pool volume was calculated using the runoff volume of the 6-month, 24-hour
design storm (64% of the 6-month storm). This volume is 3599 cubic feet. The two -
0 165' long detention pipes will contain 3,239 cubic feet, and the b1ofiltration Swale will
contain 0.50 feet depth of storage at level 445.12 or 157 cubic feet. The short fall of
202.5 CF will be attained by increasing the pool depth (raising the orifice) by 0. 10'.
Water Quality
Water quality will be provided via b1ofiltration Swale. A Swale 105 feet-loRg-by-6-feet
width will be prepared and seeded as shown in the drawi-h�g`ST_New_id_th has been
doubled to compensate for less than 200 LF requirement.
� Stonn Water 12-3-01
Page 2 of 3
1.0
The Water Quality flow rate was calculated using the runoff volume of the 6-month, 24-
hour design storm (64% of the 6-month storm).
Best Management Practices
Prior to the start of any grading or utility work, temporary erosion and, sedimentation
control facilities will be in place.
Calculations
Calculations are attached.
Prepared By: Charles Shields, PE
Storm Water 12-3-01
Page 3 of 3
0
F -I
A
U 'I
A
12/3/01 12:2:14 am Shareware Release page 1
Edmonds Terrace
41 Pipe Storage + Wet Bio-Filt. Storage
BASIN SUMMARY
BASIN ID: 100dev
SCS METHODOLOGY
TOTAL AREA ....... :
RAINFALL TYPE .... :
PRECIPITATION .... :
TIME INTERVAL .... :
NAME: 100 Year Developed
1.80 Acres BASEFLOWS: 0.00 cfs//-",
TYPE1A PERV
3.00 inches AREA..: 0.69 Acr 1.10 Acres
. r
10.00 min CN .... 86.00,'^ 9 . 0-or-,
TC .... 7-4-6-78'0-min 6.30 min
ABSTRACTION COEFF: 0.20
TcReach - Sheet L: 215.00 ns:0.1500 p2yr: 1.50 s:0.0050
TcReach - Shallow L: 100.00 ks:27.00 s:0.0200
TcReach - Channel L: 100.00 kc:42.00 s:0.0100
impTcReach - Shallow L: 85.00 ks:27.00 s:0.0100
impTcReach - Shallow L: 107.00 ks:27.00 s:0.0200
impTcReach - Channel L: 190.00 kc:42.00 s:0.0100
PEAK RATE: 0.90 cfs VOL: 0.34 Ac-ft TIME: 510 min
BASIN ID: 100pre NAME: 100 Year Predeveloped
SCS METHODOLOGY
TOTAL AREA ....... : 1.80 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... : TYPE1A PERV
PRECIPITATION .... : 3.00 inches AREA..: 1.80 Acres
TIME INTERVAL .... : 1,0.00 min CN .... 79.00
TC .... r-72-57786 min
ABSTRACTION COEFF: 0.20
TcReach - Sheet L: 60.00 ns:0.4000 p2yr: 1.50 s:0.0286
TcReach - Shallow L: 240.00 ks:5.00 s:0.0250
TcReach - Channel L: 290.00 kc:17.00 s:0.0108
PEAK RATE: 0.36 cfs VOL: 0.17 Ac-ft TIME: 510 min
BASIN ID: 10dev
SCS METHODOLOGY
TOTAL AREA .......
RAINFALL TYPE ....
PRECIPITATION ....
TIME INTERVAL ....
40
9
40
NAME: 10 Year Developed
1.80 Acres BASEFLOWS: 0.00 cfs
TYPE1A PERV
2.00 inches AREA.-.: 0.69 Acres
10.00 min CN .... 86.00
TC .... 46.80 min
ABSTRACTION COEFF: 0.20
TcReach - Sheet L: 400.00 ns:0.2.000 p2yr: 1.50 s:0.0140
impTcReach - Channel L: 300.00 kc:17.00 s:0.0060
PEAK RATE: 0.55 cfs VOL: 0.21 Ac-ft TIME: 510 min
IMP
0.00 Acres
0.00
0.00 min
IMP
1.10 Acres
98.00
6.30 min
12/3/01 12:,2:14 am Shareware Release page 2
Edmonds Terrace
41 Pipe Storage + Wet Bio-Filt. Storage
BASIN SUMMARY
BASIN ID: 10pre NAME: 10 Year Predeveloped,
SCS METHODOLOGY
TOTAL AREA ....... 1.80 Acres BASEFLOWs:,x--0.00 cfs
/ P"
RAINFALL TYPE .... TYPE1A e PERV IMP
PRECIPITATION .... 2.00 inches AREA..: 1.80 Acres 0.00 Acres
TIME INTERVAL .... 10.00 min CN .... 79.00 0.00
TC .... 25.86 min 0.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.10 cfs VOL: 0.07 Ac-ft TIME: 520 min
BASIN ID: 2dev. NAME: 2 Year Developed
SCS METHODOLOGY
TOTAL AREA ....... 1.80 Acres BASEFLOWS: 0.00.c
RAINFALL TYPE .... TYPE1A PERV es IMP
PRECIPITATION .... 1.50 inches AREA..: 0.69 Acres 1.10 Acres
TIME INTERVAL .... 10.00 min CN .... : 86.00 98.00
TC .... : 46.80 min 6.30 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.38 cfs VOL: 0.14 Ac-ft TIME: 510 min
BASIN ID: 2pre NAME: 2 Year Predeveloped
SCS METHODOLOGY
TOTAL AREA ....... : 1.80 Acre S BASEFLOWS: 0.0,0 cfs
RAINFALL TYPE .... : TYPE1A PERV IMP
PRECIPITATION .... : 1.50 inches AREA..: 1.80 Acres 0.00 Acres
TIME INTERVAL .... : 10.00 min CN .... : 79.00 0.00
TC .... : 25.86 min 0.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.03 cfs VOL: 0.04 Ac-ft TIME: 570 min
12/3/01 12:2:14 am Shareware Release page 3
Edmonds Terrace
41 Pipe Storage + Wet Bio-Filt. Storage
HYDROGRAPH SUMMARY
PEAK
TIME
VOLUME
HYD
RUNOFF
OF
OF
Contrib
NUM
RATE
PEAK
HYDRO
Area
cfs
min.
cf\AcFt
Acres
----------------
2.4
0 .
570
1608
cf
1.80
2
—31
37D7
510
6166
cf
1.80
-D
3
0.103
S20
3265
cf
1.80
P , -.
4
0.547
510
8957
cf
1.80
5
0.359
5
,,1.0
7458
cf
1.80
0 C-5 4 0 �rr-
6
0-9.0.0 /510
14806
cf
1.80
tn. %z,
10
0.02P0 1460
2957
cf
1.80
11
<-:-37
580
11300
cf
1.80
12
0.103
910
5461
cf
1.80
() k, t"Olx
12/3/01 12:2:14 am Shareware Release page 4
Edmonds Terrace
41 Pipe Storage + Wet Bio-Filt. Storage
STORAGE STRUCTURE LIST
STORAGE LIST ID No.. 1
Description: Wet Biofiltrati.on Swale
STORAGE LIST ID No. 2
Description: Combined 4001-4-1--.Pipe + Swale
UNDERGROUND PIPE ID No. 3
Description: Underground 41 Pipe
Diameter: 4-00 ft. Length: 400.00 ft.
Slope...: 0.0017 ft/ft upstr: dnstr:
Ti
A
12/3/01 12:2:14 am Shareware Release page S
Edmonds Terrace
41 Pipe Storage + Wet Bio-Filt. Storage
STAGE STORAGE TABLE
CUSTOM STORAGE ID No. 1
Description: Wet Biofiltration Swale
STAGE < ---- STORAGE---- >
STAGE <
---- STORAGE---- >
STAGE < ---- STORAGE---- >
STAGE <
---- STORAGE---- >
(ft) ---
cf---
--Ac-Ft-
(ft) ---
Cf ---
-- AC -Ft-
(ft) ---
cf ---
-- Ac-Ft-
(ft) ---
Cf---
--AC-Ft-
........................................................................................................
445.08
0.0000
0.0000
445.70
368.55
0.0085
446.40
809.55
0.0186
447.10
1251
0.0287
445.10
6.3000
0.0001
445.80
431.55
0.0099
446.50
872.55
0.0200
447.20
1314
0.0302
445.20
53.550
0.0012
445.90
494.55
0.0114
446.60
935.55
0.0215
447.30
1377
0.0316
445.30
116.55
0.0027
446.00
557.55
0.0128
446.70
998.55
0.0229
447.40
1440
0.0330
445.40
179.55
0.0041
446.10
620.55
0.0142
446.80
1062
0.0244
447.50
1503
0.0345
445.50
242.55
0.0056
446.20
683.55
0.0157
446.90
1125
0.0258
445.60
305.55
0.0070
446.30
746.55
0.0171
447.00
1188
0.0273
q 4 (.o - (oZ
12/3/01 12:2:14 am Shareware Release page 6
Edmonds Terrace
41 Pipe Storage + Wet Bio-Filt. Storage
STAGE STORAGE TABLE
CUSTOM STORAGE ID No. 2
Description: Combined 4001 41 Pipe + Swale
STAGE < ----
STORAGE----
>
STAGE <
---- STORAGE----
>
STAGE < ----
STORAGE----
>
STAGE <
---- STORAGE ---- >
(ft) ---
cf ---
-- Ac-Ft-
(ft) ---
cf ---
-- Ac-Ft-
(ft) ---
Cf --- --
AC -Ft-
(ft) ---
cf--- --Ac-Ft-
�5468
442.48
0.0000
0.0000
443.80
999.30
0.0229
445.20
3200
0.0735
446.60
(� 0.1255
442.60
0.1200
0.0000
444.00
1260
0.0289
445.40
3603
0.0827
446.80
'-N56a800'0.1306
442.80
88.100
0.0020
444.20
1560
0.0358
445.60
4006
0.0920
447.00
5908 0:1356
ZI
443.00
146.82
0.0034
444.40
1861
0.0427
.445.80
4407
0.1012
447.20
6128- 0.1407
443.20
331.39
0.0076
444.60
2168
0.0498
446.00
4808
0.1104
443.40
515.96
0.0118
444.80
2483
0.0570
446.20
5028
0.1154
.11
443.60
738.60
0.0170
445.00
2797
0.0642
446.40
5248
0.1205
I qc!� tz, y r. 4 '4 (- - G Z-
12:2:14 am Shareware Release page 7
Edmonds Terrace
41 Pipe Storage + Wet Bio-Filt. Storage
STAGE STORAGE TABLE
UNDERGROUND PIPE ID No. 3
Description: Underground 41 Pipe
Diameter: 4.00 ft. Length: 400.00 ft.
Slope ... : 0.0017 ft/ft upstr: dnstr:
STAGE < ---- STORAGE---- > STAGE < ---- STORAGE---- > STAGE < ---- STORAGE---- > STAGE < ---- STORAGE---- >
(ft) --- Cf --- -- AC -Ft- (ft) --- cf --- -- Ac-Ft- (ft) --- cf--- --Ac-Ft- (ft) --- Cf --- -- AC-Ft-
442.48 0.0000 0.0000 443.70 851.68 0.0196 445.00 2797 0.0642 446.30 4590 0.1054
442.50 0.0443 0.0000 443.80 982.87 0.0226 445.10 2953 0.0678 446.40 4682 0,1075
442.60 3.8770 0.0001 443.90 1119 0.0257 445.20 3109 0.0714 446.50 4763 0.1093
442.70 17.508 0.0004 444.00 1260 0.0289 445.30 3262 0.0749 446.60 4814_ 0.1105
442.80 44.326 0.0010 444.10 1405 0.0322 445.40 3414 0.0784 446.?0 4814 0.1105
442.90 86.783 0.0020 444.20 1553 0.0356 445.50 3563 0.0618 446.80 4814 0.1105
443.00 146.82 0.0034 444.30 1703 0.0391 445.60 3709 0.0851 446.90 4814 0.1105
443.10 226.03 0.0052 444.40 1856 0.0426 445.70 3852 0.0884 447.00 4814 0.1105
443.20 311.88 0.0072 444.50 2011 0.0462 445.80 3990 0.0916 447.10 4814 0.1105
443.30 398.34 0.0091 444.60 2167 0.0498 445.90 4123 0.0947 447.20 4814 0.1105
443.40 498.25 0.0114 444.70 2324 0.0534 446.00 4251 0.0976
443.50 608.25 0.0140 444.80 2482 0.0570 446.10 4372 0.1004
443.60 726.48 0.0167 444.90 2639 0.0606 446.20 4485 0.1030
12/3/01 12:2:14 am Shareware Release page 8
Edmonds Terrace
41 Pipe Storage + Wet Bio-Filt. Storage
DISCHARGE STRUCTURE LIST
MULTIPLE ORIFICE ID No. 3
Description: Orifice for 41 Pipe & Swale
Outlet Elev: 442.48
Elev: 440.48 ft Orifice Diameter: 0.6250 in.
Elev: 446.48 ft Orifice 2 Diameter: 6.0000 in.
12/3/01 12:2:14 am Shareware Release page 9
Edmonds Terrace
41 Pipe Storage + Wet Bio-Filt. Storage
STAGE DISCHARGE TABLE
MULTIPLE ORIFICE ID No. 3
Description: Orifice for 41 Pipe,& Swale
Outlet Elev: 442.48
Elev: 440.48 ft Orifice Diameter: 0.6250 in.
Elev: 446.48 ft Orifice 2 Diameter: 6.0000 in.
STAGE
<--DISCHARGE ---
> STAGE
<--DISCHARGE --- >
STAGE
<--DISCHARGE --- >
STAGE
<--DISCHARGE --- >
(ft)
--- CfS -- -------
(ft)
--- CfS -- -------
(ft)
--- CfS -- -------
(ft)
--- CfS -- -------
442.50
0.0015
442.50
0.0015
442.50
0.0015
442.50
0.0015
12/3/01 12:2:16 am Shareware Release page, 10
Edmonds Terrace
41 Pipe Storage + Wet Bio-Filt. Storage
LEVEL POOL TABLE SUMMARY
MATCH
INFLOW
-STO- -DIS- <-PEAK->
OUTFLOW
STORAGE
< -------- DESCRIPTION --------- >
(cfs)
(cfs)
--id-- --id- <�STAGE>
id
(cfs)
VOL (cf)
1/2 2PRE TO 2 DEV ..........
0.02
0.38
2 3 446.11
10
0.02
4931.02 ct
100 PRE TO 100 DEV ...........
0.36
0.90
2 -3 446.62
11
0.38
5485.30 6f
10 PRE TO 10 DEV .............
0.10
0.55
1�2 3 446.46
12
0.10
5313.17 cf
At 19 19 19 AID 19 19 1 19 19 10 49 V V Is 49 V V 39 49 V V I I I V I
Edmonds Terrace 52 Units Date: November 25, 2001
By: C. Shields
Wet Biofiltration Swale Calculation
Criteria: DOE Volume V 2001
BMP T 9.20 Wet Biofiltration Swale 7
Mannings n = 0.032 wetland plants (-* (
Hyd Radius R= area / wetted perimeter (use depth for shallow) i.e. w*d / w+2d l�
Velocity Max. = 1 F/S
Minimum Length = 100 feet
Inflow (pavement runoff)
Width (ft)
6
Depth (ft)
0.06
n
0.032
S_ (fuft)
0.0001
2 Year Flow— Fcfs) 0-bo
WQ Flow (cfs)
0.10774
% Impervious
100%
Pavement Area
(acres)
0.57
WQ outflow 6-Mo. 24 Hr.
Channel Flow Calc.
Q (cfs) 0.025
V (fts) 0.071
Residence Time for
100 LF (min) 23.6
Inflow 100 Year
100 Year flow (cfs) 0.35
Table 9.1
Table 9.1
Width compensation for 100' provided vs. 200' recommended lengt
0.72" 4" maximum page 9-21 L 140-1
Grass and Aquatic plants Table 4.3.713 King County
0.01' Drop in 100 Ft run
91 % Effective Impervious Area Table 4.1 Factor
for 100% impervious = 0.43
A Abe —
IV e
41
22 minutes required on-line facility (not continuous
inflow)
Outflow 100 Year in channel
Depth (ft) 0.29
Hydraulic Gradient 100
Year Flow (ft/ft) 0.0001
Q (cfs) 0.354
V (fts) 0.620
Drainage Control Structure limits
100 year discharge
11/25/01 78:41:48 am Shareware Release page
Edmonds Terrace
2 Yr Pavement Discharge
BASIN SUMMARY
BASIN ID: 2YrPaved
NAME: Pavement Area 2Yr
SCS METHODOLOGY
TOTAL AREA ....... :
0.57 Acres
BASEFLOWS:
0'.00 cfs
RAINFALL TYPE .... :
TYPElA
PERV
PRECIPITATION .... :
1.50 inches
AREA..:
0.00 Acres
TIME INTERVAL.....:
15.00 min
CN .... :
0.00
TC .... :
0.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.18 cfs VOL: 0.06 Ac-ft TIME: 495 min
IMP
0.57 Acres
98.00
6.30 min
11/26/01 11:24:34 am Shareware Release page
Edmonds Terrace
Pavement Runoff 100 Yr.
Biofiltration High Flow
BASIN SUMMARY
BASIN ID: 100CB2
NAME:,Catch
Basin 2
SBUH METHODOLOGY
TOTAL AREA ....... :
0.57 Acres
BASEFLOWS:
0.00 cfs
RAINFALL TYPE .... :
TYPElA
PERV
PRECIPITATION .... :
3.00 inches
AREA..:
0.57 Acres
TIME INTERVAL .... :
10.00 min
CN .... :
TC .... :
6.30 min
ABSTRACTION COEFF:
0.20
PEAK RATE: 0.35
cfs VOL: 0.13
Ac-ft TIME:
480 min
IMP
0.00 Acres
0.00
0.00 min
MR,
Ul.
"S4.4, It,
Nt, V
Siff
b? 4, .'t-,
4r
'NW
tt
kyl Fill L
kOS 11/5/01 3:27:57 pm Shareware Release page 1
Sump Pump Edmonds Terrace
BASIN SUMMARY
BASIN ID: 100Sump,
NAME: Sump
Pump Yard Drain
SCS METHODOLOGY
TOTAL AREA ....... :
0.03 Acres
BASEFLOWS:
0.00 cfs
RAINFALL TYPE .... :
TYPElA
PERV
PRECIPITATION .... :
3.00 inches
AREA..:
0.0 0 Acres
TIME INTERVAL .... :
10.00 min
CN .... :
0.00
TC .... :
0.00 min
ABSTRACTION COEFF:
0.20
PEAK RATE: 0.02
cfs VOL: 0.01
Ac-ft TIME:
500 min
Lett
SX j tJ I
C (\r-
IMP
0.03 Acres
98.00
6.30 min
NELSON-BOURDAGES
a division of Poggerneyer Design Group
Edmonds Terrace Sump
Stormwater Pump System
TDH = (Zb-Za) + Vb/2g + hl
hl = [(3.58 - Q)/(D-2.63 - C)]-(1/0.54) * L + Kt(Vb A 2/2G) = FRICTION HEAD + MINOR LOSSES
DATE: 5-Nov-01
BY: CJS
JOB# 1040C
Oufflow
Inflow
Op (cfs)= 0.07
Q100year(cfs)= 0.02
Qp (gpm) = 32.0
Q 100
year (gpm) 9.0
Qp (MGD) = 0.0461
PIPE D AT PUMP (in) = 1.50
L INSIDE TANK(ft) = 10
PIPE TO CB (in) = 1.50
L OUTSIDE TANK (ft) = 15
C = 130
LLFS EL (ft)(Za) = 441.00
OUTLET IE (Zb) = 447.30
STATIC H (ft) = 6.30
(Zb - Za)
SUM K*s:
QTY
K (ea)
TOTAL K
BALL CHECK VALVE 1
3.00
3.00
90d ELB 4
0.30
1.20
UNION i
0.25
0.25
45d ELB 1
0.35
0.35
BALL VALVE 1
0.25
0.25
TOTAL K
5.05
PUMP SYSTEM
CALCULATIONS
LARGE PIPE SMALL PIPE
MINOR LOSSES
DISCHARGE
FRIC HEAD
VELOCITY VEL HEAD
(SMALL PIPE)
STATIC
TDH
(gpm)
(ft)
(fps) (ft)
(ft)
(ft)
(ft)
Ql 32
2.71
5.81 0.52
2.65
6.30
12.18
Q2 40
4.09
7.26 0.82
4.14
6.30
15.35
MANHOLE SIZING
DIA (in) = 48
PUMP ON EL = 440,5
PUMP OFF EL = .439.5
PUMP RATE (gpm) = 32.0
100 YEAR IN (gpm) = 9.0
TIME TO DRAW DOWN (min) =
4.1
TIME TO REFILL (min) =
10.4
SD Pump System.XLSPUMPSYS 11/5/01 4:35 PM
I W u(ifulls
0 Pump Characteristics
W
0
Pump/Motor Unit
Submersible
Automatic Model
SHEF30A]
Horsepower
.30
Full Load Amps
8.0
Motor Type
Shaded Pole (4 pole)
R. P. M.
1550
Phase 0
1
Voltage
115
Hertz
60
Temperature
I 20*F Ambient
NEMA Design
A
Insulation
Class A
Discharge Size
1-1/2" NPT (38mrii)
Solids Handling
3/4" (1 9mm)
Unit Weight
30 lbs.
Power Cord
18/3, SJTW, 20' std.
Materials of Construction
Handle
Stainless Steel
Lubricating Oil
Dielectric Oil
Motor Housing
Cast Iron
Pump Volute
Cost Iron
shall
Steel
Mechanical
Shaft Seal
Seal faces: Carbon/Ceramic
Seal Body: Anodized Steel
Spring: Stainless Steel
Bellows: Bunci-N
Impeller
Engineered Thermoplastic
Upper Bearing
Cast Iron Sleeve
Lower Bearing
Single Row Bull Bearing
Legs
Engineered Thermoplastic
Fastener
Stainless Sleell
LnD
r1r HYDROMATIC'
Pentair Punip Group
1840 Bancy Roacl Ashland, Ohio 44805
Tel: 419-289-3042 Fax: 419-281-4087
www.liyclron)otic.coni ISO 9001 Cerlifiecl
Performance Data
9 r 30
6 20
=E
10
0 1 0 L
(apadly-U.S. G.P.M. 0
I-
Liiels/sewnd 0
10 20 30 40 so
2
Dimensional Data
3' , 112 — — 5' , 7/8
4 (89) (149)
4
718
4 9)
3
(38)
NPT
3'- 1 r2 DISCHARGE
I
(301)
9'- 112
(2
9"-7/8
(250)
PUMP ON
All dimensions in inches. Metric lor international Use. Component dimensions rpay vlry 1 1/8 inch.
Dimensional data not for construction purpose Unless certified. Dimensions and %veights are approximate.
On/Off level adjustable. We reserve the right to make revisions to our product and their specifications
without notice.
(9 1 YYY Hydromalic', Ashlond, Ohio. All Rights Reserved.
— Your Authorized Locol Distributor —
Item H: W-02-6350 10/99 8M
OV ED4, I I r--
V
R E C Ell 10
CITY OF EDMONDS J U N 2- 3 19.9.09
121 5TH AVENUE NORTH, EDMONDS, WA 98020 (425) 771-0220 i,;4,L;-
RCW 197-11-970 Determination of Nonsignificance (DNS)
MITIGATED DETERMINATION OF NONSIGNIFICANCE
ENVIRONMENTAL determination for the Construction of a new 48 unit multi -family apartment complex
with 2-9--96 off-street parking stalls within a High Density Multiple Residential (RM-1.5) zone (City of
Edmonds File ADB-99-80). The site is located at southeast corner of 236 1h Street SW and 84 1h Avenue West
and encompasses two legal lots of record for a total area of 1.8 acres. The project includes the demolition of
three existing structures: two residences and a garage. The new apartment complex will also require
substantial earth work: grading in the amount of 529 cubic yards and fill in the amount of 545 cubic yards,
the earth will be moved around the site to limit the amount of imported fill to 16 cubic yards.
Proponent: Seth Hale, CDA Architects
Location of proposal, including street address if any: southeast comer of 23�ke
,.96W and 84h Avenue W.
Lead agency: CITY OF EDMONDS
The lead agency for this proposal has deterniined that it does not h e a�ro able significant adverse impact* on the
environment. An environmental impact statement is not require CW,43.21.030(2)(c). This decision was
made after review of a completed environmental checklist and ormation on file with the lead agency. This
information is available to the public on request. '�) 9
There is no comment period for this DN6
XX This DNS is issued under 197-1 ljo"^the lead 11 not act on this proposal for 14 days from
the date below. Comments m t e s rnitted by T2! 11999.
Responsible Official: Jeffrey S. Wils RECEIVED
Position/Title: Current Planning 11 or, Department of Community Services - Planning Division
Phone: 771-0220 AUG 2 8 2001
BUILDING DEPT.
Address: City of Ed o s, th Avenue North, Edmonds, WA 98020
Date: Signa t'ur;eD,
XX You may appeal this determination to Robert Chave, Planning Manager, at 250 5th Avenue North,
Edmonds, WA 98020, no later than 19991 by filing a written appeal citing the
reasons.
You should be prepared to make specific factual objections. Contact Jeffrey S. Wilson to read or ask about the
procedures for SEPA appeals.
XX Posted on � 1 1999, at the Edmonds Public Library, Edmonds Community Services
Building, and the'Edmonds Post Office.
Y_X Distribute to "Checked" Agencies on the reverse side of this forni, along with a copy of the Checklist.
998DED.DOC Page I of 2 SKIMEET FILE
6/21/99.SEPA
Mailed to the following along with the Environmental Checklist:
XX— Environmental Review Section
Y—X
City of Mountlake Terrace
De artment of Ecology
Attn.: S�XA Official
PW Box 47703
23024 58 Avenue West
Olympia, WA 98504-7703
Mountlake Terrace, WA 98043
XX_ City of Lynnwood
XX
Stevens Ijospital
Attn: Darryl Eastin, Senior Planner
21601 76t' Avenue W
P.O. Box 5008
Edmonds, WA 98026
Lynnwood, WA 98046
XX Edmonds School District No. 15
—
XX
Community Transit
Attn.: Brent Russell
Attn.: Bret Carlstad, Planning and
Prope Manager
2042078th Avenue West
1133 164th Street Southwest, #200
Lynnwood, WA 98037.
Lynnwood, WA 98036-7400
Y—X
ARent: Seth Hale
Y—X _ Washington State DOT
CDA Architects
P.O. Box 55429
TSM&P/Land Developer
15700 Dayton Avenue N
Seattle, WA 98155
Seattle, WA 98133
Y—X
A Dlicpt/Owner: Stanley Piha
2FJI 4 Avenue, Suite 250
Seattle, WA 98121-2317
Y—X— MITIGATING MEASURES INCORPORATED INTO THE PROPOSAL:
1. TRAFFIC MITIGATION IN THE AMOUNT OF $240.66 PER NEW PM PEAK HOUR TRIP
TOWRARDS THE FUTURE IMPROVEMENTS TO THE CITY OF EDMONDS ARTERIAL SYSTEM
IS REQUIRED. AN ESTIMATED 23 NEW TRIPS WILL BE GENERATED FROM THE 48 UNIT
APARTMENT COMPLEX, REQUIRING $5,535.18 MITIGATION FEE TO BE PAID PRIOR TO
BUILDING PERMIT ISSUANCE.
Attachments
pc: File No. ADB-99-80
SEPA Notebook
Page 2 of 2
9980ED.DOC
6/21/99.SEPA
rD
RECEIVE
A.
City of Edmonds Dept. of Planning and Community Development APR 1 4 1999
SEPA Review Checklist
BACKGROUND
1. Name of proposed project, if applicable:
Edmonds Terrace Multi -Family / CDA Prooect # 98061
2. Name of applicant: Seth Hale / CDA Architects Inc.
PLANNIN;2 UCr I -
3. Address and phone number of applicant and contact person:_ Carl Pirscher
CDA Architects, 19524 Ballinger Way N.E.
PO Box 55429
Seattle,WA98155 (206)368-9668 FAX ( 206 368-9558
4. Date checklist prepared: March 5th, 1999
Agency requesting checklist: City of Edmonds
6. Proposed timing or schedule (including phasing), if applicable:
Construction is to start in the spring of 2000.
7. Do you have any plans for future additions, expansion, or further activity related to or
connected with this proposal? If yes, explain: No.
8. List any environmental information you know about that has been prepared, directly related to
this proposal. None that we are aware of.
9 Do you know whether applications are pending for governmental approvals of other proposals
directly affecting the property covered by your proposal? If yes, explain.
None that we are aware of.
(I CJ --e /�.
CA - - - 4. . 6 �, : �,QK�kKr �,ksu
10. List any government approvals or permits that will be needed for your proposal, if known.
City of Edmonds Public Works.
Sewer, Transportation, and Water mitigation fees.
City of Edmonds Building Dept.
11. Give brief, complete description of your proposal, including the proposed uses and the size
of the project and site. There are several questions later in this checklist that ask you to
describe certain aspects of your proposal. You d.o not need to repeat those answers on this
page. (Lead agencies may modify this form to include additional specific information on
project description.):
(Four) two-story 12 unit apartment buildings. Each building is two stories over basement on
a site of 1.79 acres. The site consists of 4 buildings with a floor area of 3,560 SF for a total
of 14,240 SF site coverage.
The unit breakdown is as follows:
All Floors: 4 Buildinas
24 —Two Bedrooms (936 S F each)
24 — One Bedroom(781 SF)
12. Location of the proposal. Give sufficient information for a person to understand the precise
location of your proposed project, including a street address, if any, and section, township, and
.range, if known. If a proposal would occur over a range of area, provide the range or
boundaries of the site(s). Provide a legal description, site plan, vicinity map, and topographic
map, if reasonably available. While you should submit any plans required by the agency, you
are not required to duplicate maps or detailed plans submitted with any permit applications
related to this checklist:
Site is located at the southeast comer of 236th St SW and 84 1h Ave W within the City of Edmonds with
property lines of 300' along 841 and 220' along 236 1h . The subject property also includes a "panhandle"
that extends south to 238 1h St SK The panhandle is approximately 35'wide.
Aurora Market Place is directly to the east of the subject property.
CDA # 98061 -1-
B. ENVIRONMENTAL ELEMENTS
1. Earth
a. General description of the site (circle one):
FLAT, rolling, hilly, steep slopes, mountainous, other
b. What is the steepest slope on the site (approximate percent
slope)?
<6%
C. What general types of soils are found on the site (for
example, clay, sand, gravel, peat, muck)? If you know the
classification for agricultural soils, specify them and note
any prime farmland.
. - Sandy / loamy / glacier till
d, Are there surface indications or history of unstable soils in
the immediate vicinity? If so, describe.
None identified.
e. Describe the purpose, type, and approximate quantities of
any filling or grading proposed. Indicate source of fill.
Construction of proposed buildings will require ... 417 cu yds(cut)
Construction' of some areas of parking/driveway will
require .............. 112 cu yds(cut)
Total cut quantity ............ 529 cu yds(cut)
Construction of other areas of parking/driveways will
require ...... 545 cu yds(fill)
As is apparent, there is essentially a balance between cuts and
fills. This estimate of cut and fill is as shown given that the soils
present on the site are'suitable for the purposes indicated.
f. Could erosion occur as a result of clearing, construction, or
use? If so generally describe.
Not probable. The site Is largely flat. Temporary erosion
control and sedimentation plan approval required by agency
prior to issuance of grading plan and start of construction. The
erosion control measures developed as part of the permit
plans will be installed prior to large scale grading.
9. Proposed measures to reduce or control erosion, or other
impacts to the earth, if any:
BIVIP's for temporary erosion control and sedimentation (per
future plan submittal) i.e. silt fence, stabilized construction
entrance, anchored straw bale, etc.
h. About what percent of the site will be covered with
impervious surfaces after project construction (for example,
asphalt or buildings)?
Approximately 56%
2. Air
What types of emissions to the air would result from the
proposal (i.e., dust, automobile, odors, industrial wood
smoke) during construction and when the project is
completed? If any, generally describe and give approximate
quantities If known.
Short term emissions will be generated from heavy
construction equipment during the building phase, which is
anticipated to last approximately 6 mo.. Construction activities
will be limited to those allowed by the City of Edmonds for
typical projects of this type (anticipated hours are 8am to 5pm).
Long-term traffic emissions will be generated upon completion
of the construction project through the duration of the building
service lives.
CDA # 98061 -2-
b. Are there any off -site sources of emissions or odor that may
affect your proposal? If so, generally describe.
None identified.
C. Proposed measure to reduce or control emissions or other
impacts to air, if any:
Dust control.
3. Water
a. Surface:
(1) Is there any surface water body on or in the
immediate vicinity of the site (including year-round
and seasonal streams, saltwater, lakes, ponds,
wetlands)? If yes, describe type and provide names.
If appropriate, state what stream or river It flows
into.
No.
(2) Will the project require any work over, in, or
adjacent to (within 200 feet) the described waters?
If yes, please describe and attach available plans.
No.
(3) Estimate the amount of fill and dredge material that
would be placed in or removed from surface water
or wetlands and indicate the area of the site that
would be affected. Indicate the source of fill
material.
None anticipated.
(4) Will the proposal require surface water withdrawals
or diversions? Give general description, purpose,
and approximate quantities if known.
No.
(5) Does the proposal lie within a I 00-year floodplain?
If so, on the location on the site plan.
No.
(6) Does the proposal involve any discharges of waste
materials to surface waters? If so, describe the
type of waster and anticipated volume of discharge.
No.
b. Ground:
(1) Will ground water be withdrawn, or will water be
discharged to ground water? Give general
description, purpose, and approximate quantities if
known.
No.
CDA # 98061 .3
. 46 'J . 0 0 3110 — - - . . 1. -
(2) Describe waste material that will be discharged into
the ground from septic tanks or other sources, If
any (for example: Domestic sewage; Industrial,
containing the following chemicals...; agricultural;
etc.). Describe the general size of the system, the
number of such systems, the number of houses to
be serviced (if applicable), or the number of animals
or humans the system(s) are expected to serve.
Does not apply
C. Water Runoff (including storm water):
(1) Describe the source of runoff (including storm
water) and method of collection and disposal, if any
(include quantities, if known). Where will this water
flow? Will this water flow into other waters? If so,
describe.
Quantities of runoff are from roof areas and parking/driveway
areas. The City of Edmonds requires that runoff from
parking/driveway areas receive water quality treatment
primarily through the use of a blo-swale. Therefore the storm
water system designed for this project will direct runoff from
the parking/driveway areas first through a blo-swale. Runoff
from roof areas does not require bio-swale treatment.
The City also requires all runoff, from parking/driveway and
roof areas to be controlled which means the use of a detention
system will keep the runoff amounts from the subject property
as a whole no greater after development than before
development.
Runoff will be directed by the storm drainage to and released
at the point of collection that it would have before
development. This release point is into the existing public
system located on the north side of 2381 St SW. The runoff
from the subject project enters the public storm system at 238th
St SW then eventually into Puget sound.
(2) Could waste materials enter ground or surface
waters? If so, generally describe.
Waste materials are generally not considered to enter runoff
water from roof areas. Runoff from parking/driveways are
considered to be contaminated with oils/grease from
automobiles.
d. Proposed measures to reduce or control surface, ground,
and runoff water impacts, If any:
To reduce or eliminate the affects of this contamination the City
of Edmonds requires the use of the aforementioned bio-swale.
4. PLANTS
a. Check or circle types of vegetation found on the site:
— X deciduous tree: alder, maple, aspen, other
— X evergreen tree: fir, cedar, pine, other
shrubs
grass
pasture
crop or grain
wet soil plants: cattail, buttercup, bulrush, skunk cabbage,
other
water plants; water Illy, eelgrass, mil foil, other
other types of vegetation
b. What kind and amount of vegetation will be removed or altered?
Much of the existing landscaping will be removed with the exception of
those existing trees indicated to be saved. Other existing specimen
shrubs will be retained as appropriate.
C. List threatened or endangered species known to be on or near the
site.
None identified.
CDA # 98061 -4-
I
d. Proposed landscaping, use of native plants, or other measures to
preserve or enhance vegetation on the site, if any:
Existing appropriate vegetation will be retained and new
landscaping will be installed to meet or exceed City of
Edmonds standards.
5. Animals
a. Underline any birds and animals which have been observed on or
near the site or are known to be on or near the site:
BIRDS: hawk, heron, eagle, songbirds, other: thrush, sparrow. robin
MAMMALS: deer, bear, elk, beaver, other: deer mouse
FISH: bass, salmon, trout, herring, shellfish, other:
b. List any threatened or endangered species known to be on or near
the site.
None identified.
C. Is the site part of a migration route? If so, explain.
None identified
d. Proposed measures to preserve or enhance wildlife, if any:
Retained trees in addition to proposed new landscaping will
provide nesting and forage opportunities for wildlife.
6. Energy and Natural Resources
a. What kinds of energy (electric, natural gas, oil, wood stove, solar) will
be used to meet the completed project's energy needs? Describe
whether it will be used for heating, manufacturing, etc.
Electricity to be used for Heating of units.
Electricity will also be used for power and lighting.
b. Would your project affect the potential use of solar energy by
adjacent properties? If so, generally describe.
No it will not.
C. What kinds of energy conservation features are included in the plans
of this proposal? List other proposed measures to reduce or control
energy impacts, if any:
Lighting, HVAC and building envelope will meet or exceed
residential energy code requirements.
7. Environmental Health
a. Are there any environmental health hazards, including exposure to
toxic chemicals, risk of fire and explosion, spill, or hazardous waste,
that could occur as a result of this proposal? If so, describe.
Normal Fire, Public safety, and Emergency Medical requirements
associated with any residential activity.
Describe special emergency services that might be required.
Police, Fire and Emergency Medical.
CDA # 98061 5,
I
(2) Proposed measures to reduce or control environmental
health hazards, if any:
Building and access will be designed to meet or exceed
U.B.C. standards for construction and occupancy. Extra
tax dollars generated will tend to mitigate any additional
requirements for municipal services.
b. Noise
(1) What types of noise exist in the area which may affect your
project (for example: traffic, equipment, operation, other)?
Existing traffic noise from 84th Ave. W. & 236th St.
S.W. will not be a concern.
(2) What types and levels of noise would be created by or
associated with the project on a short-term or a long-term
basis (for example: traffic, construction, operation, other)?
Indicate what hours noise would come from the site.
Short-term noise will be generated from heavy
construction equipment during the building phase,
which is anticipated to last approximately 6
months. Construction activities will be limited to
those allowed by the City of Edmonds for projects
of this type (between hours of 7am and 5pm).
Traffic noise associated with a normal residential
project of this size will exist upon completion.
(3) Proposed measures to reduce or control noise impacts, if
any:
Restrict short-term noise associated with large
construction equipment to normal working daylight
hours.
8. Land and Shoreline Use
a. What is the current use of the site and adjacent properties?
(Two) single-family residences and 1 garage currently occupy
the site.
b. Has the site been used for agriculture? If so, describe.
Do not know
C. Describe any structures on the site.
(Two) single-family residences and 1 garage currently occupy
the site.
d. Will any structures be demolished? If so, what?
Existing homes and garage will be demolished.
e. What is the current zoning classification of the site?
RM 1.5
f. What is the current comprehensive plan designation of the site?
Do not know. Wy q9
9. If applicable, what is the current shoreline master program '�OWi 03
designation of the site?
Does not apply
h. Has any part of the site been classified as an "environmentally
sensitive" area? If so, specify.
Does not apply
CDA # 98061 .6-
Approximately how many people would reside or work in the
completed project?
77-110 persons
j. Approximately how many people would the completed project
displace?
The two existing single family homes located on site will be
demolished. The current owners are selling their property
and relocating.
k. Proposed measures to avoid or reduce displacement impacts, if any:
Does not apply
Proposed measures to ensure the proposal Is compatible with
existing and projected land uses and plans, if any:
Project complies with zoning designation and all zoning
development agreements.
9. Housing
a. Approximately how many units would be provided, if any?
Indicate whether high, middle, or low-income housing.
48 units of middle income multi -family rental housing.
1b. Approximately how many units, if any, would be eliminated?
Indicate whether high, middle, or low-income housing.
Two single family homes.
C. Proposed measures to reduce or control housing impacts, if
any:
The new housing proposed will offset the demolition of the
existing dwelling unit.
10. Aesthetics
a. What is the tallest height of any proposed structure(s), not
including antennas; what is the principal exterior building
material(s) proposed?
Exterior materials proposed are imitation river rock, vinyl
siding wall materials, and wood trim to a maximum height
of 30 feet.
b. What views in the immediate vicinity would be altered or
obstructed?
Does not apply
C. Proposed measures to reduce or control aesthetic impacts, if
any:
Landscaping and Architectural design.
11. Light and Glare
a. What type of light or glare will the proposal produce? What
time of day would it mainly occur.
Parking lot lighting. Nighttime.
b. Could light or glare from the finished project be a safety hazard
or interfere with views?
No, lighting selection will be controlled for glare and cut
off.
C. What existing off�site sources of light or glare may affect your
proposal?
None that we are aware
CDA # 98061 .7-
d. Proposed measures to reduce or control light and glare
impacts, if any:
Lighting will be designed to control glare and utilize fixtures.
12. Recreation
a. What designated and informal recreational opportunities are
in the immediate vicinity?
None that we are aware
b. Would the proposed project displace any existing recreational
uses? If so, describe.
Does not apply
Proposed measures to reduce or control impacts on recreation,
including recreation opportunities to be provided by the project or
applicant, if any:
Does not apply.
13. Historic and Cultural Preservation.
a. Are there any places or objects listed on, or proposed for, national,
state, or local preservation registers known to be on or next to the
site? If so, generally describe.
Does not apply
b. Generally describe any landmarks or evidence of historic,
archaeological, scientific, or cultural importance known to be on or
next to the site.
Does not apply
C. Proposed measures to reduce or control Impacts, if any:
Does not apply
14. TRANSPORTATION
a. Identify public streets and highways serving the site, and describe
proposed access to the existing street system. Show on site plan, if
any.
Access by way of common drive point from 84th Ave. W
and 236 St. SW. (see site plan). Egress only to 238 th St.
SW
b. Is site currently served by public transit? If not, what Is the
approximate distance to the nearest transit stop?
Yes, public transit runs along 84 1h Ave W.
C. How many parking spaces would the completed project have? How
many would the project eliminate?
96 will be required for this project. The existing site has
one double -car garage which will be demolished.
d. Will the proposal require any new roads or streets, or improvements
to existing roads or streets, not including driveways? If so, generally
describe (indicate whether public or private).
Yes, Right of Way improvements including shoulder, curb,
gutter and sidewalk will be required at property perimeter.
(ZPA"
CDA # 98061 8-
b(A
e. Will the project use (or occur in the immediate vicinity of) water, rail,
or air transportation? If so, generally describe.
Does not apply
How many vehicular trips per day would be generated by the
completed project? If known, indicate when peak volumes would
occur.
Included in traffic study.
9. Proposed measures to reduce or control transportation impacts, if
any:
Encourage use of public transportation by developing
better pedestrian connections, offering ridership
information in Manager's Office.
15. Public Services
a. Would the project result in an increased need for public services (for
example: fire protection, police protection, health care, schools,
other)? If so, generally describe.
Fire & police impacts typical for this type of residential
development
b. Proposed measures to reduce or control direct impacts on public
services, if any.
The proposal will generate additional tax revenues for the City of
Edmonds. Proposed structures will include both fire and motion
detector alarm systems. The buildings will be designed in full
compliance with NFP-13 and the U.B.C..
16. Utilities
a. Circle utilities currently available at the site: electricity, natural
gas, water, refuse service, telephone, sanita!)t sewer, septic
system, other.
b. Describe the utilities that are proposed for the project, the utility
providing the service and the general construction activities on the
site or in the immediate vicinity which might be needed.
Local Utilities are currently sized to meet the requirements
of this project, and it is our understanding that there will not
have to be any special new upgrade to serve this parcel.
C. SIGNATURE
The above answers are true and complete to the best of my knowledge. I
understand that the lead agency is relying on them to make its decision.
Signature:—
CDA Architects Inc.
Date Submitted: � - I -L � � -
CDA # 98061
JUN-16-1999 16:34 dt�b
! 0 B92) Skly"', H TH&FFOC CON SU L7& HIM'
TRAFFIC ENGINEERING e TRANSPORTATION PLANNING
k1712 PACIFIC AVENUE - SUITE 100 * EVERErr, WA 98201 - PH: (42S) 339-8266 - FAX: (42S) 256-2922�
June 9, 1999
Mr. Gordy Hyde
City of Edmonds, Engineering Dept.
121 - 5th Avenue North
Edmonds, Washington 98020
RE: Edmonds Terrace Multi -Family; GTC Project No. 99-169
Revised Off -Site Mitigation for Proposed Development
Dear Mr. Hyde:
Per our phone conversation, Gibson Traffic Consultants (GTQ has revised the off -site mitigation
proposed in our March 26th traffic impact analysis for Edmonds Terrace Multi -Family. The City
has a mitigation fee of S240.66 per weekday p.m- peak hour trip generated by developments in
the site vicinity impacting capacity improvements- This fee is based on transportation
improvement projects included in the City's 6-Year TIP.
Per the trip distribution in our traffic study, Edmonds Terrace Multi -Family would add 23
weekday p.m. peak hour trips to improvement projects. The subject project would add 20 p.m -
peak trips to SR-99 corridor improvement projects an * d 3 p.m. peak trips to the 220th Street
SW/84th Avenue W signal project. Thus, Edinonds Terrace Multi -Family project should pay the
City of Edmonds a mitigation fee of S5.535.1 (23 p.m. peak trips x S240.66/p.m. peak trip).
We trust that this memorandum letter adequately addresses the off -site mitigation issues for the
proposed Edmonds Terrace Multi -Family development. If you have any questions on GTC's
analysis or findings, please feel free to call me at (425) 339-8266. Thanks, Gordy.
Sincerely,
GrBsON TRAFnc CONSULTANTs, INc. P.S.
L�IZ52� z�70z��
Carter A. Danne
Transportation Planning Engineer
XC: Stanley Piha, R & P Investment Co. LLC
Seth Hale, CDA Architects
COUNTS/SURVEYS * SITE IMPACTS * LOS ANALYSIS - EIS - HEARINGS - SAFETY - SIGNALS - PARKING
TOTAL P.02
ADJAC-ENT PROPERTY OWNERS LIST
Attach this notafted declaration to the adjacent property owners list.
On my oath, I certify that the names and addresses provided represent all properties
located within 300 feet of the subject property.
Signature of Applicant' or'Applic&t's Representative
Subscribed and sworn to before me this day of 19
MARCIA IINKINS
A 10
�M'
Nota* Public -in an�Cf6r the State of Washingto C4
sit 9.
Residing.at
AP0.doc\LATempVorms
312704-2-048-0008 312704-2-049-0007 312704-2-053-0000
Marjorie C. Lyon Betty C; Holt John B. Pahre
21624 84TH Ave W '23522 84TH Ave W 23504 84TH Ave W
Edmonds, WA 98026 Edmonds, WA 98026 'Edmonds, WA 98026
312704-2-071-0008 4191-000-001-00-00 4191-000-002-00-09
Kevin L. Prentiss Doreen A. Sutton James Dousbaugh
8415 235TH PL SW 8408 236TH ST SW 8414 236TH ST,SW
Edmonds, WA 98026 Edmonds, WA 98026 Edmonds, WA 98026
4191-000-003-00-08 4191-000-004-00-07 4519-001-004-01-09
C N Slaughter Thomas L. Durbin AMB INST REALTY ADV
8420 236TH ST SW 8426 236TH ST SW PO Box 565048
Edmonds, WA 98026 Edmonds, WA 98026 Dallas, TX 75356
4519401-009-00-05 4519-001-012-02-08 4519-001-012-03-07
R & P Investment Co. James B. Adams R & P Investment Co.
2101 4TH Ave Suite 250 23707 84TH Ave W 2101 4TH Ave Suite 250
Seattle, WA 98121 Edmonds, WA 98026 Seattle, -WA 98121
4519-001-013-02-07 4519-001-014-01-07 4519-002-007-00-05
Rogelio Mercado Joseph Basco Transpac Devel Inc
15332 Heintz Ave SE 19129 Olympic View Dr 559 Kirkland Way #201
Monroe, WA 98272 Edmonds, WA 98020 Kirkland, WA 98033
4519-002-009-00-03 4633-001-001-01-03 4633-001-001-02-02
Salamonsen Const Co Susan C. Brennan Kori Myers
PO Box 177 23626 84TH Ave W 23618 84TH Ave W
Lynnwood, WA 98046 Edmonds, WA 98026 Edmonds, WA 98026
4633-001-002-00-03 4633-001-002-01-02 4633-001-003-01-01
Chrastka/Kontney Ann B. Lee Charles A. Foy
8504 236TH ST SW 23622 84TH Ave W 8506 236TH ST SW
Edmonds, WA 98026 Edmonds, WA 98026 Edmonds, WA 98026
4633-008-001-01-08 4633-008-001-02-07 4633-008-001-03-06
Mary Ann Bakken Jose Delgado Donald F. Miller
23727 84TH Ave W 23720 84TH Ave W 8415 238TH St SW
Edmonds, WA 98026 Edmonds, WA 98026 Edmonds, WA 98026
4633-008-001-04-05 4633-008-001-05-04 4633-008-002-00-08
Dyson E. Wilkison Jose Delgado Mark J. Vanpelt
23706 84TH Ave W 23720 84TH Ave W 8421 238TH ST SW
Edmonds, WA 98026 Edmonds, WA 98026 Edmonds, WA 98026
4633-008-003-00-07
Daniel P. Giarde
23910 107TH PL W
Edmonds, WA 98020
5767-000-025-08-05
Christ Evan Luth Exemp
23525 84TH Ave W
Edmonds, WA 98026
7784-000-002-00-05
Lois Whitney
8423 236TH ST SW B
Edmonds, WA 98026
4633-009-001-03-04
Donald Jackson
23814 84TH Ave W
Edmonds, WA 98026
4633-008-003-01-06 4633-008-003-02-05
Ted & Pauline Akers David Angiuli
8427 238TH ST SW 8425 238TH ST SW
Edmonds, WA 98026 Edmonds, WA 98026
5767-000-025-09-04
Christ Evan Lutheran Church 7784-000-001-00-06
23525 84TH Ave W Lois Whitney
Edmonds, WA 98026 8423 236TH ST SW
Edmonds,.WA 98026
4633-009-001-01-06 4633-009-001-02-05
Korean Unit Preby Church Shirley Gauthier
23828 84TH Ave W 23820 84TH Ave W
Edmonds, WA 98026 Edmonds, WA 98026
4633-009-001-04-03 4633-009-002-00-06
Gerald Scott Dale & Norma Hanberg
23808 84TH Ave W 650 13TH Way SW
Edmonds, WA 98026 Edmonds, WA 98020
312704-2-048-0008 4519-001-004-01-09 4519-'001-009-00-05
RESIDENT RESIDENT RESIDENT
23514 84TH Ave W 23632 Hwy 99 23625 84TH Ave W
Edmonds, WA 98026 Edmonds, WA 98020 Edmonds, WA 98026
4519-001-013-02-07 4519-001-014-01-07 4519-002-007-00-05
RESIDENT RESIDENT RESIDENT
23717 84TH Ave W 23721 84TH Ave W 23830 Hwy 99
Edmonds, WA 98026 Edmonds, WA 98026 Edmonds, WA 98020
4633-008-001-01-08 4633-008-003-00-07 4633-009-002-00-06
RESIDENT RESIDENT RESIDENT
23728 84TH Ave W 8429 238TH ST SW 8422 238TH ST SW
Edmonds, WA 98026 Edmonds, WA.98026 Edmonds, WA 98026
4519-002-009-00-03 4519-002-009-00-03 4519-002-009-00-03
RESIDENT '�RESIDENT RESIDENT -
23809 84TH Ave W #101 23809 84TH Ave W #102 23809 84TH Ave W #103
Edmonds, WA 98026 Edmonds, WA 98026 Edmonds, WA 98026
4519-002-009-00-03 4519-002-009-00-03 4519-002-009-00-03
RESIDENT RESIDENT RESIDENT
23809 84TH Ave W #104 23809 84TH Ave W #105 23809 84TH Ave W #106
Edmonds, WA 98026 Edmonds, WA 98026 Edmonds, WA 98026
4519-002-009-00-03 4519-002-009-00-03 4519-002-009-00-03
RESIDENT RESIDENT RESIDENT
23809 84TH Ave W #107 23809 84TH Ave W #108 23809 84TH Ave W #209
Edmonds, WA 98026 Edmonds, WA 98026 Edmonds, WA 98026
4519-002-009-00-03 4519-002-009-00-03 4519-002-009-00-03
RESIDENT RESIDENT RESIDENT
23809 84TH Ave W #210 23809 84TH Ave W #211 23809 84TH Ave-W #212
Edmonds, WA 98026 Edmonds, WA 98026 Edmonds, WA 98026
4519-002-009-00-03 4519-002-009-00-03 4519-002-009-00-03
RESIDENT RESIDENT RESIDENT
23809 84TH Ave W #213 23809 84TH Ave W #214 23809 84TH Ave W #215
Edmonds, WA 98026 Edmonds, WA 98026 Edmonds, WA 98026
4519-002-009-00-03 4519-00M09-00-03 4519-002-009-00-03
RESIDENT RESIDENT RESIDENT
23809 84TH Ave W #216 23827 84TH Ave W #117 23827 84TH Ave W #118
Edmonds, WA 98026 Edmonds, WA 98026 Edmonds, WA 98026
4519-002-009-00-03 4519-002-009-00-03 4519-002-009-00-03
RESIDENT RESIDENT RESIDENT
23827 84TH Ave W #119 23827 84TH Ave W #120 23827 84TH Ave W #221
Edmonds, WA 98026 Edmonds, WA 98026 Edmonds, WA 98026
4519-002-009-00-03
RESIDENT
23827 84TH Ave W #222
Edmonds, WA 98026
4519-002-009-00-03
RESIDENT
23821 84TH Ave W
Edmonds, WA 98026
4519-002-009-00-03
RESIDENT
23827 84TH Ave W #223
Edmonds, WA 98026
4519-002-009-00-03
RESIDENT
23827 84TH Ave W #224
Edmonds, WA 98026
R E 1C.! E I V E D
City of Edmonds NOV
RX --� - 0B?T
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 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 infor m-ation (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:
Name
Street Address
city S tate Zip
Telephone
Signature
� Date
Applicant Representative:
Name 'E5 S L4 2-
<7-
Street Address
��M,cr7-
city State Zip
Z;�p 3 13
Telephn n
Signature
�J6 V
Date
(over)
c:recepdon\jana\cac1.doc
UA P I LPM IYU. — —If I C71 UZP-�,
Critical Areas Checklist
--------------------------------------------------------------
Site Information (soils/topography/hydrology/vegetation)
s 6 -Tl+
I Site Address/Location:
2. Property Tax Account Number- 4:51 0�471
Approximate Site Size (acres or s!quare feet): �5;:
4. Is this site currently developed? A yes; —no.
If yes; how is site developed? Z�-_s I K-)-T- i kL 63 1
5. Describe the general site topography. Check all that apply.
X 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).
I Ti I, 11y:
r'l 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 310% 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: Approx. Depth:
7. Site contains areas of seasonal standing water: Approx. Depth:
What season(s) of the year?
S. Site is in the floodway t---3 0 floodplain of a water course.
9. Site contains a creek or an area where water flows across the arounds surface? Flows are year-
0
round? 0 -Flows are seasonal? _1-� (D (What time of year?
10. Site is primarily: forested meadow ;shrubs X mixed
urban landscaped (lawn,shrubs etc) X
11. Obvious wetland is present on site: yQ C)
DET.tRMINATION
^ca_chk doc; Rev 10/03/97
0 - 0
PLANNING REVIEW CHECKLIST
,Commercial / MultiFamily Pro*ects
SITE ADDRESS: 0 ZONING: Vill -
PROJECT DESCRIPTION:
USE(S) PROPOSED: ALLOWED?: 4Ly4s,2
SEPA REQUIRED?: DETERMINATION?:-r D�NS
CRITICAL AREAS #: LIJ DETERMINATION?: �Waiyer
SHORELINE REQUIRED?: No DETERMINATION?: NIA
SUBDIVISION? -
LOT AGGREGATION REQUIRED?: ad ye �: )
LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED NIA
CUP File: L2 'To Allow What Uses?:
DENSITY:
Maximum Units Allowed:. Proposed:
MAXIMUM FLOOR AREA or LOT COVERAGE:
Maximum Allowed: Proposed: -,70
BUILDING HEIGHT:
Datum Point: ft�2 it rt 6E L� Datum Elevation: / 6-0
Four Corner Elevations: �2'j I= rLH Avprage Grade: Ift, rA
MaximumAllowed: Proposed Height:_,. -
Requesting Modulation Allowance?:. Yes Modulation Height:
Elevator Penthouse > 3 feet over height limit? No If so,VAR#:
C:WILES1Reports1ADBWeveAv checklist Com.doc
Revised: April 4, 200i
SETBACKS:
Setback type (street)
North
South
151
East
D-6—
West
Required Setbacks
10
Proposed Setbacks
Street map checked for additional setback required? Yes
31 pWIXK,�,
What site improvements are proposed in the setbacks[] Wjg_�7 ,
PARKING:
Proposed Use
Parking Ratio
(Sq. Ft., Emp)
Stalls Required
1A H
VH
Total Parking Required: Parking ProposedEj
DESIGN REVIEW:
Applicable Standards and/or District Requirementso
Building Design: (check items that apply)
F-1 General:
F-1 Materials:
El Shapes and Forms:
F-I Details and Fenestratio n:
F-1 Size, Height and Bulk:
El Transitions:
Site Design:
El Site Organization:
El Parking:
CIFILESWeports�ADB�Reveiw checklist Coin.doc
Revised: April 4, 2001
Y4
RETURN ADDRESS:
City of Edmonds, City Clerk
121 5th Avenue North
Edmonds, WA 98020
CONFORMED Copy
200208230980
0812312002 04:53 PM Snohomish
P- 0003 RECORDED
County
DECLARATION OF RESTRICTIVE COVENANT
MULTI -FAMILY RESIDENTIAL
Reference#: 41 W-401161�� & 4�-1<11
�/7
Grantor(s): (1)��4>14Z--* -(2 Additional on pg.
Legal Description (abbreviated): Sec-�( Twn
—23—Rng-�Qtr-��s�
OR Lot ----Block Plat
Assessor's Tax Parcel ED#(s): (1 0 -4017v(
xFj - 6 W45 (2
—Assessor's Tax Parcel 1D# not yet assigned
cLe� fA ez.
W�EREAS,
are the owners of the following described real estate in the City of Edmonds, to wit:
Property Address: (_1 (e-0 I
Legal Description:
W"All
Assessor's Tax Parcel ID # (s)AS15 -00 1— * —
AUTHORIZED FOR RECORDING
C' Of Edmonds
By: Date 911,401120-
-,$ 1 1 -
Page of
iWA-1dn11!W16TW�
I � 0
G-A
D �3CR-PT ON
PARCEL A:
LOTS 1, 10, ANJ�) 11 IN 5L.00K I OF FRUITLAND ACRES TO LAKE
5ALLINOER, ACCORDING5 TO- FLAT RECORDED IN VOLUME' 10 OF FLATS
AT FA&E(5) 47, IN SNOHOM15H COUNTN(, NASHINC7TON;
EXCEPT THE EAST 120.00 FEET THEREOF.
ol
PARCEL E3:
THE V�EST 60.00 FEET OF THE EAST 250 FEET OF LOT 12 IN BLOC< I OF
FRUITLANI�). ACRES TO LA<E.E3ALLIN6ER, ACCORDINO TO FLAT
RECORDED IN VOLU�IE 10 OF FLATS AT PA6E(S) 411 IN SNOHOMISH
COUNT"(, �NASHIN&TON;
EXCEPT TH E NEST 5.4-7 FEET OF THE NORTH 30.00 FEET THEf;ZEOF;
ALSO, THE �NE5T 30 FEET OF THE EAST 220.00 FEET OF LOT.15 AND THE
�NE5T 55.00 FEET OF THE EAST 225.00 FEET OF LOT 14 IN SAIP BLOCK 1.
TAX I.D. #: 4511�-1-001-0001-0005
451q-001-012-0501
WHEREAS, the above named owners are desirous of imposing I a restrictive
covenant upon said premises in compliance with Section 19.00.040 of the Edmonds
Community Development Code. WITNESSETH, that for and in
consideratio ' n 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 for multiple family housing
may be erected on subject property containing more than is 7— units.
Said Covenant shall be binding upon all'present and future owners of said real estate and
their heirs, successors and assigns.
DATED this dayof ;:2 e� x
1---7'—' C-0
GRANTOR ez— e, 1-k--) 4?
GRANTOR
State of Washington
)ss
County o1EkQ)rM�\L-\>A\ )
I certify that I know or * have satisfactory evidence that Ek2" ' V)31
signed this instrument, on oath stated that he/she was author to execute the
instrument and acknowledged it as the Q " 1�1 17_�V --(title) of
&Imazc���CA_4name of party on behalf on whom instrument Was executed) to be
the free and voluntary act of such party for the uses and purposes mentions in this
instrument. Subscribed and sworn to before me this �:_� day of
. NY -D -C � D \ .
Notary Public in and for the State of Washington.
e:;7—..P'
My commission expires- \'_2
AUTHORIZED FOR RECORDING
&2y of Edmonds
By __Date:1�A/4'//)-z'
Page of
U\TEMMUILDINGTORMSMSTRICT
OEOTECH
CONSULTANTS, INC.
R & P Investments Co., LLC
c/o CDA Architects, Incorporated
P.O. Box 55429
,-Seattle, Washington 98155
I Attention: Seth Hale
Subject: Transmittal Letter — Geotechnical Engineering Study
Proposed Edmonds Terrace Multi -Family Project
236XX — 84th Avenue West
Edmonds, Washington
Dear Mr. Hale:
13256 Northeast 20th Street, Suite 16
Bellevue, Washington 98005
(425) 747-5618 FAX (425) 747-8561
August 20, 2001
JN 01248
RECEIVED
AUG 2 12001
cu.k, INC.
We are pleased to present this geotechnical engineering report for the multi -family development to
be constructed at 236XX — 84th Avenue West in Edmonds, Washington. The scope of our work
consisted of exploring site surface and subsurface conditions, and then developing this report to
provide recommendations for general earthwork and design criteria for foundations, retaining walls,
and pavements. This work was authorized by your acceptance of our proposal, P-5561, dated July
20,2001.
The attached report contains a discussion of the study and our recommendations. Please contact
us if there are any questions regarding this report, or for further assistance during the design and
construction phases of this project.
SES/JHS: esm
Respectfully submitted,
GEOTECH CONSULTANTS, INC.
5James H. Strange, Jr.
Senior Geotechnical Engineer
RECEIVED
AUG 2 8 2001
BUILDING DEPT,
STREET FILE
GEOTECH CONSULTANTS, INC.
GEOTECHNICAL ENGINEERING STUDY
Proposed Edmonds Terrace Multi -Family Project
236XX — 84th Avenue West
Edmonds, Washington
This report presents the findings and recommendations of our geotechnical engineering study for
the site of the proposed Edmonds Terrace multi -family development to be located at 236XX — 84th
Avenue West in Edmonds, Washington.
We were provided with site plans and a topographic map. CDA Architects along with D. R. Strong
developed these plans, which were provided on July 19, 2001. Based on these plans and
conversations with CDA, we anticipate that the development will consist of four multi -family
residential buildings, with parking and drive access from the surrounding streets.
The proposed multi -unit buildings will be two stories over a partially submerged basement. The two
eastern buildings will have a footprint approximately 3,560 square feet, while' the two western
buildings will have a footprint approximately 4,380 square feet. Building setbacks from the property
lines are shown to be at least 10 feet. The remainder of the lot will be used for parking and drive
access.
All of the buildings are proposed to be slab -on -grade construction with finished floor slabs from
elevation 994.00 to 995.75 feet. The parking areas and driveways are proposed to be at, or near,
the elevation of the existing grade. Excavation for the proposed structures is anticipated to be less
than 5 feet below the existing grades.
SITE CONDITIONS
SURFACE
The Vicinity Map, Plate 1, illustrates the general location of the site. The site is approximately
78,239 square feet in size and is bordered to the north by 236th Street Southwest and to the west
by 84th Avenue West. The subject site is generally rectangular in shape with an access easement
on the order of 20 feet wide extending south approximately 300 feet. The extension reaches from
the southeastern side of the property to give access from 238th Street southwest. Residential
property abuts the site to the south with commercial property to the east.
Currently, the site is cleared of all vegetation and buildings. The site formerly was developed with
two single-family residences with detached garages and several smaller buildings. The residences
were burned down by the Edmonds Fire Department during training exercises. One residential
footprint is currently marked by a 2-foot depression in surface elevation. The foundation appears to
have been removed. Standing water was noted in the depression with some ash and burn
evidence on the surface. The foundation of the other northern house was not observed. The
existing residence at 23703 — 84th Avenue West appears to be part of the subject property. Based
on the development drawings provided, it appears that this existing house will remain and a parking
strip will be constructed to the east of the proposed residence.
The majority of the site has been graded relatively level. The topography of the site slopes gently
to the south with a total elevation change of approximately 6 feet across the entire site. A mound
of soil has been placed on the southeastern corner of the property. This mound is approximately 5
feet above the existing grade and appears to consist of recently placed fill soils.
GEOTECH CONSULTANTS, INC.
R&P Investment Co., LLC. c/b CDA Architects
August 20, 2001
SUBSURFACE
JN 01248
Page 2
The subsurface conditions were explored by excavating eight test pits at the approximate locations
shown on the Site Exploration Plan, Plate 2. Our exploration program was based on the proposed
construction, anticipated subsurface conditions and those encountered during exploration, and the
scope of work outlined in our proposal.
The test pits were excavated on July 31, 2001 with a rubber -tired backhoe. A geotechnical
engineer from our staff observed the excavation process, logged the test pits, and obtained
representative samples of the soil encountered. "Grab" samples of selected subsurface soil were
collected from the backhoe bucket. The Test Pit Logs are attached to this report as Plates 3
through 6.
Soil Conditions
The test pits encountered 2 to 5 feet of loose topsoil and fill soils below the generally level
portion of the site. Test Pit 5 encountered 8 feet of fill soil, however, its surface elevation
was approximately 5 feet higher in elevation than the rest of the site. Underlying the loose
soils, we observed weathered, silty sand that became gravelly and medium -dense with
depth. This soil becomes glacially consolidated and dense to very dense approximately 4 to
8 feet below the existing grade. These dense soils are referred to in this report as glacial
till. The till was observed to the maximum depth explored of 12 feet below grade.
Groundwater Conditions
Perched groundwater seepage was observed at a depth of 4.5 to 7.0 feet. The test pits
were left open for only a short time period. Therefore, the seepage levels on the logs
represent the location of transient water seepage and may not indicate the static
groundwater level.
It should be noted that groundwater levels vary seasonally with rainfall and other factors.
We anticipate that groundwater could be found in more permeable soil layers within the till
and between the near -surface weathered soil and the underlying denser glacial till.
The final logs represent our interpretations of the field logs. The stratification lines on the logs
represent the approximate boundaries between soil types at the exploration locations. The actual
transition between soil types may be gradual, and subsurface conditions can vary between
exploration locations. The logs provide specific subsurface information only at the locations tested.
The relative densities and moisture descriptions indicated on the test pit logs are interpretive
descriptions based on the conditions observed during excavation.
The compaction of backfill was not in the scope of our services. Loose soil will therefore be found
in the area of the test pits. If this presents a problem, the backfill will need to be removed and
replaced with structural fill during construction.
GEOTECH CONSULTANTS, INC.
R&P Investment Co., LLC. c/o CDA Architects JN 01248
August 20, 2001 Page 3
CONCLUSIONS AND RECOMMENDATIONS
GENERAL
THIS SECTION CONTAINS A SUMMARY OF OUR STUDY AND FINDINGS FOR THE PURPOSES OF A
GENERAL OVERVIEW ONLY MORE SPECIFIC RECOMMENDATIONS AND CONCLUSIONS ARE
CONTAINED IN THE REMAINDER OF THIS REPORT. ANY PARTY RELYING ON THIS REPORT SHOULD
READ THE ENTIRE DOCUMENT
The test pits conducted for this study generally encountered from 2 to 5 feet of loose topsoil and fill
soils overlying native, medium -dense, silty sand. This soil becomes gravelly and glacially
consolidated glacial till approximately 4 to 8 feet below the existing grade. Based on this, the
proposed multi -family residential buildings can be constructed on conventional foundations bearing
directly on the medium -dense to dense, native soils, or atop of structural fill placed above this
competent soil.
Test Pit 5 was located in the southeastern -corner of the site in the location of the suspected fill
mound. The elevation of the top of the test pit was approximately 5 feet above the surrounding
grade. The test pit encountered approximately 8 feet of loose fill soils over weathered silty sand.
The glacial till was observed approximately 10 feet below grade. The fill soil will need to be
removed in the building and areas for the construction of the project.
The parking and driveways can be constructed on the medium -dense weathered soils underlying
the topsoil and fill soils or atop granular fill placed above the medium -dense, native soils. The fill
soils observed were loose with a relatively high amount of organic content. Placing the parking and
driveways on top of the fill soil could result in significant settlement of the pavement. If not overly
wet at the time of placement, the native soils excavated during the grading for the foundations of
the buildings could be reused as parking and driveway sub -base. These soils will need to be
relatively dry during placement and compacted as described in the Pavement Areas section of this
report.
A significant geotechnical consideration for development of this site is the overly moist to wet
condition of the silty soils. Based on our observations, and the results of our laboratory tests, the
moisture contents of the upper on -site soils are significantly above the optimum moisture content
necessary for the required structural fill compaction. These fine-grained, silty soils are sensitive to
moisture, which makes them impossible to adequately compact when they have moisture contents
even 2 to 3 percent above their optimum moisture content. The reuse of these soils as structural fill
to level the site will only be successful during hot, dry weather. Aeration of each loose lift of soil will
be required to dry it before the lift is compacted. Alternatively, the soil could be. chemically dried by
adding lime, kiln dust, or cement, provided this is allowed by responsible building department.
Regardless of the method of drying, the earthwork process will be slowed dramatically. The
earthwork contractor must be prepared to rework areas that do not achieve proper compaction due
to high moisture content. Utility trench backfill in structural areas, such as pavements, must also
be dried before it can be adequately compacted. Improper compaction of backfill in utility trenches
and around control structures is a common reason for pavement distress and failures. Imported
granular fill will be -needed wherever it is not possible to dry the on -site soils sufficiently before
compaction.
We anticipate excavations for the foundations will be approximately 4 to 5 feet below the existing
grade. The only other excavations we anticipate will be for utility trenches and detention vaults.
GEOTECH CONSULTANTS, INC.
R&P Investment Co., LLC. c/o CDA Architects JN 01248
August 20, 2001 Page 5
Depending on the final site grades, overexcavation may be required below the footings to expose
competent, native soil. Unless lean concrete is used to fill an overexcavated hole, the
overexcavation must be at least as wide at the bottom as the sum of the depth of the
overexcavation and the footing width. For example, an overexcavation extending 2 feet below the
bottom of a 2-foot-wide footing must be at least 4 feet wide at the base of the excavation. If lean
concrete is used, the overexcavation need only extend 6 inches beyond the edges of the footing.
The following allowable bearing pressures are appropriate for footings constructed according to the
above recommendations:
Where: (1) psf is pounds per square,foot
A one-third increase in these design bearing pressures may be used when considering short-term
wind or seismic loads. For the above design criteria, it is anticipated that the total post -construction
settlement of footings founded on competent, native soil, or on structural fill up to 5 feet in
thickness, will be about 1/2 inch, with differential settlements on the order of 1/2 inch in a distance of
50 feet along a continuous footing with a uniform load.
Lateral loads due to wind or seismic forces may be resisted by friction between the foundation and
the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the
foundation. For the latter condition, the foundation must be either poured directly against relatively
level, undisturbed soil or be surrounded by level structural fill. We recommend using the following
ultimate values for the foundation's resistance to lateral loading:
PARAMETER ULTIMATE
I VALUE
Coeffici nt of Friction 0.50
Passive Earth Pressure 350 pcf
Where: (i) pcf is pounds per cubic foot, and (11) passive earth
pressure is computed using the equivalent fluid density.
We recommend maintaining a safety factor of at least 1.5 for the foundation's resistance to lateral
loading, when using the above ultimate values.
PERMANENT FOUNDATION AND RETAINING WALLS
Retaining walls backfilled on only one side should be designed to resist the lateral earth pressures
imposed by the soil they retain. The following recommended parameters are for walls that restrain
level backfill:
GEOTECH CONSULTANTS, INC.
R&P Investment Co., LLC. clo CDA Architects
August 20, 2001
PARAMETER
Active Earth Pressure
VALUE
35 pcf
Passive Earth Pressure
350 pcf
Coefficient of Friction
0.50
Soil Unit Weight
130 pcf
Where: (1) pcf is pounds per cubic foot, and (ii) active and
passive earth pressures are computed using the equivalent fluid
pressures.
* For a restrained wall that cannot deflect at least 0.002 times its
height, a uniform lateral pressure equal to 10 psf times the height
of the wall should be added to the above active equivalent fluid
pressure.
JN 01248
Page 6
The values given above are to be used to design permanent foundation and retaining walls only.
The passive pressure given is appropriate for the depth of level structural fill placed in front of a
retaining or foundation wall only. The values for friction and passive resistance are ultimate values
and do not include a safety factor. We recommend a safety factor of at least 1.5 for overturning
and sliding, when using the above values to design the walls. Restrained ' wall soil parameters
should be utilized for a distance of 1.5 times the wall height from corners or bends in the walls.
This is intended to reduce the amount of cracking that can occur where a wall is restrained by a
corner.
The design values given above do not include the effects of any hydrostatic pressures behind the
walls and assume that no surcharges., such as those caused by slopes, vehicles, or adjacent
foundations will be exerted on the walls. If these conditions exist, those pressures should be added
to the above lateral soil pressures. Where sloping backfill is desired behind the walls, we will need
to be given the wall dimensions and the slope of the backfill in order to provide the appropriate
design earth pressures.
Heavy construction equipment should not be operated behind retaining and foundation walls within
a distance equal to the height of a wall, unless the walls are designed for the additional lateral
pressures resulting from the equipment. The wall design criteria assume that the backfill will be
well -compacted in lifts no thicker than 12 inches. The compaction of backfill near the walls should
be accomplished with hand -operated equipment to prevent the walls from being overloaded by the
higher soil forces that occur during compaction.
Retaininci WaH Backfill and Waterproofin
Backfill placed behind retaining or foundation walls should be coarse, free -draining
structural fill containing no organics. This backfill should contain no more than 5 percent silt
or clay particles and have no gravel greater than 4 inches in diameter. The percentage of
particles passing the No. 4 sieve should be between 25 and 70 percent. If the native silty
sand is used as backfill, a minimum 12-inch width of free -draining gravel and a drainage
composite similar to Miradrain 6000 should be placed against the backfilled retaining walls.
The drainage composites should be hydraulically connected to the foundation drain system.
Free -draining backfill or gravel should be used for the entire width of the backfill where
GEOTECH CONSULTANTS, INC.
R&P Investment Co., LLC. c/b CDA Architects
August 20, 2001
JN 01248
Page 7
seepage is encountered. For increased protection, drainage composites could be placed
along cut slope faces, and the walls backfilled entirely with free -draining soil.
The purpose of these backfill requirements is to ensure that the design criteria for a
retaining wall are not exceeded because of a build-up of hydrostatic pressure behind the
wall. The top 12 to 18 inches of the backfill should consist of a compacted, relatively
impermeable soil or topsoil, or the surface should be paved. The ground surface must also
slope away from backfilled walls to reduce the potential for surface water to percolate into
the backfill. The section entitled GENERAL EARTHWORK AND STRUCTURAL FILL
contains recommendations regarding the placement and compaction of structural fill behind
retaining and foundation walls.
The above recommendations are not intended to waterproof the below -grade walls. The
performance of subsurface drainage systems will degrade over time. Therefore,
waterproofing should be provided where moist conditions or some seepage through the
walls are not acceptable in the future. This typically includes limiting cold-joihts and wall
penetrations, and using bentonite panels or membranes on the outside of the walls.
Applying a thin coat of asphalt emulsion is not considered waterproofing, but will only help
to prevent moisture, generated from water vapor or capillary action, from seeping through
the concrete. With any project, adequate ventilation of basement and crawi space areas is
important to prevent a build up of water vapor that may be transmitted through concrete
wails from the surrounding soil.
SLABS -ON -GRADE
The building floors may be constructed as slabs -on -grade atop the native, medium -dense, silty
sand, the dense to very dense glacial till, or on structural fill placed above competent native soils.
The subgrade soil must be in a firm, non -yielding condition at the time of slab construction or
underslab fill placement. Any soft areas encountered should be excavated and replaced with
select, imported structural fill.
All slabs -on -grade where moisture transmission through the slab is of concern should be underlain
by a capillary break or drainage layer consisting of a minimum 4-inch thickness of coarse, free -
draining structural fill with a gradation similar to that discussed in PERMANENT FOUNDATION
AND RETAINING WALLS. As noted by the American Concrete Institute (ACI) in Section 3.2.3 of
the Guides for Concrete Floor and Slab Structures, proper moisture protection is desirable
immediately below any on -grade slab that will be covered by tile, wood, carpet, impermeable floor
coverings, or any moisture -sensitive equipment or products. ACI also notes that vapor retarders,
such as 6-mil visqueen, are typically used. A vapor retarder is defined as a material with a
permeance of less than 0.3 US perms per square foot (psf) per hour, as determined by ASTM E
96. It is possible that concrete admixtures may meet this specification, although the manufacturers
of the admixtures should be consulted. However, if no potential for vapor passage through the slab
is desired, a vapor barrier should be used. A vapor barrier, as defined by ACI, is a product with a
water transmission rate of 0.00 perms, per square foot per hour when tested in accordance with
ASTM E 96. Reinforced membranes having sealed overlaps can meet this requirement.
Additionally, ACI (Section 4.1.5) recommends that a minimum of 4 inches of compactable granular
fill, such as crushed rock, should be placed over the vapor retarder or barrier for protection. Sand
is not recommended by ACI for use as the protection layer.
GEOTECH CONSULTANTS, INC.
R&P Investment Co., LLC. clo CDA Architects JN 01248
August 20, 2001 Page 8
Isolation joints should be provided where the slabs intersect columns and walls. Control and
expansion joints should also be used to control cracking from expansion and contraction. Saw cuts
or preformed strip joints used to control shrinkage cracking should extend through the upper one-
fourth of the slab. The spacing of control or expansion joints depends on the slab shape and the
amount of steel placed in it. Reducing the water -to -cement ratio of the concrete and curing the
concrete, by preventing the evaporation of free water until cement hydration occurs, will also
reduce shrinkage cracking.
We recommend proof -rolling slab areas with a heavy truck or a large piece of construction
equipment prior to slab construction. Any soft ar6as encountered during proof -rolling should be
excavated and replaced with select, imported structural fill.
ROCKERIES
We anticipate that rockeries may be used in the site development. A rockery is not intended to
function as an engineered structure to resist lateral earth pressures, as a retaining wall would do.
The primary function of a rockery is to cover the exposed, excavated surface and thereby retard
the erosion process. We recommend limiting rockeries to a height of 8 feet and placing them
against only dense, competent, native soil.
The construction of rockeries is, to a large extent, an art not entirely controllable by engineering
methods and standards. It is imperative that rockeries, if used, are constructed with care and in a
proper manner by an experienced contractor with proven ability in rockery construction. The
rockeries should be constructed with hard, sound, durable rock in accordance with accepted local
practice. Soft rock, or rock with a significant number of fractures or inclusions, should not be used,
in order to limit the amount of maintenance and repair needed over time. Provisions for
maintenance, such as access to the rockery, should be considered in the design. In general, we
recommend that rockeries have a minimum dimension of one-third the height of the slope cut
above them. Tiered rockeries are not recommended, unless there is sufficient space to construct
upper tiers that do not exert lateral pressure on the lower tiers. The base of a tiered rockery's
upper wall should be set back from the rear of the lower rocks an amount equal to the height of the
lower tiers.
EXCA VA TIONS AND SLOPES
Excavation slopes should not exceed the limits specified in local, state, and national government
safety regulations. Temporary cuts to a depth of about 4 feet may be attempted vertically in
unsaturated soil, if there are no indications of slope instability. However, vertical cuts should not be
made near property boundaries, or existing utilities and structures. Based upon Washington
Administrative Code (WAC) 296, Part N, the soil at the subject site would generally be classified as
Type B. Therefore, temporary cut slopes greater than 4 feet in height cannot be excavated at an
inclination steeper than 1:1 (Horizontal:Vertical), extending continuously between the top and the
bottom of a cut. The very dense glacial till soils could be excavated more steeply, but based on
proposed excavation depths, these soils will not be encountered in the anticipated cut slopes.
The above-recom mended temporary slope inclination is based on what has been successful at
other sites with similar soil conditions. Temporary cuts are those that will remain unsupported for a
relatively short duration to allow for the construction of foundations, retaining walls, or utilities.
Temporary cut slopes should be protected with plastic sheeting during wet weather. The cut slopes
GEOTECH CONSULTANTS, INC.
R&P Investment Co., LLC. c/b CDA Architects JN 01248
August 20, 2001 Page 9
should also be backfilled or retained as soon as possible to reduce the potential for instability.
Please note that loose soil can cave suddenly and without warning. Excavation, foundation, and
utility contractors should be made especially aware of this potential danger.
All permanent cuts into native soil should be inclined no steeper than 2:1 (H:V).
DRAINAGE CONSIDERATIONS
Foundation drains should be installed at the base of all footings where the slab or floor is below the
outside grade. Drains should also be placed at the base of all earth -retaining walls. These drains
should be surrounded by at least 6 inches of 1-inch-minus, washed rock and then wrapped'in non-
woven, geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At its highest point, a
perforated pipe invert should be at least 6 inches below the bottom of a slab floor or the level of a
crawl space, and it should be sloped for drainage. All roof and surface water drains must be kept
separate from the foundation drain system. A typical drain detail is attached to this report as Plate
7. For the best long-term performance, perforated PVC pipe is recommended for all subsurface
drains.
Drainage inside the building's footprint should also be provided where an excavation encounters
significant seepage. In general, an outlet drain is recommended for all crawl spaces to prevent a
build up of any water that may bypass the footing drains. We can provide recommendations for
interior drains, should they become necessary, during excavation and foundation construction.
Groundwater was observed during our field work. If seepage is encountered in an excavation, it
should be drained from the site by directing it through drainage ditches, perforated pipe, or French
drains, or by pumping it from sumps interconnected by shallow connector trenches at the bottom of
the excavation.
The excavation and site should be graded so that surface water is directed off the site and away
from the tops of slopes. Water should not be allowed to stand in any area where foundations,
slabs, or pavements are to be constructed. Final site grading in areas adjacent to the buildings
should slope away at least 2 percent, except where the area is paved. Surface drains should be
provided where necessary to prevent ponding of water behind foundation or retaining walls.
PAVEMENTAREAS
The pavement section may be supported on competent, native soil or on structural fill placed above
competent native soils. Because the site soils are silty and moisture sensitive, we recommend that
the pavement subgrade be in a stable, non -yielding condition at the time of paving. Additional
granular structural fill or geotextile fabric may be needed to stabilize soft, wet, or unstable areas. To
evaluate pavement subgrade strength, we recommend that a proof -roll be completed with a loaded
dump truck immediately before paving. In most instances where unstable subgrade conditions are
encountered, an additional 12 inches of granular structural fill will stabilize the subgrade, except * for
very soft areas where additional fill could be required. The subgrade should be evaluated by
Geotech Consultants, Inc., after the site is stripped and cut to grade. Recommendations for the
compaction of structural fill beneath pavements are given in the section entitled GENERAL
EARTHWORK AND STRUCTURAL FILL. The performance of site pavements is directly related to
the strength and stability of the underlying subgrade.
GEOTECH CONSULTANTS, INC.
R&P Investment Co., LLC. c/o CDA Architects JN 01248
August 20, 2001 Page 10
The pavement for lightly loaded traffic and parking areas should consist of 2 inches of asphalt
concrete (AC) over 4 inches of crushed rock base (CRB) or 3 inches of asphalt -treated base (ATB).
We recommend providing heavily loaded areas with 3 inches of AC over 6 inches of CRB or 4
inches of ATB. Heavily loaded areas are typically main driveways, dumpster sites, or areas with
truck traffic.
Water from planter areas and other sources should not be allowed to infiltrate into the pavement
subgrade. The pavement section recommendations and guidelines presented in this report are
based on our experience in the area and on what has been successful in similar situations. We can
provide recommendations based on expected traffic loads and California Bearing Ration (CBR)
value tests, if requested. As with any pavements, some maintenance and repair of limited areas
can be expected as the pavement ages. To provide for a design without the need for any repair
would be uneconomical.
GENERAL EARTHWORK AND STRUCTURAL FILL
All building and pavement areas should be stripped of surface vegetation, topsoil, organic soil, and
other deleterious material. It is important that existing foundations be removed before site
development. The stripped or removed materials should not be mixed with any materials to be
used as structural fill, but they could be used in non-structural areas, such as landscape beds.
Structural fill is defined as any fill, including utility backfill, placed under, or close to, a building,
behind permanent retaining or foundation walls, or in other areas where th6 underlying soil needs
to support loads. All structural fill should be placed in horizontal lifts with a moisture content at, or
near, the optimum moisture content. The optimum moisture content is that moisture content that
results in the greatest compacted dry density. The moisture content of fill is very important and
must be closely controlled during the filling and compaction process. As discussed in the
GENERAL section, the reuse of the on -site soils as structural fill will be challenging in dry weather
and not possible in the wet season. This is due to the soils' silty nature and sensitivity to moisture.
The allowable thickness of the fill lift will depend on the material type selected, the compaction
equipment used, and the number of passes made to compact the lift. The loose lift thickness
should not exceed 12 inches. We recommend testing the fill as it is placed. If the fill is not
sufficiently compacted, it can be recompacted before another lift is placed. This eliminates the
need to remove the fill to achieve the required compaction. The following table presents
recommended relative compactions for structural fill:
Beneath footings, slabs 95%
or walkways I
Filled slopes and behind 90%
retainina walls I
1 95% for upper 12 inches of
Beneath pavements subgrade; 90% below that
level
Where: Minimum Relative Compaction is the ratio, expressed in
percentages, of the compacted dry density to the maximum dry
density, as determined in accordance with ASTM Test
Designation D 1557-91 (Modified Proctor).
GEOTECH CONSULTANTS, INC.
R&P Investment Co., LLC. c/o CDA Architects
August 20, 2001
Use of On -Site Soil
JN 01248
Page 11
The GENERAL section should be reviewed for considerations related to the reuse of on -site
soils.
If grading activities take place during wet weather, or when the silty, on -site soil is wet, site
preparation costs may be higher because of delays due to rain and the potential need to
import granular fill. The on -site soil is generally silty and therefore moisture sensitive.
Grading operations will be difficult during wet weather, or when the moisture content of this
soil exceeds the optimum moisture content.
Moisture -sensitive soil may also be susceptible to excessive softening and "pumping" from
construction equipment, or even foot traffic, when the moisture content is greater than the
optimum moisture content. It may be beneficial to protect subgrades with a layer of
imported sand or crushed rock to limit disturbance from traffic.
Structural fill that will be placed in wet weather should consist of a coarse, granular soil with a silt or
clay content of no more than 5 percent. The percentage of particles passing the No. 200 sieve
should be measured from that portion of soil passing the three -quarter -inch sieve.
LIMITATIONS
The analyses, conclusions, and recommendations contained in this report are based on site
conditions as they existed at the time of our exploration and assume that the soil and groundwater
conditions encountered in the test pits are representative of subsurface conditions on the site. If
the subsurface conditions encountered during construction are significantly different from those
observed in our explorations, we should be advised at once so that we can review these conditions
and reconsider our recommendations where necessary. Unanticipated soil conditions are
commonly encountered on construction sites and cannot be fully anticipated by merely taking soil
samples in test pits. Subsurface conditions can also vary between exploration locations. Such
unexpected conditions frequently require making additional expenditures to attain a properly
constructed project. It is recommended that the owner consider providing a contingency fund to
accommodate such potential extra costs and risks. This is a standard recommendation for all
projects.
This report has been prepared for the exclusive use of R&P Investment Co., LLC, CDA Architects,
and their representatives, for specific application to this project and site. Our recommendations
and conclusions are based on observed site materials, and engineering analyses. Our conclusions
and recommendations are professional opinions derived in accordance with current standards of
practice wit ' hin the scope of our services and within budget and time constraints. No warranty is
expressed or implied. The scope of our services does not include services related to construction
safety precautions, and our recommendations are not intended to direct the contractor's methods,
techniques, sequences, or procedures, except as specifically described in our report for
consideration in design.
ADDITIONAL SERVICES
GEOTECH CONSULTANTS, INC.
R&P Investment Co., LLC. c/o CDA Architects
August 20, 2001
JN 01248
Page 12
that subsurface conditions are consistent with those indicated by our exploration, to evaluate
whether earthwork and foundation construction activities comply with the general intent of the
recommendations presented in this report, and to provide suggestions for design changes in the
event subsurface conditions differ from those anticipated prior to the start of construction.
However, our work would not include the supervision or direction of the actual work of the
contractor and its employees or agents. Also, job and site safety, and dimensional measurements,
will be the responsibility of the contractor.
The scope of our work did not include an environmental assessment, but we can provide this
service, if requested.
The following plates are attached to complete this report:
Plate 1 Vicinity Map
Plate 2 Site Exploration Plan
Plates 3 - 6 Test Pit Logs
Plate 7 Typical Footing Drain
We appreciate the opportunity to be of service on this project. If you have any questions, or if we
may be of further service, please do not hesitate to contact us.
SES/JHS: esm
Respecffully submitted,
GEOTECH CONSULTANTS, INC.
Scott Stevens
Geotechnical Engineer
�-,S-VON S
WAS
A 5i
S6 q . 4
'Tivi!7110 "�' � 'A - OP/0
V
1EXPIRES 01-31- 0 7— James H. Strange, Jr. P.E.
Senior Geotechnical Engineer
GEOTECH CONSULTANTS, INC.
KINGSTON
v
GEOTECH
CONSULTANIS, INC.
VICINITY MAP
236xx - 84th Avenue West
Edmonds, Washington
Job IVO. Date.. Scale. Rate.
01248 Aug 2001 Not to Scale
BLDG
998"\
BLM,13—
am
M
w
'n
z
w
F-
V
00
236TH STREET SOUTHWEST 1000,
i
TP-8t.
TP-71
r4
994'
"TP-1
N
EXISTING BUILDING
LEGEND
ErAPPROXIMATE TEST PIT LOCATIONS
238TH STREET SOUTHWEST
GEOTECH
CONSUILTAN-M INC.
SITE EXPLORATION PLAN
236xx - 84th Avenue West
Edmonds, Washington
Job Mo. Seale. plate. 27
01248 Dateg. 2001 1 Not to Scale I
TEST PIT 1
O�
11
4�0 CP Description
L I I I Brown organic FILL, loose
Brownish gray silty SAND, fine grained, moist, loose
5 11;�111!1! -becomes gray silty SAND w/trace gravel, fine to medium -grained, moist, medium
sm
dense
-becomes glacially consolidated, dense glacial till
ij
10-
15L * Test Pit was terminated at 9 feet on July 31, 2001..
• Groundwater seepage was observed at 7 feet during excavation.
• No caving was observed during excavation.
5
10
15
1'�
TEST PIT 2
'.' 0 e, 0; "'g,
cll�
1� 0, ';�� Description
Black organic topsoil, moist, loose
Brownish gray silty SAND, fine-grained, moist, loose
Gray silty SAND with gravel, fine to medium -grained, moist, medium -dense
-becomes dense (glacial till)
• Test Pit was terminated at 10 feet on July 30, 2001.
• No groundwater seepage was observed during excavation.
• No caving was observed during excavation.
GEOTECH
CONSULTANTS, INC.
TEST PIT LOG
236XX - 84th Avenue West
Edmonds, Washington
Job No: Date: Logged by: Plate:
01248 July 2001 1 SES 1 3
TEST PIT 3
5
10
15
0 C,
4�'O ')CP
e,
Description
Brownish gray silty SAND, fine-grained, moist, loose
-becomes gray silty SAND w/gravel, fine to medium -grained, medium -dense
• Test Pit was terminated at 5 feet on July 31, 2001.
• No groundwater seepage was observed during excavation.
• No caving was observed during excavation.
TEST PIT 4
Description
Topj lopso
Brownish gray silty SAND, fine-grained, moist, loose
I _T 1111 SM with trace gravel, medium -dense
6 �_ I
10
15
-becomes fine to medium -grained, wet
-becomes gray gravelly silty SAND, dense (glacial til
• Test Pit was terminated at 9 feet on July 31, 2001.
• No groundwater seepage was observed at 5 feet during excavation.
• No caving was observed during excavation.
GEOTECH
CONSULTANTS, INC.
TEST PIT LOG
236XX - 84th Avenue West
Edmonds, Washington
Job No: Date: Logged by: Plate:
01248 July 2001 SES 1 4
10
TEST PIT 5
CP Description
Brown/ black organic silty SAND/ sandy silt FILL, moist, loose
old tree found
Brownish gray, silty SAND, fine-grained, moist, medium -dense
-becomes gray, gravelly, silty, sandy, fine -to medium -grained, moist, dense
(glacial till)
15 r Test Pit was terminated at 12 feet on July 31, 2001.
No groundwater seepage was observed during excavation.
No caving was observed during excavation.
5
10
15
TEST PIT 6
Description
FILL Black wl concrete FILL.
� I
Brownish gray, silty SAND, fine-grained, moist, loose.
s -becomes gray, gravelly, silty, sandy, fine -to medium -grained, moist, dense
'glacial till,
SAND, dense, very moist
• Test Pit was terminated at 8 feet on July 31, 2001.
• No groundwater seepage was observed during excavation.
• No caving was observed during excavation.
• STRONG petroleum odor from Vto 8'.
• Discoloration in soil from Vto 8'.
GEOTECH
CONSULTANTS, INC.
I TEST PIT LOG
236XX - 84th Avenue West
Edmonds, Washington
Job No: Date: Logged by. Plate:
01248 July 2001 SES
TEST PIT 7
CP
FILL
FILLI Concrete rubble
Description
5 R! Brownish gray, silty SAND, fine-grained, moist, loose
-becomes fine -to medium -grained; with trace gravel, medium -dense
li -becomes glacially consolidated, dense (glacial till)
10
16r Test Pit was terminated at 10 feet on July 31, 2001.
No groundwater seepage was observed during excavation.
No caving was observed during excavation.
e, �G'�
In e
0
CP
TEST PIT 8
Description
S0111 I opsoll
Brownish gray, silty SAND, fine-grained, moist, loose
becomes fine -to medium -grained with trace gravel, medium -dense
sm �
I -becomes glacially consolidated (glacial till)
5 L_ 111
10
15
• Test Pit was terminated at 6 feet on July 31, 2001.
• No groundwater seepage was observed during excavation.
• No caving was observed during excavation.
GEOTECH
CONSULTANTS, INC.
TEST PIT LOG
236XX - 84th Avenue West
Edmonds, Washington
Job No: Date: Logged by. Plate:
01248 July 2001 1 SES 1 6
Slope backfill away from
foundation. Provide surface
drains where necessary.
6" min.
Tightline Roof Drain
(Do not connect to footing drain)
Backfill
(See text for
requirements)
Vapor Retarder
or Barrier
Nonwoven Geotextile
Filter Fabric
..............
......... SLAB
...........
...........
...............
0 0 0 ................
0 �0 0�0�p� ......
C) o
--- Free -Draining Gravel
4" Perforated Hard PVC Pipe (if appropriate)
(Invert at least 6 inches below
slab or crawl space. Slope to
drain to appropriate ouffall.
Place holes downward.)
NOTES:
(1) In crawl spaces, provide an outlet drain to prevent buildup of water that
bypasses the perimeter footing drains.
(2) Refer to report text for additional drainage and waterproofing considerations.
GEOTECH
CONSULTANTS, INC-
FOOTING DRAIN DETAIL
236xx - 84th Avenue West
Edmonds, Washington
Job NO.
0 124 8 Dateg 2 0 01 1 SNcaolteto S ca I e I plate' 7
ad
ty
r
Liz& ERMIT EXPIF . 4ES
f USE PERMIT
EDMONDS ZON NUIS i � 4 %
E Nw
S'.ITE/APT#
CONSTRUPTI" &6T APPLICATION =D RgV Z�t
OWNER NAME/NAME OF.JV�SlNESS
2M& N . I A PLAT NAME/SUBDIVISI ON NO. LOT NO. LID NO. OJWW
ir MAILING ADDRESS LID FEE $
:W fi TESCIP Apprme
PUBLIC RIGHT OF WAY PER OFFICIAL ST EET MAP Rw Permit Requdr d 0
Z street use Pormit'RI'd t�OK
EXISTING Inspection Re uired
ZIP PROPOSED 4
TELEPHONE sidewalk Required *1
REQUIRED DEDICATION FT Und'arground
g
Y�R EOUIREP
NO 0 3
10�2
'S
NAME L-T H 4k METER SIZE LINE SIZIf r NO. OF FIXTURES
-7-- i z
DDRESS 5541 REMARKS Le
OWNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROUORAINAGE
.M
CITY a, ZIP TELEPHONE
,5L1xM'U-1 �OLS, (Dowsai N),n,*+W*
NAME
C/6 4,
ED1~49
ENGINEERING 41S-
y CC ADDRESS
) 1&9
lb" 7,'
JTEL`EPHONE REVIEWED BY DATE Lu
CITY zip ;, CC
z 7_
0
%
. 9F d6_9- VARIANCE OR CU SHORELINE INSPECTION BOND
8TATt LICENSE NUMBER'' EXPI19ATION DATE CI�AKED BY REO'D POSTED
ES C) NO
14IS14 mez SEPA REVIEW SIGN AREA HEIGHT
_j LL,
., PROPERTY TAX AC bpNT PARCEL NO. COMPLETE EXEMPT ALLOWED PROPOSED FALLOWED PROPOSED
LU
EXP Kt5
LOT COVERAGE REQUIRED SETBACKS (FT.) PROPOSED SETBACKS (FT.)
NEW RESIDENTIAL
PLUMBING / MEC-H%i,. ALLOWED PROPOSED FRONT SIDE REAR FRONT L/RSIDE REAR
COMPLIANCE OR -4 .- -
z
E] AUDITION r. E] COMMERCIAL 10 15 /L5 Va z
CHANGE OF USE
PARKING LOT AREA PLANNI 0 TE
7 � �/ !WEVIEWED BY
REMODEL APARTMENT F-1 SIGN RgP'D' PROVIDED -M
CYDS FENZC if X .
REPAIR &tJ
DEMOLISH TAJWRL-__� o OTHER
fe- J;ct4t)
GARAGE AETAINING WALL
.0 CARPORT RENEWAL
ROCKERY h
P '-'�LTYPE OF USEB SINESS 6R.AbTIVITY) EXPLAIN:
D Y
C ECKE B CQNSTRUCTION CODrif. - OCQVPANT
Lk (;7r A ljv, '�4z! kv] . 4�17 'GROUP
NUMBER-TUO -f- 4NWUMBLE'R OF RITICAL yof
D EL N. I?
A
OF �C REAS SPECIAL INSPE&OR AREA OCCUPANT
STORIES UZ)" UNITS NUMBER REQUIRED YES go LOAD
DESCRIBE WORK TO. BE DONE I n(o
REMARKS
PROGRESS INSPECTIONS PER ILIBC 108/FINAL INSPECTION RE
CC "cr L JAI IT'W _j
key I�PA_ M
mr.1 - I ,
-M-C, ATIL �1 LT-t- wo kl-
501'1 '11� 11*165 k,
1��m,47 J I ti_2i
VALUATION FEE'
9� PLAN CHECK FEE
HEAT SOURCE GLAZING %
t (, "T L
C BpILDINIG
-,2,(74 " '
PLAN CHECK bjO; �StEFDA PLUMBING
�21 31!;20
THIS PERMIT AUTHORIZES ON ;,THIS PERMIT COVEA�VORK TO
t: BE DONE ON PRIVATE PROPERTY ONLY. A 'N q
%Y,,Cj& SZ,,CTION 014 THE PUBLIC
S 1
2 DOMAIN (CURBS, SIDEWALKS, DRIVEWA Sid' d S, ETC.) WILL REQUIRE GRADING/FILL _741
:1 SEPARATE PERMISSION. ---
StATE SURCHARGE .15'
PERMIT APPLICATION: 180 DAYS
Lu
PERMIT 6MIT: I YEAR - PROVIDED WORK!IS STARTED WITHIN 180 DAYS ENG. REVIEW FEES
SEE BACK OF PINK PERMIT FOR MORE INFORMATION
*APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS ENG. INSPECTION FEE
W I
., N INTEREST, AGREES TO INDEMNIFY. DEFEND AND HOLD HARMLESS THE CITY OF LANDSCAPING
2 EDMONDS, WASHINGTON, ITS OFFICIALS. EMPLOYEES. AND AGENTS FROM A�YIAND INSPECTION FEE
ALLCLAIMSF R DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY
x FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL N& BE RECE
0 D PLAN CHECK DEPOSIT
A EEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE 7c;r/477 416W
0 NOR LIMIT IN ANY WAYTHE CITY'S ABILITY TO ENFORCE ANY ORDINANCE PROVISION.-
x �; _ _t�� � .,
TOTAL AMOUNT DUE. / !z j vi
C� T5-.
I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION
GIVEN IS CORRECT:AND THAT I AM THE OWNER. OR THE DULY AUTHORIZED AGENT OF APPLICATION APPROVAL
THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC- This application is not a permit until signed by the
TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED CALL Building Official or his/her Deputy: � n-d Fees are paid. and
IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION receipt is acknowledged in space provided.
WORKMEN'S COMPENSATION�ANCE'AND RCW 18-27.
OF IALS AT DATE
NATURE (OWNE DATEtIGNED (425) 'PIG
771-0220
LE: R1rL ASED BY IfATE
ATTENTI ON I EXT 1333
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL 771-0221
A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI-
CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 1Q9 ORIGINAL - FILE YF- n - *INSPE�TOR x
FAX PINK - OWNER - GOLD - ASSESSOR
5/98
MMIVTE -RECEIYSED)
PERMIT EXPIRES
USE PERMIT
ITY OF EDMONDS 111E NUMBERcWX
CONSTRUCTION PERMIT APPLICATION 'qOB SUITE/APT#
ADDR�V.
/9
I 01�LNER NAME/NAMWF BUSINESS
I Lqj
MAILING ADDRES
ZI 0147" kqt ','_-xAme
ZIP TELEPHONE
syc_ Kn-Lv n ?-I I ".� � .,1. 1660
JCIT4-i
ADDRESS :5,541 Zj
r, 6. ? r,-T M I
ISL.
NAME
ADDRESS
CITY
5,et�;W_7204:5
STATE LICENSE NUMBER
A�-C
PLAT NAME/tUBDIVI SION NQ.
LOT NO.
LIDNO�Owsv
LID FEE $
PUBLIC RIGH * T OF WAY PER OFFICIAL STREET MAP
TESCID Aporoved
RW Permit Required.
1A
Street Use Pemk Req'd
EXISTING SED
PROPO
action Required
Sidewalk Required
REQUIRED DEDICATION FT
Underground
WUft required
METER SIZE
LINE SIZE I
NO. OF FIXTURES
PRV REQUIRED
REMARKS
115Z� WNERICONTRACTOR RESPONSIBLE FOR
ZIP TELEPHONE
ZIP
25V - 55'�)
4
EXPIRATION DATE I CHECI(ED BY
PROPERTY TAX ACCOUNT PARCEL NO
5
NEW RESIDENTIAL PLUMBING MECH
C ADDITION 0 COMMERCIAL COMPLIANCE OR
CHANGE OF USE
0 REMODEL APARTMENT C] SIGN
GRADING CYDS c3 FENCE X
0 REPAIR FT:
DEMOLISH 0 TANK OTHER
0 GARAGE RETAINING WALL
CARPORT ROCKEDY 0 RENEWAL
E
0. g OF USE, BUSINESS OR ACTIVITY) rPLAIN:
E —
L) I.. H LAi,-n - AHJLV
M NUMBEFr�14D t NUMBER OF 1FCRITICALWr-fr -4—mr-e
a OF DWELLING AREAS �_Oe 1�
M0 STORIES UNITS 'NUMBER
,�044�
DESCRIBE WORK TO BE DONE
ENGINEERING
YES)( NO 13
z
DRAINAGE.
FIRE REVIEWED BY DATE
0
VARIANCE OR CU
SHORELINE OF�A!Rq"
INSPECTION
I*J�
/REO'D
PBOND
0 D
Wlny
&YES 0 NO
SEPA REVIEW
SIGN AREA
HEIGHT
COMPLETE EXEMPT
ALLOWED I PROPOSED
ALLQWED PROPOSED
EXP �<l
t5,t5 I Z!5-,r5-
LOT COVERAGE
REQUIRED SETBACKS (FT.)
PROPOSED SETBACKS (FT.)
ALLOWED PROPOSED
45- to
FRONT SIDE REAR
NT L/A A
15 /0
z
z
PARKING
LOT AREA
PLANNING REVIE'A Ed'BY D#TE
REQ'D PYRV 0 ED
V
1b116U61`b_Do4'_ /.,-1 6 z,
FV111- PDft 13L-D(, A f-v IL
f- I'D 0 4.4. t-Pr
WECKEDBY ITYFIL TION I CO :)CCUPANT
ONSTRUgi
4Af
up
2 17 OGRO
SPECIAL INVCTOR AREA OCCUPANT
S LOAD
'9 1
YREQUIRED YES Vt
I 0(1�1 . 1 51
REMARKS
PROGRESS INSPECTIONS PER UBC 10111FINAL INSPECTION
"CT > L 1% C
�kn2caft
�6c_i-ATL-o lk)oaw, 1<1 //
0 R" MUIR LP I WF M.-
HEAT SOUR!�:tf *%I�L < fr5LOPE%
J5 LC 0170
PLAN CH? 0- VESTED DATE
7-C * &" .
THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO
BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC
DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE
D SEPARATE PERMISSION.
PERMIT APPLICATION; 180 DAYS
a. PERMIT LIMIT- I YEAR - PROVIDED gORK IS STARTED WITHIN 180 DAYS
SEE BACK OF PINK PERM FOR MORE INFORMATION
'APPLICANT. ON BEHALF OF HIS OR HER SPOUSE. HEIRS, ASSIGNS AND SUCCESORS
IN INTEREST, AGREES TO INDEMNIFY. DEFEND AND HOLD HARMLESS THE CITY OF
2 EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND
ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY
X, FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE
0
i DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE
0 NOR LIMIT IN ANY WAY THE CITY'S ABILITY TO ENFORCE ANY ORDINANCE PROVISION."
I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION
GIVEN IS CORRECT, AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF
THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC-
TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED
IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO
WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27.
S IS;; i &RE (OWNER DATE 7GNED
e? 101
ATTENTION
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL
A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI-
CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109
5/98
VALUATION
PLAN CHECK FEE
BUILDING
PLUMBING
MECHANICAL
GRADIN C&"!5—/ -
r
STATE SURCHARGE
ENG. REVIEW FEES
ENG. INSPECTION FEE
LANDSCAPING
PLAN CHECK DEPOSIT
TOTAL AMOUNT DUE I RECMAa)67 1 -7 :�IAI -=.!S-
APPLICATION APPROVAL
CALL
This application is not a permit until signed by the
FOR INSPECTION
Building Official or his/her Deputy: and Foes are paid. and
receipI is acknowledged in space provided.
(425)
AL
070�14A&T DATE
U 4��
A��
771-0220
f4ELFA'SE D_ BY DATE
EXT 1333
ri
771-0221
FAX
ORIGINAL -FILE YELLOW/INSPEQ�OR
PINK -OWNER GOLD -ASSESSOR
ATE RECEIVED
c CITY OF EDMONDS
CONSTRUCTION PERMIT APPLICATION
I OWREB NAME/NAME OF BUSINESS
W MAIL NG ADDRESS
Lu I
z
2to I
Gay
,5L- Mu
NST4t
ADDRESS
t6 556
_X, A-TLV
L
NAME
ESS
v
zip, TELEPHONE
'd I z 2 ao .� -I Coe)
Aa
1-75M
ZIP TELEPHONE
"J'n- 155 1 2a . 9
CITY - / zip
-d:Z!J`/4&GE QCIAV
STATE LICENSE NUMBER EXPIRATION DATE I CHECKED BY
PROPERTY TAX ACCOUNT PARCEL NO.
-Cf//7
NEW
RESIDENTIAL
PLUMBING / MECH
C] ADDITION
COMMERCIAL
COMPLIANCE OR
CHANGE OF USE
REMODEL
APARTMENT
0
SIGN
REPAIR
GRADING CYDS
FENCE X
( _ FT)
0 DEMOLISH
0 TANK
OTHER
oGARAGE
CARPORT
HETAINING WALL
I , , i ROCKERY
0 RENEWAL
(�KE OF USE, BUSINESS OR ACTIVITY) EXPLAIN:
I ±
("n P-A H
I
,
NUMBER Wv44C.#-tr7A—YMBER
OF
6�6
C R 11 T I CA L AtV a
USE
ZONE
PERMIT EXPIRES
PERMIT A A
SUITE/APT#
oo,
ADDRESS 44
PLAT NAME/SUBDIVI SION NO.
LOT NO.
LID NO: aj ;
(45 i
LID FEE $
PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP
TESCP 4proved
RW Pernift =ad
Street Vve Roq*d'
EXISTING - PROPOSED
InWection Required
Sidewalk Required
REQUIRED DEDICATION- FT
underground
Wift required
METER SIZE
I LINE SIZE
I NO. OF'FIXTURES
P V - EQUIRED
onREMARKS
OWNER/CONTRACTOR RESPONSIBLE FOR EROSION C(
ENGINEERING
YES
OK NO 0
z
DRAINAGE
0
z
W
FIRE REVIEWED BY DATE
cy- —(3 7 X
V-1—NICE OR CU SHORELINE 0,7498 INSPECTION I BOND
REO'D P9
ES b NO VO
Xy
SEPA REVIEW SION AREA HEIGHT
COMPLETE I EXEMPT ALLOWED PROPOSED ALLOWED , PROPOSEI?
EXP
LOT COVERAGE REQUIRED SETBACKS (FT) PROPOSED SETBACKS (FT.)
ALLOWED PROPOSED FRONT SIDE REAR FRONT R SIDE REAR
45' lo 15' /0 . 15" 1
z
PARKING LOT AREA PLANNING REVIEWED BY ' DATE
,F&9'D PROIfIDED I
16 1 T6 17 7 K I �, -Emwa- d i An, t
504T) AM 00 04'r
BY jTyt"F,CONSTRUCj�ON I C 09 ra L — 10 = Molt T
0 F DWELLING AREAS SPE TOR AREA
STORIES fiIA1 U NUMBER Z, RE UIRED YES -
DESCRIBE WORK TO BE D ONE 1
RPEMA.FRIKS
.0 4
PROGRESS INSPECTIONS PER UBC 108/FINAL I
A`54S6;r_I ATL- A, 45 t r(5'
=3-
GLAZING % §�OPE
Z. . 4; <, If 76
VALUATION
PLAN CHECK FEE
BUILDING
-7
PLAN CHECV, NO:
� ,,> /)
VESTED DATE
PLUMBING
4,dp —
70-
4"(7 t
MECHANICAL
THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO
t:
BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC
2
DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE
GRADING/F
1051-1
:3
SEPARATE PERMISSION.
STATE SURCHARGE
Uj
PERMIT APPLICATION: 180 DAYS
PERMIT LIMIT: I YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS
ENG. REVIEW FEES
SEE BACK OF PINK PERMIT FOR MORE INFORMATION
'APPLICANT, ON BEHALF OF HIS OR HER SPOUSE. HEIRS, ASSIGNS AND SUCCESORS
ENG. INSPECTION FEE
Lu
IN INTEREST, AGREES TO INDEMNIFY. DEFEND AND HOLD HARMLESS THE CITY OF
_j
2
Ma
EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM MINT ANU
ANDSCAPING
:NSPECTION FEE
ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY
x
FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE
PLAN CHECK DEPOSIT
RECE7F
DEEMEDTO MODIFY, WAIVE OR REDUCE ANY REQUIREMENTOF ANYCITY ORDINANCE
0
NOR LIMIT IN ANY WAYTHE CITY'SABILITY TO ENFORCE ANY ORDINANCE PROVISION.'
TOTAL AMOUNT DUE
-Pzl'7 540
I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION: THAT THE INFORMATION
GIVEN IS CORRECT. AND THAT I AM THE OWNER, OR THE- DULY AUTHORIZED AGENT OF
APPLICATION APPROVAL
THEOWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC-
CALL
This application is not a permit until signed by the
TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED
Building Official or his/her Deputy: and Fees are paid. and
IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO
FOR INSPECTION
receipt is acknowledged in space provided.
WORKMEN'S COMPENSATION.INSURANCE AND RCW 18.27.
IGAVLZRIE (OWNE
DATE GNIED 1
(425)
OF kL ATU R DATE
771-0220
4AEASED BY /DATE
ATTENTION
EXT 1-333
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL
771-0221
V_�944� -
�2w
A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI_
- -
CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109
FAX
ORIGINAL-FILF YFII(4-INSP OR
PINK
5/98
-OWNER GOLD -ASSESSOR
1,41 /jj�j'
RECEIVED
PERMIT EXPIRES
CITY OF EDMONDS
tCONSTRUCTION
tI
US E
ZON PERMIT
NUMBERC2M
PERMIT APPLICATION
JOB T#
ADDRESS, 01 SLITE/A -
A 7 gv�� zv,7
OWNER NAME/NAME OF BUSINESS
-�)IA#,j TI'JIA
PLAT NAME/tUBI)IVI SION NO.
LOT NO.
LID NO. CV (4
w
M
z
3:
0
MAILING ADDRESS
V rru, Z,,�>o
PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP
EXISTING — PROPOSED
REQUIRED DEDICATION— FT
'TE6CP AFOroved 0
RW Pennit Required
Street Vae Permit Req'd
Inspectle, Required
SidewalknRequIred
Underground
Wiring required
CITY ZIP
"'�Li AT -a I I
TELEPHONE
I
I Z041� i, 16-j6
NAMME.
�H� HALF
METER SIZE
LINE SIZE
I NO. OF FIXTURES
-22
PRV REQUIRED
YESON NO 0
E
2
ADDRESS
n5z-1 �Atu �xc- (- "
�
REMARKS
OWNER/CONTRACTOR RESPONSIBLE FOR EROSION CQNTRQUDRAINAGE
CITY ZIP
TELEPHONE
NAME
7,3
MA77A
M
2
4
CC
ENGINEERING REVIWED/DATE
--
ADDRESS
zgz�z A�z--k 412"
FIRE REVIEWED BY DATE
�s
I`-
z
0
CITY ZIP
TELEPHONE
STATE LICENSE NUMBER EXPIRATION DATE
Cf:WCKED BY
VARIANCE OR CU
SHORELINE 0 ADB
INSPECTION
REO'D
0 NO
BOND
SEPA REVIEW
COMPLETE I EXEMPT
EXP PC
SIGN AREA
ALLOWED PROPOSED]
.136ES
HEIGHT
ALLOWED PROPOSED
4
Lu0
44
PROPERTY TAX ACCOUNT PARCEL NO.
CI -Ck015
ISM 60 1 1.1's 0 -(Doi - 6a 0,50 7,
NEW C] RESIDENTIAL PLUMBING I MECH
0 ADDITION COMMERCIAL o COMPLIANCE OR
CHANGE OF USE
F1 REMODEL L APARTMENT C3 SIGN
REPAIR GRADING o FENCE
CYDS X FT)
LOT COVERAGE
ALLOWED PROPOSED
REOUI RED SETBACKS (FT.)
FRONT SIDE REAR
I
15- /D 1.5
PROPOSED SETBACKS (FT.)
FRONT LIRSIDE REAR
10f NA
z
z
PARKING ED
LOT AREA
Ire
PLANNING Rpvi;:WF:n By DAT
//7 /0Z,
REMARKS
P
DEMOLISH C3 TANK C3 OTHER
GARAGE RETAINING WALL RENEWAL
CARPORT ROCKERY
-r6lmr- foxc &,DI,
(LE OF USE. BUSINESS OR ACTIVITY) PLAI
AIQ
KEDBY
ITYP OFCONSTRU�ON
COQL
=C
GFIOPPANT
UP
�e
g,
o
NUMBERTttcrt NUMBER OF CRITICAL
OF DWELLING AREAS
UNITS NUMBE t� 71
STORIESN5L If R IV,
SPECIAL INS, P;CTOR JAREA
REQUIRED & YES
n—
OCCUPANT
LOAD ' 9!�*
DESCRIBE WORK TO BE DONE
REMARKS
PROGRESS INSPECTIONS PER UBC 108/FINAL INSPE CTION REG'D
R6
L'�, W JAYflw 4V
'S
M2 IAV� �Vr
1
-z-45-
-e,711911161
VALUATION
FEE
i,q�
PLAN CHE'CK FEE
6-j/Z
f6P7
HqAT SOURCE GLAZING 9% L aIOPE %
LLC—
BUILDING
ZA14
'7
70L
PLAN CHECK NV: VESTED DATE
PLUMBING
THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO
MECHANICAL
BE'DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC
DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE
GRADINGIFW5L
71�7 0
SEPARATE'PERMISSION.
STATE SURCHARGE
W PERMIT APPLICATION: 180 DAYS
PERMIT LIMIT. I YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS
ENG. REVIEW FEES
SEE BACK OF PINK PERMIT FOR MORE INFORMATION
'APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS
ENG. INSPECTION FEE
IN INTEREST. AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF
LANDSCAPING
2 EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND
cc
INSPECTION FEE
4 ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY
FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE
DEEMED To MODIFY, WAIVE OR REDUCE ANY REQUIREMENTOF ANYCITY ORDINANCE
PLAN CHECK DEPOSIT
RECEIPT
NOR LIMIT IN ANY WAYTHE
CITY'S ABILITY TO ENFORCE ANYORDINANCE PROVISION.'
TOTAL AMOUNT DUE
I HEREBY ACKNOWLEDGE THAT � HAVE READ THIS APPLICATION; THAT THE INFORMATION
GIVEN IS CORRECT. AND THAT AM THE OWNER. OR THE DULY AUTHORIZED AGENT OF
4
APPLICATION APPROVAL
THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC-
CALL
This application is not a permit until signed by the
TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED
u
B ilding Official or his/her Deputy: and Fees are paid. and
IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO
recei
FOR INSPECTION_ acknowledged in space provided.
WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27.
Slil:[�MRE (OWN ENT DATE IGNED
(425)
0 TURY) DATE
4� Z4 61
771-0220
/R
ED B
EAA S' 454TE
A17ENTION
EXT 1333
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL
771-0221
A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI-
CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109
FAX
ORIGINAL - FI LE YEl1r%1A1tjN�oc,4
PINK-OWNER
5/98
GOLD -ASSESSOR
&_ 4
CITY OF EDMONDS
CONSTRUCTION PERMIT APPLICATION
OWNER NAMEINME OF BUSINESS
t6�
MAILING ADDRESS
CITY ZIP ATELEPHONE
NAME
ADDRESS
CITY ZIP TELEPHONi
NAME
CITY ZIP I TELEPHONE
STATE LICENSE NUMBER EXPIRATION DATE I
TAX ACCOUNT
0 NEW
0 RESIDENTIAL
0
PLUMBING / MECH
0 ADDITION
COMMERCIAL
x
0
COMPLIANCE OR
CHANG E OF USE
0 REMODEL
0 APARTMENT
0
SIGN
0 REPAIR
0 GRADING
FENCE
CYOS
x
0 DEMOLISH
0 TANK
/101
OTHER
oGARAGE
0 RETAINING WALL
0
CARPORT
ROCKERY
RENEWAL
ITYPE OF USE. BUIDIESS OR ACTIVITY).,EXPLAIN:
NUMBER
NUMBER OF
OITICAL
OF
DWELLING
AREAS
STORIES
UNITS
NUMBEQLOQ�
DESCRIBE WORK TO BE DONE
-4 el
PERMIT EXPIRES
ym I
USE
ZONE PERMIT
NIIJIMBER4q,��g -&4410�
JOB
ADDRESS SUTIVAPT#
xs�&q/ Z�6 !��
PLAT NAMEISUBDIVISION NO. LOT NO. LIO NO.
I LID FEE 111
PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP TESCP APPrand
RW Pwffjk Roquhw
S"M Us Pwmk Rprrd
EXISTING - PROPOSED Vapection Required
SkW*a& ReWhO
REQUIRED DEDICATION- FT U
I wma MUM
METER SIZE I LINE SIZE. I NO. OF FIXTURES I PRV REQUIRED
YESD No 13 ze
REMARKS I
OWNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROL/DRAINAGE
rex"46- 7D lrgwAfl:j�'Al ,*j L.11V6_
ENGINEERING
FIRE REVIEWED BY
DATE
By
VARIANCE OR CU
SHORELINE OR ADS#
INSPECTION
BOND
7-1
REO'D
IC] YES &UO
POSTED
I
SEPA REVIEW
SIGN AREA
HEIGHT
com XEMPT
ALLOWED PROPOSED
ALLOWED PROPOSED
EXP�
1.
LOT COVERAGE
REQUIRED SETBACKS (Fr.)
PROPOSED SET13ACKS (Fr.)
ALLOWED PROPOSED
FRONT SIDE REAR
FRONT URSIDE REAR
z
PARKING
L AREA
I PI;ANNING REVIEWED BY PAT
I
R EOD I PROVIDED
IL
�
_t=
—
'a
K�'r1__)L1L.L,0C44 1_1� lon
FT) I REMARKS
CHECKED BY I TYP OF CONSTRUCTION CODE OCCUPANT . .
A 1 GROUP 4j
9&
SPECIAL INSPECTOR JAREA OCCUPANT
REQUIRED 0 Y ES LOAD
REMARKS
PROGRESS INSPECTIONS PER USC 108/FINAL INSPECTION RECVD
VALLIATION $
FEE
FEE
Plan Check
HEAT SOURCE GLAZING% LOT SLOPE %
Building
PLAN CHECK��/ VESTED DATE
Plumbing
Mechanical
THIS PIE 0 , OMY THE WORK NOTED. THIS PERMIT COVERS WORK TO
It BE DOME ON PRIVATE PROPERTY ONLX ANY CONSTRUCTION ON THE PUBLIC
23 DOMAIN (CURBS. SIDEWALKS, DRWEWAVS, MARQUEES, E-rc.) WILL REQUIRE
Grading
Recording Fee
SEPARATE PERMISSION.
PERMITAPPLICATION:
Engr. Review
City Surcharge
ISO DAYS
IL P . ERMIT UMFP I YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS
Engr. Inspection
State . Surcharge
SEE BACK OF PINK PERMIT FOR MORE INFORMATION
;APPU T, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS
Traffic Mitigation
Plan Chk Deposit
N INT=EST. AGREES TO INDEMNIFY. DEFEND AND HOLD HARMLESS THE CITY OF
EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND
Fire Review
Receipt III
ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY
FROM THE ISSUANCE�OF THIS PERiArr. ISSUANCE OF THIS PERMIT SHALL NOT BE
DEEMED TO MODIFY, WAIVE, OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE
Fire Inspection
Total Amount Due
NOR LIMIT IN ANY WAY THE CITY'S ABILITY TO ENFORCE ANY ORDINANCE PROVISION.'
Landscapelnsp.,
Receipt #
I HERE.By ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMAI ON
GIVEN IS CORRECII AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF
APPLICATION, APPROVAL
THE OWNER. I AGREE,TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC-.
TION; AND IN DOING THE WORK AUTHORIZED THEREBY. NO PERSON WILL BE EMPLOYED
CALL
This application Is not a permit until signed b y the
IN VIOLATION OF THE LA136R CODE OF THE STATE OF WASHINGTON RELATING TO
FOR INSPECTION
Suldin Official or Wffier Deputy: and roes are paid, and
Is acknowledged In space provided.
WORKMEWS, COMPENSATION I RANCE AND RCW 18.27.
SIGNATUR (OWNER 0 GENT) ODATE SIGN �D
.35)
(42
OF UR DATE
771-0220
-RELEASED
ArrtNTION
EXT 1333
BY DOE
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL
A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI-
771-0221
CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109
FM
ORIGINAL - FILE F, OjAf RPIECAR
10/01
PINK - OWNER - GOLD - ASSESSOR
Owa.i"`
==.
PERMIT E)(PIRES
CITY OF EDMONDS
USE
111E PERMIT
M NUMBER
CONSTRUCTION PERMIT APPLICATION
JOB
ADDRESS,�,o
601
OWNER NAMEMAME OF 6
PLAT NAMEISUBDIVISION NO.
LOT NO.
LID NO.
MAILING ADDRESS
LID FEE$
PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP
TES� A%w�
kv
RW Penns RaWifect
CITY ZIP
I
TELEPHONE
EXISTING — PROPOSED
Street Use Peffnit R*Wd
Wapection RaqWM
REQUIRED DEDICATION— FT
Sidewalk Required
Underamyrid
VAMO raQWrod
NAME
METER SIZE
LINE SIZE
NO. OF FIXTURES
PRV REQUIRED
75 C T H HALC
NO
ADDRESS
REMARKS
U
OWNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROL/DRAINAGE
CITY ZIP
TELEPHONE
NAME
ENGINEE ING REVIEWED/DATE
ADDRESS
FIRE REVIEWED BY DATE
-
11
If
CITY ZIP x�
TG&P NE /,. ' I
—2
f - I - TeX
z,
VARIANCE OR CU
SHORELINE OR ADS#
:INSPECTION
BONP
STATE UdENSE NUMBER EXPIRAT19N DATE
CHECKED BY
�. REO'D
POSTED
E3 YES E3 NO
SEPA REVIEW
SIGN AREA
HEIGHT
PRPPERTY TAX ACCOUNT PARCEL NO.
COMPLETE EXEMPT
ALLOWED PROPOSED
ALLOWED PROPOSED
-o C41 -'C'ro k -0 1 Z
,
,
,
EXP
0 NEW
RESIDENTIAL
0 PLUMBING / MECH
LOT COVERAGE
ALLOWED PROPOSED
REQUIRED SETBACKS (FT.)
FRONT SIDE REAR
PROPOSED SETBACKS (Fr.)
FRONT URSIDE REAR
0 ADDITION
COMMERCIAL
COMPLIANCE OR
I
CHANGE OF USE
. .
REMODEL
0 APARTMENT
0 SIGN
PARKING
REO'D PROVIDED
I I
LOT AREA
PLANNING REVIEWED BY DATE
0 REPAIR GRADING 0 FENCE
CYDS X FT)
REMARKS
0 DEMOLISH 0 TANK OT
jffR (TLA.
oGARAGE -1 RETAINING WALL
0
CARPORT ROCKERY 0 RENEWAL
(rYPE OF USE. BUSINESS OR ACTIVITY) WILAIN:
ffl1j,1_T1 P:AMILV
CHECKED BY
TYPE OF CONSTRU
I
CODE
OCCUPANT
NUMBER 0 -1;' NUMBER OF
I
CKMCAL
.
q-7
GROUP
OF DWELLING
STORIES 130J546;_ 1
AREAS.
SPECIAL INSPECTOR
AREA
OCCUPANT
UNITS
-
NUMBER
REQUIRED o YES
SOAR..."
D ESCRIBE WORK TO BE DONE
REMARKS
PROGRESS INSPECTIONS PER UBC 11081FINAL INSPECTION RECVD
EZeE 9"wiFL?7-1�W
V
VAWATION $
Description FEE Pescripflop FEE
Plan Check
OUIRCE GLAZING % LOT SLOPE % Building
CK NO: VESTED DATE Plumbing
0
Mechanical
THIS PERIIUT AUTHORMS ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO
BE DONE ON PRIVATE PROPERTY ONLX ANY CONSTRUCTION ON THE PUBLIC
Grading
DOMWN (CURBS, S1DEwALrA DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE Recording Fee
SEPARATE PERMISSION.
Engr. Review
PERmrrAPPucATto City Surcharge
N: 180 DAYS
PERMIT LIMM I YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS
SEE BACK OF PINK PERMIT FOR MORE INFORMATION Engr. Inspection
State Surcharge
'APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS Traffic Mitigation Plan Phk Deposit
IN INTEREST. AGREES TO INDEMNIFX DEFEND� AND HOLD HARMLESS THE. CrTy OF
EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND Fire Review Receipt #'
ALL CLAIMS FOR, DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY
F M THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE
EEMED TO MODIFY. WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE Total Amount Due A-1
NOR LIMIT IN ANY WAY THE CITY'S ABILITY TO ENFORCE ANY ORDINANCE PROVISION." Fire Inspection L&O,
Landscapelnsp. Receipt #
I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THATTHE INFORMATION
GIVEN IS CORRECT. AND THAT I AM THE OWNER. OR THE DULY AUTHORIZED AGENT OF
R
THE OWNE . I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC- APPLICATION APPROVAL
TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED CALL this application Is not a Permit until signed by the
IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO Building Official or h1aftler Deputy: and Fees are paid, and
WORKMEWS COMPENSATION 18.27. FOR INSPECTION receipt Is acknowledged In space provided.
=NATURE I _!AURANCE AND R
M tLATURE (OWNER R(OG� Q�FIICC ATU DATE
fOATE SIGNED
(425)
771-0220
REW" ED 8)
'DATE
ATTENTION W
off 1333
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL �%A
A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFIr 771-0221
k10 I �t
CATE OF OCCUPANCY HAS BEEN GRANTED. UBCSECTION 109 ORIGINAL - FILE - YELLO INSPECTOR
10/01 FAX PINK'- OWNER - GOLD - ASSESSOR
41
K
END NEW
SIDEWALK
1'-V 3/40
is -ION
NEW C Lps, Glum AND
w1_6 1120 W-6 Win Is 21'-V 16"1
SIDEU ALK PER C, TY N 0.38j &I E 10 .0
ST*o 4
OF Er momps ARD# C*_
T_
- - - - - - - - - - __T - - - - - - - - - - - - - - -
60
L-- ---- T___
Em
\Q
m I I
NEW CUM CUIACCESS VEWAY
PE Is
4
ff—i Lo
1941
WA�
MOM
Maw
IMM
41,
13
KAA
50
X XIST TWE
I!T
TO REMAIN
04TH AVENUE WEST
FLAN NOTE5
CD OU"PSTER ENCLOSUFS PER DETAIL I/AI-4
(D RocKERY NOT To EXCEED 3o,,,, SEE CIVIL FOR
EDMONDS ROCXERY STANDARD DETAIL.
(a) CROSSWALK STRIPNG PER DETAIL14/A-13.
G:) "No PAwNG - FIRE LANE" siwAg EVERY soll-ou oc.
AS INDICATED ON FLAK SEE DETAIL 12/A-1-3
TYPICAL STALL, SEE DETAIL 1/4-3
(D ASPHALT DRIVE, SEE DETAIL IIA-13
(D TYPICAL CUM, SEE DETAIL 2/AI-3
(1) 2"PAWING OVERRANG, TYPjCAL.
(1) Ir-O" SIDE YARD SETBACK
(2) 51-0" LANDSCAPE SETBACK
(D 10-0" LANDSCAPE SMACK
<I) w-011' BUILDING SETBACK
QD V-0" CZDAR PENCE, SEE DETAIL 4/4-3
QD EXTRUDED CURB, SEE DETAIL S/AI-3
QD NONE WAY, Do Nar ENTER SIGN"" SEE DETAIL 6/4-3
QD STANDARD PARKING STALL, SEE DETAIL VAI-3
(D BARRIER PME PAWING STALL, SEE DETAIL &)AI-3
QD PARKING ARROW, WE DETAIL Iii.
(ID STOP BAR SEE DETAIL 13/Al-3
(ID SIDEWALK AT LANDSCAPING, SEE DETAIL 15/Al-3
QD TYPICAL EXPANSION JOINT, SEE DETAIL Iii.
(D TYPICAL CONTROL JOINT, SEE DETAIL I'VAI-3.
QD BARRIER FF�EE RAMP, SEE DETAIL Is/AI-3
(ID PARALLEL PAWING STALL
(ID PROPOSED GAS METER LOCATION, VERIFY W1 UTILITY COMPANY.
(9) STOP SIGN, SEE DETAIL 23/Al-3
(ID EXISTING PAVEMENT EDGE
(M LIGHT P0LE LOCATION, SEE DETAIL S/A-1.4 AND NOTES BELOW
(a 190 WATT WALL PACK LOCATIONS, SEE LIGHTING NOTES BELOW
(�D 10 WATT WALL PACK LOCATIONS, SEE LIGHTING NOTES BELOW
(E) RAMP AND STAIRS, SEE ENLARAED DETAIL I/A-1.5.
(�D SITE STAIRS, SEE MAIL 22/A-13.
(ID 50 WATT FIER MOW LUMINAIRE, SEE LIGHTING NOTES BELOW.
(�D EAVE OVERHANG, VTYPICAL
(ID BARRIER FREE aim CUT, DESIGN MST MEET arr OF
EDMONDS STANDARDS.
Ifu %el-V =A1121 RW4 FKALum FVLE 10 1= WUX,-ATEED.
I I I , I I I I I I - = (�D NEW LOCATION EXIST POWER POLE. PROPOSED LOCATION
__x ------------------------------- TRANSFORMM LOCATION TO BE VEIRIFIED W1 UTILITY COMPANY.
-1 (�D CZNC- PAD FOR MAILBOXES. LOCATION AND MAILBOX DESIGN
0-38138111 E g
L TO BE COORDINATED W1 POST OFFICE.
(�D ENTRY ELEMENT, SEE DETAILS 1, 2, AND 31 SHEET A-1.5.
N 0038,38" E
END OF NEW CEDAR
FENCE. 0) FIRE HYDRANT LOCATION($)
(Z) EXISTING FIRE HYDRANT LOCATION(S)
(22) CROSSWALKS PER CITY OF EDMONDS, SEE CIVIL
r= (9) YELLOW CMNG, FROM Pow oF ruRvATum io, To INSIDE OF
- NEW SIDEWALK SITE AND 30'TO STREET
LANDSCAPE SETBACK Lj (ZD OUTLINE OF EXISTING ADJACENT BUILDING
VEGETATION
AT FENCE LINE (a) WET 510FILTRATI SWALE, SEE CIVIL FOR DETAILS
GUARDRAIL MR DETAIL S/A-1.4.
G) FIRE DEPARr-1ENT CONNECTIONS
5LDG. A - AVM GRADE ELEV. 5LDG; C - AVRG. C-iRADE ELEV.
5'-0" LANDSCAPE SETBACK A as +S936' A
MAINTAIN EXISTING VEGETATION 5 12- 4� 5 2
AT FENCE LINE Can + 131.1s, Cc + W.63'
Do + ft44' + ft13,
AVGL GRADE W.34' AVG. GRADE as + Wh5l
+ 12825' f��u : 128.15'
wAtrr + 12MI (W/ 14EWT BONUS)
12M(WI WEIGHT BONUS)
BLIXs. 5 A GRADE ELEV. BLOG, D - AVWA QkADE ELEV�
5 z + W.42' 5 + 96.11'
Cc + S.131, Cz + S633,
13 + 131fos' D - + W.41'
AV& GRADE + S1.22' AVG. GRADE - + 913'
ACTUAL sis + 1210 ACTUAL a + 121.251
MAXIMUM a 4,12122' (W/ MIC114T BONUS) MAX" 1213, (WI HEIGW BONUS)
END NEW
4;lr*jmlw ilf
2 6
ul
51-On LANDSCAPE
SETBACK 299BSI N 0038'3811 E
------ :ill — . -
PO "E LANE H9 PARKONO IV
URB YEL.OW,
*Typ. ENTIRE LER
�`mmlff
NEW CURB, GUTTER AND
SIDEWALK MR CITY NEW CUR5 CUT ACCESS DRIVEWAY
OF EDMONDS STANDARDS PER CITY OF EDMONDS STANDARDS.
41
GE
EXIST. CURB TO i NEW CUM CUT DRIVEWAY
CUT EXIST. CURB PER r
REMAIN. TO ACCEPT NEW ITy or- STANDARDS.
(2)RADIUS
I a —
a A.
=F - - - — — — — — — F RE AMR NO PARKONG
—FORE LAME NO 1p
%
4 20'-011
q
_T EXIST.
TO BE
felol
ftSVI N 0"3838" E r
�Nw CURB
500
r
rL
A ROVED BY PLANNING
17,
PARKING SPACES REQ`D: 6 (o Mill
PARKING SPACES PROPOSED: ZL
BARRIER 121EE PARKING SPACES:
5 1 Tj= 'I=L AN
5CALE: 111=20'—O"
GENER4L SITE LIGHTING NOTES:
LUMINAIM : 28
LU11ENS 16000
LLF -
SPIN - 0
TEST NU11SER- HP-01146 HUBBELL LWTNG - DIVISION P140TOMMIC
CAT. NO.: PVL-OIUX-xxx
DESCRIPtION: PERIMALITER SERIES
LAMP TYPE- LUWAo5V`
LAMP DESCRIPTIol 150 WATT CLEAR HIGH MREawf�g SOpIUj
:LECTOP_- SPECULAR ALUMM ENCLOSURE: PRISMATIC POLYCARBONATE
LL11INAiM: 2S
------------------------
50 APS. WALL PACK
LUMEM m -16000
LLF a .8
SPIN - 0
TEST NIMR- HP-01146 HUBBELL LIGHTING - DIVISION PHOTOMETRIC
CAT. NO.: M-OWS-xxx
DESMIFill PERIMALITER SERIES
LAMP TYPE: LUSO/SSV
LAMP DESCRIPTION: W WATT CLEAR WW PRESSURE SODIUM
REPLECTOIt SPECULAR ALUMM" ENCLOSURE: PRISMATIC POLYCARBONATE
LUMINARE - 30
---------------------
10 WPS WALL PACK
LUMENS 2, 5"
LLF - .8
SPIN -
TEST
CAT. NO.: NR3-Wl
DESCRIPTION; PERJMALUX NIRG-3W SERIES
LAMP
LAMP DESCRIPTION.- 10 WATT WS
REFLECTOR. Al PANTED WHNW ENCLOSURE- PRISMATIC POLYCARSONATE
LtNINAIRE: 33
ii�W�R6WETi�ORATIVE LUMINAIRE
CAT. NO.: FcW Swi
DESMIPTICK. PC LWTNG EXT. CAST AWINIUM
LAMP TYPE:
LAMP DESCRIPTION: 50 WATt, HIPS
4412 @
R S ED
CARL F. IRSCHER
STATE OF SHINGTOMN
z
C1
6
PKANN:
CHECK:
JOB NO:
LU
0
<
Z
<
K
Z
z
z
OL
elk
<
tu
tu
tu
IL
9141iiiii
A71— j7.—
�__ 1. v ., D
124_�5&6
BUILDING DEPT.
9Hr=r=T9
f
RE-RE5USMITTAL
FEB 2 6 2002
BUILDING DEPT.
END NEW
SIDEWALK
NEW C Lums, GU AND
SIDEU ALK PER C
OF: EC MONPS
sTANr>AF"
&-loo
_r - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - -
ROA
0 1ju
11 3/4v
3:
C43
NEW C4RB A=SS DRIVEWAY'
PER CITY OF EDMONDS 5TANDARC.S.
G>
11
MAP
41
ID
TYP-
4
VIM.
L —1
C4
24�4)`
dki
Sim
MEN
m
. . . . . . . ...
0 IF
FR "12ro
+ CS.3-51
TO
�SPRIWQZR RISEfltF,-
— - — — - - - - - - - - - - - - - - - - - - - -
MEOF �'_ EXIST TREE
TO IREMAN
54TH AVENUE WEST
2140 Id 16'-4
. — —I—
a -.Z — N 0038,381, E
-- — — — — — — --- — — — 0>_ —
W-wo N 0038MAll 9
51-51
.0
----------
cn a W0311111, E I
an I m
a
b I
mol
2
ul
9
V-0"LANDSCAPE
SETBACK 2131-Ml N 0038'3811 E
R5 1-0 N
la
a TYP.
FAINT CUF43 YEL.OW,
*Typ. ENTIRE Lm au
51TE FLAN NOTE5
(D DUMPSTER S4CLOSURE PER DETAIL I/AI-4
(D ROCKERY NOT TO EXCEED 30" SEE CIVIL FOR
EDMONDS ROOMIRY STAND�i6 DETAIL.
(D CROSSWAIX STRIPING MR DETAIL14/A-13.
(D NNO PARKING - FIRE LANE" SIGNAGE EVERY 50--oll O.C.
AS INDICATED ON FLAK SEE DETAIL 12/A-1-3
(D TYPICAL STALL, SEE DETAIL 1/Al-3
(D ASPHALT DRIVE, SEE DETAIL IIA-13
(a) TYPIC& CURB, SEE DETAIL 2/Al-3
(E) 2' PARKING OVERHANG, TYPICAL.
(:I) to-O" SIDE YARD SETBACK
10 51-011 LANDSCAPE SETBACK
CD 10-0" LANDSCAPE SETBACK
QD 5'-0" IBUILDING SETBACK
(a) w-0" CZDAR FENCE, SEE DETAIL 4/Al-3
(9) EXTR=ED CUIRB, SEE DETAIL S)AI-3
(Z) "ONE WAY, 00 NOT ENTER SIGNu, SEE DETAIL 6/Al-3
QD STANDARD PARKING STALL, SEE DETAIL I/AI-3
(0) BARRIER FREE PARKING STALL, SEE DETAIL &)AI-3
(ID PARKING ARROW, SEE DETAIL IO/Al-3.
S SEE DETAIL 13/Al-3
(a SIDEWALK EDGE AT LANDSCAPING, SEE DETAIL IS)AI-3
QD TYPICAL EXPANSION JOINT, SEE DETAIL 16/Al-3.
QD TYPICAL CONTROL JOINT, SEE DETAIL tl/Al-3.
(ID BARRIER FREE RAMP, SEE DETAIL I$/AI-3
(0 PARALLEL PARKING STALL
(ID PROPOSED GAS METER LOCATION, VERIFY W1 UTILITY COMPANY.
QD STOP SICK SEE DETAIL 23/Al-3
21 EXISTING PAVEMENT EDGE
QD LIGHT PME LOCATION, SEE DETAIL S/A-1.4 AND NOTES BELOW
(a 190 WATT WALL PACK LOCATIONS, SEE LIGHTNG NOTES BELOW
(�D 10 WATT WALL PACK LOCATIONS, SEE LIG44TNG NOTES BELOW
(ID RAMP AND STAIRS, SEE EMAR3ED DETAIL VA-I.S.
(2) SITE STAIRS, SEE MAIL 22/A-13.
(ID 90 WATT PIER MOUNT LUMINAIRE, SEE LIGHTNG NOTES BELOW.
(�D EAVE OVERHIAN63, 1811 TYPICAL
(9) DARRIER FREE CURB CUT, DESIGN MOT MEET CITY OF:
EDMONDS STANDARDS.
=A15 I Ims MAWR r-.;&= 10 t* FELOCATED.
(ID NEW LOCATION EXIST POWER POLE. PROPOSED LOCATION
Q r
--------------------------- t- TRo4ffOIw4lM LOCATION TO BE VERIFIED W1 UTILITY COMPANY.
00381will'. 14
(ID CONC. PAD FOR MAILBOXES. LOCATION AND MAILBOX DESIGN
.14.
TO BE COORDINATED W1 POST OFFICE.
(�D ENTRY ELEMENT, SEE DETAILS 1, 2, AND 3i SHEET A -IS.
6%Ssl N 0*38'38" E END OF NEW CEDAR
0) FIRE HYDRANT LOCATION(S)
M FENCE.
(a) EXISTING FIRE 14YDRANT LocATIoN(s)
(D CROSSWALKS MR CITY OF EDMONDS, SEE CIVIL
(a) YELLOW CUFaING, FROM POINT or- cuRvATuRE io, To INSIDE OF
NEW SIDEWALK SITE AND 301 To STREET
LANDSCAPE SETBACK-- LA (9) OUTLINE OF EXISTING ADJACENT BUILDING
MAINTAIN EXISTING
VEGETATION CURBLINE OF EXISTING ADJACENT PAW..ING LOT
AT PENCE LINE (a) WET 510FILTRATION WALE, SEE CIVIL FOR DETAILS
(2) GUARI)RAIL MR DETAILS/A-1.4.
0) FIRE DEPARMENT CONNECTIONS
BLDG. C - AVRC% GRADE ELEV.
i'-011 LANDSCAPE SETBACK A A =-+W.611
1AINTAN EXISTING VEGETATION 5-+W.15' 5 a +w36,--
4T FENCE LINE On + alls, Cc + W.63,
On + ft44' Da + ftl3l
CD
AVa GRADE - + W34' AV& GRADE - + W.0'
ACTUAL = : 12625' ACTUAL a + 128.15'
MAXM I28_*'(Wl HEIGHT 50") MAX" a + I28h5l (WI Wrd4T BONUS)
BLDG. 5 - AM741 GRADE ELEV.
BLDG. D - AVRG. GRADE ELEV.
A a +Sbhl' A is +W23'
5 a + W.42' 521+S6.111
Cm + W.sl' Co + 9633,
on +slhs' 0- + W.411
AVUL GRADE Z' + IB1221 AVC-L GIRADE - + 1513'
-------------------------- �j ------ ACTUAL - + 1210' ACI`UAL - + 12125'
END NEW MAX" + I21-22'(WV WIG14T BONUS) MAX" + 12131 (W/ HEIGHT 5ONUS)
&I
wrmvA%%6T%%
NEW CURB, GUTTER AND
SIDEWALK MR CITY NEW CURB CUT ACCESS DRIVEWAY
OF EDMONDS STANDARDS PER CITY OF EDMONDS STANDARDS.
41
EXIST. CURB TO CUT EXIST. CURB NEW CURB CUT DRIVEWAY
REMAIN. MR CITY OF: 5 STANDARDS.
TO AMEPT NEW
(2)RADIUS
— — — — — — — — — — — —
FORIE LANE NO PARKONG
20'-Ov let
4
:4 POIRTION tu
11 EXIST. CL w
TO BE
zE- - - - REMOVED
WtW_ N. 0-38-3811 E
�Nm CURB
QD
12
APPROVED BY PLAN
u�
-z-
PARING SPACES Rll=�
8 'A
P-.QE8;___
51TE f=LAN I
5GALE: P=20'—011
GENERAL SITE LIGHTING NOTE&
LUMINAIRE : 28
Twi4�i;Z� ------
LUMENS
LLF -
SPIN a 0
TEST NIJIMP.- HP-01146 14UMELL LIGHTING - DIVISION PHoToMETIRIc
CAT. NO.: PVL-0IU*-xxx
DESCRIPTION: PERIMALITER SERIES
LAMP TYM: LUWMV
LAMP DESCRIPTIOK- 190 WATT CLEAR 141W PRESSUIRE SODIUM
REFLECTOIZ- SPECULAR ALUMINUM ENCLOSURE: PRISMATIC POLYCAJR50NATE
LU11NAIM : 2S
LUMEM 16000
LLr- a
SPIN 0 0
TEST NU15ER- HP-01146 HUBBELL LIC44TNG - DIVISION P140TOMEMC
CAT. NO.: PvL-0506-xxx
DESCRIPTION: PERIMALITER SERIES
LAMP T`TM: LU50)55V
LAMP DESCRIPTION: 50 WATT CLEAR HW PRESSURE SODIUM
REFLECTOR. SPECULAR ALU11M ENCLOSURE: PRISMATIC POLYCAM30NATE
LUMINAIRE: 30
------------------------
10 14PS WALL PACK
LUMENS 5"
LLF -
SPIN c 0
TEST N115ER- AP-03412 HU55ELL LIGHTING DIVISION - m4OTOMMc REpoRt
CAT. NO.: NFZG-301
DESCRiPTIONz- PERIMALUX NIRG-3W SERIES
LAMP TYPE:
LAMP DESCRIPtION.- 10 WATT HIPS
FWEcfoR.- AL, PAINTED u4flW m4moswm_ PRISMATIC poLycAFaoNATE
LUMINAIRE 33
------------------------
50 WS PIER MOUNT DECORATIVE LUMINAIRE
CAT. NO.: FCW 5001
DESCRIPTION: PC LIGHTNG EXr. CAST ALUMNIUM
LAMP TYPE:
LAMP DESCRIPTION: 50 WATT, HPS
cool]
"12
z
OL
<
VRAM: SH
C,HEOK: OP.
JOB NO: lqaocpl
Z
X
<
z
z z OL
lu
z
<
tu lu
SHF��T:
PIS
-'o
13UILDING DEPT.
OF: SHEETS
RE-RE5UBMITTAL
vu 2 6 N92
BUILDING DEPT,
, FIF T Fif L E
7/26/02, 08:10 AM01040-Cl.plt
N.W. 1A OF SECTION 6,
TOWNSHIP 25 NORTH, RANGE 6 EAST, W.M.
KING COUNTY, WASHINGTON
PROJECT TEAM
OWNER: CIVIL ENGINEER:
STAN PIHA POGGEMEYER DESIGII GROUP
FOURTH & BLANCHARD BUILDING 512 SIXTH STREET SOUTH #202
2101 47H AVENUE, SUITE 250 KIRKLAND, WA 98033
SEA TTLE, WA (425) 827-5995
(206) 443-8212 FAX (425) 828-4850 FAX
(206) 443-8212 FAX CONTACT. CHUCK S.41ELDS, P.E.
ARCHITECT. SURVEYOR:
CDA ARCHITECTS, INC D.R. STRONG, CONSI)LTING ENGINEERS
19524 BALLINGER WAY NE 10604 N.E. 38TH PLACE #101
PO BOX 55429 KIRKLAND, WA 98033
SEATTLE, WA (425) 827-3063
(206) 368-9668 (425) 827-2423 FXX
(206) 368-9558 FAX CONTACT. WC BANFS
INDEX
Cl GENERAL NOTES & VICINITY MAP
C2 TEMPORARY EROSION AND SEDIMENTATION CONTROL PLAN
C3 GRADING AND DRAINAGE PLAN
C4 WATER AND SEWER PLAN
C5 PROFILE 84TH AVENUE
CIS PROFILE 236TH STREET SW
C7 NOT USED
C8 DRAINAGE DETAILS
C9 SITE DETAILS
CIO CITY OF EDMONDS STANDARD DETAILS
— FILTER FABRIC FENCE FILTRATION SYSTEMS
— TEMPORARY SEDIMENT TRAP FOR CATCH BASINS
— STANDARD TYPE T CURBIGUTTER DETAIL
— STRAW BALE DAM FILTATION SYSTEMS
— STABILIZED CONSTRUCTION ENTRANCE
— HIGH TRAFFIC LOAD DRIVEWAY ACCESS
(WITH CONCRETE DRIVEWAY APPROACH)
Cil CITY OF EDMONDS STANDARD DETAILS
— CURB RAMP TYPE 4
— CURB RAMP TYPE 5
— RAMP DETAIL FOR TYPE 5, 5.1, AND 6.1 RAMPS
— STANDARD TYPE T CURBIGUTTER DETAIL
— CONCRETE SIDEWALK
— CROSSWALK DETAIL
99
5
PROJECT
co
LOCATION <C
236TH ST SW
104
N 205TH ST.
104
LEGAL DESCRIPTION -
PARCEL A:
LOTS 9, 10, AND 11 IN BLOCK I OF FRUITLAND ACRES TO LAKE
BALLINGER, ACCORDING TO PLAT RECORDED IN VOLUME 10 OF PLATS
AT PAGE(S) 47, IN SNOHOMISH COUNTY, WASHIPGTON;
EXCEPT THE EAST 120.00 FEET THEREOF.
PARCEL B:
THE WEST 60.00 FEET OF THE EAST 250 FEET OF LOT 12 IN BLOCK I OF
FRUITLAND ACRES TO LAKE BALLINGER, ACCORDING TO PLAT RECORDED
IN VOLUME 10 OF PLATS AT PAGE(S) 47, IN SNOHOMISH COUNTY, WASHINGTON;
EXCEPT THE WEST 8.47 FEET OF THE NORTH 30-00 FEET THEREOF,
ALSO, THE WEST 30 FEET OF THE EAST�220.00 FEET OF LOT 13 AND THE
WEST 35.00 FEET OF THE EAST 225.00 FEET OF LOT 14 IN SAID BLOCK 1.
NOTES:
THIS DEVELOPMENT SHALL BE CONSTRUCTED USING CITY OF EDMONDS,
YEAR 2001, STANDARD SPECIFICA71ONS AND DETAIL&
PERWOUS AREA = 30,102 SQ. FT. (0.691 ACRES)
IMPERVIOUS AREA = 48,137 SO. FT. (1.105 ACRES)
WATER ZONE: 35 PSI
OLYMPIC VIEW WATER AND SEWER
DISTRICT MANHOLE. 1-132
C12 CITY OF EDMONDS STANDARD DETAILS C15 CITY OF EDMONDS STANDARD DETAILS
— PIPE BEDDING —,RESIDENTIAL DOUBLE CHECK ASSEMBLY
— TYPICAL TRENCH SECTION (STANDARD D.C.V.A. 2- AND SMALLER)
— TYPICAL TRENCH SEC71ON—FOUNDA17ON STABILIZATION — 314"—l" WATER SERVICE INSTALLATION
— TYPICAL TRENCH SECTION —CONTROL DENSITY FILL — 1-1/2"-2" WATER SERVICE INSTALLATION
— TYPICAL WATER LINE TRENCH SECTION — CONCRETE THRUST BLOCKING
C13 CITY OF EDMONDS STANDARD DETAILS — METAL HANDRAIL
— SEWER CLEANOUT DETAILS — ALUMINUM PEDESTRIAN HANDRAIL
— TYPE I MH (SANITARY)
Tvr)if,Ai cinr crucD C16 DRIVEWAY UTILITY PROFILES
C14 CITY OF EDMONDS STANDARD DETAILS
— ARV ASSEMBLY TYPE 1)
— ARV ASSEMBLY RYPE 2)
— BLOW —OFF ASSEMBLY
— COMMERCIAL DOUBLE DETECTOR CHECK ASSEMBLY �PLAN) E)
— COMMERCIAL DOUBLE DETECTOR CHECK ASSEMBLY PROFIL
— FIRE HYDRANT ASSEMBLY A3f�
APPROVED FOR CO TION
'c'ON
F�� — L
CIfY_ ENGINEER v DATE'
BUILDINU 01:41 L
D. Bo
y.WAS& A
ilia I
c _10- \ 21018 y lor to
EXPIRES OCTOBER 24, 2002
(7 cy)
z L0
0 cy)
1-� Lr)
C)
r I
00
E-
Ln
C14
E-
C4
P4
pq
ro
ff')
6
(13)0,
0
Z
z
F_
z
C)
<
z
t__4
E-4
Of
�D
CD
04
Z
0
Ld
0
C/)
C)
F_
Ld
W
ry
Co
JOB NUMBER
01040
DESIGNED BY
cs
DRAWN BY
EMC/JG
1
CHECKED BY
RDB/CS
DATE
01/ . 29/0 2
SHEET NUMBER
c 1
omm
1 /')0 In') nlf)Af)—(%l 1 t) ') r,
.I - - , - - - , - , - - . . —
7/25/02, 11:15AM01040-C2.pit
J
�.7 f ,
J
4-
I Ln
q.,'
_T'l
LLJ
Z:
__J
-3:
CD
_AJ
C)
f I
-.7.7 -------
0
11+00
12+00
U't I 1 121-1 V L IV U L V-V-,L J 1 1300
Ll T 1. 9 1-_�J i-I Li C-)
�0
Lr
F LLJ
T.-
I
LJ_J
T_
18.30.05ODevelopment approval standards for erosion and sedimentation control (ESC) plan.
A. ESC Minimum Requirements. All activities necessitating a clearing or grading permit and all utility projects consisting of more than 500 lineal feet of
trench excavation shall be required to control erosion and sediment during construction and to permanently stabilize exposed soil resulting from
construction. Projects involving a critical area may also be required to comply with any combination of the ESC minimum requirements. Compliance will be
demonstrated through the implementation of an approved ESC plan. Guidelines for preparing ESC plans are provided in the manual. The plan must address
the following requirements:
1. ESC Minimum Requirement - Construction Access Route. Construction vehicle access shall be, whenever practical, limited to one route. Access points
shall be stabilized with quarry spoils or crushed rock to minimize the tracking of sediment onto public roads. If sediment is transported onto a road
surface, the roads shall be cleaned thoroughly at the end of each day. Sediment shall be removed from roads by shoveling or sweeping and be
transported to a controlled sediment disposal area within 24 hours. Street washing shall be allowed only after sediment is removed in this manner.
2. ESC Minimum Requirement - Stabilization of Exposed Areas. All soils exposed by land disturbing activities shall be stabilized by suitable applicati I on of
BMPs, including, but not limited to, sod, hydroseeding, or other vegetation, plastic covering, or mulching. All BMPs shall be selected, designed, and
maintained in accordance with the manual. The exposed soils shall be stabilized according to an approved timetable. (Typically, no soils shall remain
exposed for more than two days from October 1 through April 30 and no more than seven days from May 1 through September 30).
3. ESC Minimum Requirement - Protection of Adjacent Properties. Adjacent properties shall be protected from sediment deposition by appropriate use of
vegetative buffer strips, sediment barriers or filters, dikes or mulching, or by a combination of these measures and other appropriate BMPs.
4. ESC Minimum Requirement - Maintenance. All erosion and sediment control BMPs shall be regularly inspected and maintained by the owner to ensure
continued performance of their intended function. All maintenance and repair shall be conducted in accordance with the manual.
5. ESC Minimum Requirement - Other BMPs. As required by the city, other appropriate BMPs to mitigate the effects of increased runoff shall be applied.
6. Erosion and Sediment Control Requirement - Underground Utility Construction. The construction of underground utility lines shall specificoll address
the following: y
a. Erosion control for excavated and stockpiled materials,
b. The placement of excavated material where consistent with safety and space considerations shall be placed on the uphill side of trenches;
c. Trench dewatering systems (must discharge into sediment traps, sediment ponds, or other acceptable means);
d. Tracking and spilling of materials on streets due to hauling;
e. Daily cleanup and street maintenance.
7. Additional ESC Minimum Requirements for Larger Developments. All 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 shall 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,
sensitivelcritical areas and the buffers, trees and drainage courses.
9. ESC Minimum Requirement - Sediment Trapping. Prior to leaving the site, storm water runoff shall pass through a sediment pond or sediment trap, or
other appropriate 6MPs. Sediment ponds and traps, perimeter dikes, sediment barriers, and other BMPs intended to trap sediment on -site shall be
constructed as a first step in grading. These BMPs shall be functional before land disturbing activities take place. Earthen structures, such as dams,
dikes, and diversions shall be seeded and mulched according to an approved timetable.
10. ESC Minimum Requirement - Cut and Fill Slopes. Cut and fill slopes sholl be designed and constructed in a manner that will minimize erosion. In
addition, slopes shall be stabilized in accordance with ESC Requirement No. 2.
11. ESC Minimum Requirement - Controlling Off -Site Erosion. Properties and water ways downstream from development sites shall be protected from
erosion due to increases in the volume, velocity, and peak flow rate of storm water runoff from the project site.
12. ESC Minimum Requirement - Stabilization of Temporary Conveyance Channels and Outlets. All temporary on -site conveyance channels shall be
designed, constructed and stabilized to prevent erosion from the expected velocity of flow from a two-year, 24-hour frequency storTn for the developed
condition. Stabilization adequate to prevent erosion of outlets, adjacent stream banks, slopes and downstream reaches shall be provided at the outlets of
all conveyance systems.
13. ESC Minimum Requirement - Storm Drain Inlet Protection. All storm drain inlets made operable during construction shall be protected so that ston-n
water runoff shall not enter the conveyance system without first being filtered or otherwise treated to remove sediment.
14. ESC Requirement - Removal of Temporary SMPs. All temporary erosion and sediment control BMPs shall be removed within 30 days after final site
stabilization is achieved or after the temporary BMPs are no longer needed. *fropped sediment shall be removed or stabilized on site. Disturbed soil areas
resulting from removal shall be permanently stabilized.
15. Erosion and Sediment Control Requirement - Dewatering Construction Sites. Dewatering systems shall discharge into a sediment trap or sediment
pond.
16. Erosion and Sediment Control Requirement - Control of Pollutants other than Sediment on Construction Sites. All pollutants other than sediment that
occur on site during construction shall be handled and disposed of in a manner that does not cause contamination of storm water.
17. Erosion and Sediment Control Requirement - Financial Liability. Performance bonding, or other appropriate financial instruments, shall be required for
all projects to ensure compliance with the approved erosion and sediment control plan. [Ord. 3013 § 1, 1995].
CIVIL CONTRACTOR CONSTRUCTION AND SEQUENCE
1. ATTEND PRECONSTRUCTION METING WITH THE CITY OF EDMONDS
ENGINEERING INSPECTOR.
2. INSTALL EROSIONISEDIMENTA71ON CONTROL MEASURES, AS INDICATED ON
THE PLANS (CONSTRUCTION EXIT AND FILTER FENCE). TES.C. MEASURES
SHALL BE INSTALLED, INSPECTED, APPROVED AND OPERATING BEFORE ANY
MASS GRADING OR LAND CLEARING.
3. INSTALL DETENTION VAULT MANHOLES, ESC CONTROL STRUCTURE AND
INLET FILTER.
4. CONSTRUCT STORM DRAIN TO WET VAULT. WET VAULT TO BE USED AS TEMP.
DETENTION DURING CONSTRUCTION. MONITOR OUTFALL TO INSURE
TURBIDITY LEVELS ARE WITHIN THE CITY OF EDMONDS REQUIREMENTS.
5. CLEARING AND GRUBBING AND REMOVAL OF DEBRIS, OLD STORM SEWER, FOOTINGS,
FOUNDATIONS AND STOCK PILING EXISTING TOP SOIL.
6. ROUGH GRADE BUILDING PADS A,BC & D TO 8" BELOW FINISHED FLOOR
ELEVA71ON SHOWN ON GRADING AND DRAINAGE PLAN.
7. INSTALL BALANCE OF STORM DRAINAGE FACILIIIES. INSTALL INI ET
PROTEC71ON ON NEW CB'S. INSTALL SS AND WATER UTILITIES. TIE IMPERVIOUS
SURFACES TO COMPLETED DRAINAGE SYSTEM AS SOON AS POSSIBLE.
8. INSTALL DRY UNDERGROUND UTILITIES, IRRIGATION SYSTEM & STREET LIGHTS
(BY OTHERS).
9. GRADE SITE TO ROAD SUBGRADE LEVEL AND LANDSCAPE AREAS (ALL OF
SITE NOT COVERED MTN BUIDINGS OR PAVING) TO 4- BELOW FINISHED
GRADE CONTOURS.
10. INSTALL CURB/GUTTER, PAVING AND SIDEWALK.
111. ERECT STRUCTURES (BY OTHERS MAINTAINING TIES.C. AS REQUIRED).
12. PLACE 4" TOP SOIL ON LANDSCAPE AREAS.
13. REMOVE EROSIONISEDIMENTA71ON CONTROLS WITHIN 30 DAYS AFTER POTENTIAL
FOR EROSION HAS PASSED. TRAPPED SEDIMENT SHALL BE REMOVED OR
STABILIZED ON SITE. DISTURBED SOIL AREAS SHALL BE PERMANENTLY STABILIZED.
14. COVER EXPOSED, UNLANDSCAPED, UNPAVED AREAS.
15. CLEAN STORM DRAINAGE SYS ' TEM AND VAULT, AS NECESSARY. DO NOT
FLUSH SILT FROM CATCH BASINS INTO STORM SYSTEM.
16. CALL DIAL-A-D16 1-800-424-5555)
FOR UNDERGROUND 071UTY LOCATIONS.
Mao
;W
Nam
a
got 00 ON
ofm Mao
,1141 *1
''
0040
vow,
we 0000
I I * 1
m 1140 0%
W*_. I
LEGEND
FILTER FABRIC FENCE
FILTRA71ON SYSTEM
DWG. E 1.1 SHEET CIO.
TEMPORARY
CONSTRUC71ON
ENTRANCE
(CITY STD. DWG. 503)
Z
0
LO
C)
r
00
V)
Ln
C-4
E
1:14
0
Z
Z
0
F-
CD
Z
X
Z
V)
tc
Z
rl__011
U:
�4
�D
CD
c"
Z
0
�L_L'
E5
V)
ZE�
:D
(D
Ln
CD
LLJ
SURFACE DRAINAGE SWALE
SEE 4/C9
NOTE:
Fill MATERIAL TO BE COMPACTED TO
95% MODIFIED PROCTOR ASTM D1557
EXCEPT LANDSCAPE AREAS.
APPROVED FOR CONSTRUCHON
Kva_� 6!4�
CITY ENGINEER DATE
A T
I %I 'EM
1iis - ___
0 10 20 40
SCALE: 1"=20'
& D. B 0
WA
1"?
NNE
FEXPIRES OCTOBER 24, W02
1
1/15/02 01040-C2 10:49am
7/25/02, 11:12 AM01040-C3.plt
NOTES:
YD 5
". y, % 1. ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF THE CITY OF DUMPSTER ENCLOSURE PER DETAIL X/A-1.1
RIM=447.50
CB 7 EDMONDS AND THE STANDARD SPECIFICATIONS FOR MUNICIPAL PUBLIC
IE=446 50
RIM=448.25 WORKS CONSTRUCTION, 2000.
YD 4 51 LF I" Sl IE=445* 75
PEDESTRIAN STRIPING, 4' WIDE
RIM=448.75 SL=1.5%
9 82 LF 6n SD 2. CONNECT ALL ROOF DRAINS TO DETENTION PIPE SYSTEM.
IE=447.75
-NO PARKING - FIRE LANE' SIGNAGE EVERY 50'-0" O.C.
AS INDICATED ON PLAN
SL=1.22%
(10 3. CMP SHALL BE 16 GAGE GALVANIZED STEEL OR ALUMINUM. STEEL
x
SE 448.5 DETENTION PIPE SHALL HAVE ASPHALT. TREATMENT 1 COATING OR
- ---- - BETTER. DETENTION PIPE SHALL BE 3XI CORRUGATIONS 16 GAGE. TYPICAL STALL, 8.5' x 16.5'
7
SE 449. J I X
85' N 0*38'38" E
[7-7. 1 ASPHALT DRIVE, SEE DETAIL THIS SHEET
-REINFORCED ASTM
7Z 4. CONCRETE 12" STORM DRAIN PIPE SHALL BE NON
EXIST. IE =449.59 W 1.0 H -76 AND CORRUGATED POLYETHYLENE PIPE (CPEP) SHALL BE SMOOTH TYPICAL CURB, SEE DETAIL THIS SHEET
C
i_51 H_ INTERIOR PER AASHTO M252 IN 8 INCH SIZE AND AASHTO M294S IN
2.5 H
A k, _T -0- SIDE YARD SETBACK
10'
SIZES 12 INCH THROUGH 36 INCH. DUC71LE IRON PIPE SHALL BE CL
30' 52.
2.5' H 1 1.3 H PVC SHALL BE EQUAL TO SANITARY SEWER PIPE AS SPECIFIED BELOW. 5'-0" LANDSCAPE SETBACK
A Aw,
r, P.
z ANY PIPE DESIGNATED AS "SO" MAY BE ANY TYPE LISTED HEREIN. CPEP
ABANDON
EXISTING CULVERT 5.5 GRADE MUST BE 0 YD 2 t NOT ALLOWED UNDER TRAVELED SURFACES UNLESS 2' MINIMUM COVER. 10'-0" LANDSCAPE SET13ACK
lg,-Lol
SEE NOTE 9 e-1 MAINTAINED 3' ABOVE RIM 444.75
IE=442.75 19 5. SANITARY SEWER PIPE SHALL BE PVC ASTM 3034, SDR 35. YARD DRAIN SUMP PUMP
FF AT PERIMETER
-771-0220, EXT 1326) FOR
x 6. CALL ENGINEERING DIVISION (425 (J�) CITY CROSS WALK
F -1 BL 3 SEE DETAIL 3/C8
Lu A D G-- - B
4- BF EL 445.5 PREBACKFILL AND FINAL INSPECTIONS. PER STD. DETAIL
v
1 BF EL 446.76Y 4- VC DWG. E 3.210
_12-
YO 1 7. RESPONSIBILITY FOR OPERATION AND MAINTENANCE OF DRAINAGE
I I E URE LINE yo 3
ArO-' RIM=444.75 SYSTEMS ON PRIVATE PROPERTY IS THE RESPONSIBILITY OF THE (J�) TYPE 2 CURB RAMP
00 3
co
cn RIM=446.10 2,
IE=444.10
IE=442.75 6' SO PROPERTY OWNER. MATERIAL ACCUMULATED IN THE STORAGE PIPE MUST
6 a,- lo� PER STD. DETAIL
V) SL 1. 5% BE FLUSHED OUT AND REMOVED FROM CATCH BASINS TO ALLOW PROPER DWG. E 2.27.1
1 2,4.0
Ecp
OPERATION. THE OUTLET CONTROL ORIFICE MUST BE KEPT OPEN AT ALL
Flo
c'] L0 3.4 ERGENC TYPE TIMES.
-0 H (J�) PAINT COR13 YELLOW
c� RIM=448.,00
UJI c 1. 7 OVERFLOW 10' FROM DRIVEWAY
ce ol� : � - IE=444 6
(.3 CL QO 0" LmR 8. LOCATION OF EXISTING OTIU71ES IS APPROXIMATE AND ALL UTILITIES
L) Ju., I L-4
1 79 1930,10" SD
4 RIM-449.39 (J�) PAINT CURB FOR 13US STOP (TO BE COORDINATED
JJL-V.V 10 IF=444, MAY NOT BE SHOWN.
IE=447.30 .13 S. __,n/sLI 9�5 F;, lr6' CONTRACTOR SHALL VERIFY LOCATIONS AND
CD !:H,F- ! 1 1 i % I I ELEVATIONS AS REQUIRED. CALL 1-800-424-5555 FOR UTILITY WITH COMMUNITY TRANSIT)
5a V) CB lof 1:6"
RIM= 7.75 C> LOCATIONS PRIOR TO ANY EXCAVATION.
ISTOP�-_ ------ i7rj_cd
14 C�w-
k- I , IE= 78
1-5
J L
SIGN I 0j. 7
YNITA RY SP P 9. THE CONTRACTOR IS RESPONSIBLE FOR EROSION AND SEDIMENTATION LEGEND:
CONTROL AT ALL TIMES UNTIL PROJECT COMPLETION. ENSURE SILT DOES
EASEMENT T
CR
PROPERTY LINE
*A' NOT ENTER OFF -SITE STORM DRAIN SYSTEMS AND MATERIAL IS NOT
4-1c il j
yp. 0
TRACKED ONTO CITY STREETS. TESC MEASURES SHOWN ON THESE
% C> i39-LF-"D- -A
114 . PLANS ARE A GUIDE THE CITYS INSPECTOR MAY REQUIRE ADDITIONAL SETBACK AND EASEMENT LINES
cli SL--0.60% 1.5%'
CL
a5l
1�1 IO'L MEASURES.
10
RIM=448.5
STORM DRAIN
'4 45 E NT
IE=446.81 10. ALL TRENCH BACKRLL FOR UTILITIES ON 236TH ST. SW AND
=3 13 1
1- -1, t N 0'38'jF E
OT
;; I 1 1% - .1 N
!SIGN
C�o 84TH AVE. W SHALL BE CONTROL DENSITY FILL ABOVE PIPE BEDDING. E3 CATCH BASIN TYPE I
A.
THE CONTRACTOR SHALL CALL THE CITY OF EDMONDS INSPECTION
LINE (425-771-0220, EXT. 1324) FOR ALL TRENCH AND PAVEMENT BF EL XXXXX BASEMENT FLOOR SLAB ELEVATION
L4 I r1l
15 1 _.n RESTORATION.
IL X /%[) I -c, / �j g...j:*__
ct: ca 19 \ I? ll� EASEM
1�v
YD
REMOVE PIP FG XXX XX FINISHED GRADE EL OUTSIDE BUILDING
)15 7 R001=448.00
C=l V)
SEE N
IOTE 10 11. REMOVE EXISTING UN -USED STORM DRAIN PIPE.
44621 LE=445.27 zl C4 co
PIAI-AAG-F,
H a8z +-X.X' H HEIGHT OF ROCKERY
2.0 Z9 Cm
RI oe �,� *_._ - 12. SOILS EXCAVATED IN THIS AREA MAY CONTAIN HYDROCARBON
+SE 450.0 ":
ABANDON 64 IF 8" SD I al ODOR AND SHALL BE REUSED ON S17E IN COMPACTED FILL ABOVE
+ 2 + XXXX SE SWALE INVERT EL
EXISTING CULVER TL=1.43% =1.40Yo 4' DIA. CMP DETEN71ON PIPES OR SOUTH OF BUILDING D UNDER
C.�
-u- �u�
SEE NOTE 9 CL_ u V) 6'-0" TALL THE PARKING LOT. SURFACE DRAINAGE SWALE
00 -KUVIDE GRAVITY DRAINAGE
_J 0 CEDAR FENCE
L 13. CONTRACTOR SHALL COORDINATE WITH CITY INSPECTOR PRIOR
47 LF 8" SD IJ TO YARD DRAINS) SEE 4/C9
SL=1.437. TO PAINTING ALL CURBING AND PARKING AREAS WITHIN CITY
Ln /y
RIGHT OF WAY.
PAVEMENT SLOPE DRAIN
j -LANDSCAPE SETBACK �_l
0 YD 18" INSIDE DIA. YARD DRAIN
VEGETATION STD DETAIL 410 - C3
BLD 44*7. ?6 B E (71. D MAINTAIN EXIS71NG
BF E SW EL F E. 45.76
,� q , - . -- - - _. I ! - -
1. 1 i 11 -,L ` -1 �7_ -- . I Al 1'�AIL;r_ U
210 - I
�j CB CATCH BASIN TYPE 1
8.0, CB 6
CALL 2 DAYS
STD DETAIL 412IC9
RIM=4400 Z I -
IE=49�30 EFORE YOU DIG
B
RIM= 152.20 F ROCKERY - SEE DETAIL I/C9
I U J 1-800-424-5555
45111 _j
IE: + Ll -SIDE RI I G.
(UNDERGROUND UTILITY LOCATIONS ARE APPROXIMATE)
+ 126 LF �:l
SETBACk SOILS TEST PIT, GEOTECH
YO 91
41 m
CONSULTANTS, INC.
Diii An IZ 850 1`4 Cal 8
int-r- 1
0.0 Lu d RIM=44 JLC
0
IP�447.80 C5 FOR
T ,j IE4445.
__1299- CONNEC71ON
*.�8 3R" F
1, 2
f
,_j U-S Cl
in
14
�l 5D
TYPE 5
diURB RAMP
13
L I--- w
W
A=_
C4
7-- 2" ASPHALT CONIC PAVEMENT
"B"OVER
12+00
84TH AVFNU
11+0 T 3�00 CLASS 12
12'
...... - ------ 4" MIN A TB
+ FIRE
PROPOSED HIGH TRAFFIC LOAD DRIVEWAY' LANE
SEE DWG. E 2.27.1 CIO
BUS STOP�
WITH TYPE 2 CURB RAMPS
4r
2
-4
J
PROPOSED GRADE
CUT -IN 10" PVC TO
J-7;
EXIS71NG CB ASPHALT TAPER 2" CSTC MIN
IE=442.27 W BERM TO DRIVEWAY�
IE=442.33 N 2" ACP CLB
4" A T8
RIM-448.52 RIM=448.64 RIM=448.76
-IE=443.20 IE=443.18 IE;=44.3%.I4:,--,.
WATER LEVEL IN SYSTEM,
R�LEA
E RATE Q (Cfs)
2 YEAR EL 446.1111
XO.Q15.
--YEAR,: E1446 46:`:*�, J-0.10
;460x- �`EL`44
0.38
RIM 447.56 if I
IE=442.48 NS c)
5 LF 4" CMP c) NOTES:
=0.5't 36 LF 10" P +
CN 1. SUBGRADE SHALL BE PREPARED AS FOLLOWS:
-1 CUT -IN 10" PVC
IE=442.51 SL=0.40% nN I I qFrTinNq - rnmPArT rmppv nrpTiq or ra i Tn
1 112" R-,,,�, 4"
DEPTH
THROUGH JOINT
#418" GALV
ROD AT 30" O.C.
TO EXISTING CB
95% MAX DY DENSITY PER STANDARD PROCTOR
IE=442.33 N Bo
PAINT
URB* LOl#___'_w__/ ----- 24" CMP MATCH
p - 4�` EXIST IE=442.27 W - COMPACT UPPER 6" TO
9 N 0*38'38" r' \% r-1
10 TYP. EN71RE hL INVERT OF 48" CMP ON CUT SECTIONS
0 lu-A
95% MAX DRY DENSITY PER STANDARD PROCTOR
MCA sp
140 LF 4' DIA CMP,, SL=0.5-Y.
Lu IE=442
IL
CB 10', 135-LF 4' DIA F_� 5 TYPICAL CROSS SECTION
Lofvfp I
E�>
RIM=447.75 C)
IE=40.78 -14: - _., " i I GISTV-
0
. ..... .. . Lol DRIVEWAY/ PARKING IONAL
9
A7 cd IE=442.57
SL=0.607. RIM=,d '701
QQ or" CB
_A. V, NOT TO SCALE
- --------- ..............
N 0*38'38" E
C6
lia
RES OCTOBER 24,
LIT_
NOTES:
1: ALL TYPE It CATCH BASINS SHALLHAVE
A I
SOLID LOCKING LIDS.
APPROVED FOR CONSTRUCTION
2. CONNECT ALL ROOF DRAINS TO DOWNSPOUTS. BIJILDINUi 1.11-PI
SEE ARCH PLANS FOR ROOF DRAIN LOCATIONS.
L
Vk CIfY ENGINEER
DATE
3. F0071NG DRAINS SHALL BE CONTINUOUS AND SHAII
BE CONNECTED TO SUMP PUMP SHOWN ON THIS PLAN. 0
10 20 40
SCALE. 1"-20P
I
z
0
Lr)
r 1
C14
00
E-
U)
E-
r4
cD
00
0)
Z
IZT4
Z
:z
Z
z
16_�
F-4
�D
C)
C14
Z
0
5
V)
zl�
V)
F-
LLI
F-
C14
Lo
JOB NUMBER
01040
DESIGNED BY
cs
DRAWN BY
EMC/JG
CHECKED BY
RDB/CS
DATE
01/29/02
SHEET NUMBER
C 3
4/fJ4/UZ U104U-(;J J:1,WM
NOTES:
1. HYDRANTS MOST BE IN PLACE AND
SERWCEABLE PRIOR TO COMBUSTIBLE
CONSTRUCTION.
Z FOUR FEET IS TO BE MAINTAINED BETWEEN
FACE OF CURBS AND FIRE PROTECTION
EQUIPMENT AND BETWEEN HYDRANTS,
FIRE DEPARTMENT CONNECTIONS, AND
POST INDICATOR VALVES.
3. A 4" STORZ ADAPTER IS REQUIRED FOR
STEAMER PORTS ON ALL HYDRANTS
INCLUDING EXISTING HYDRANTS.
4. WATER AND SEWER TO BE INSTALLED IN
ACCORDANCE WITH OLYMPIC VIEW WATER
AND SEWER DISTRICT STANDARDS.
a FIRE PROTECTION ENGINEER TO PROVIDE
CHECK VALVE ASSEMBLY (OCVA), RISER,
FOC CONNECTION, CONTROL PANEL AND
ALL OTHER NECESSARY APPURTENANCES.
PROVIDE MONITORED VALVE AS REQUIRED
BY OLYMPIC VIEW WATER AND SEWER.
6. FIRE DEPARTMENT CONNECTION (FOC) SHALL
BE 4 INCH DIAMETER CONNEC11ON WITH SIAMESE
2 112 INCH DIAMETER HOSE CONNECTIONS.
FOC SHALL INCLUDE CHECK VALVE, AND DRIP
BALL VALVE.
Z CPVC PIPE TO BE SIZED BY FIRE
PROTECTION ENGINEER.
8. DOUBLE CHECK VALVE ASSEMBLY
IS REQUIRED FOR ALL BUILDINGS
WITH REMOTE READ.
9. PIPES SHOWN TO BE PLUGGED AND
ABANDONED SHALL BE CUT AND
PLUGGED WITH CLASS 3000 CONCRETE
TWICE THE DIAMETER OF THE PIPE.
END WALLS SHALL BE COMPLETELY
REMOVED AND DISPOSED OF
BY CONSTRACTOR.
10. PIPES DESIGNATED FOR REMOVAL SHALL
BE COMPLETELY REMOVED AND DISPOSED
OF BY THE CONTRACTOR.
A.C. PIPE SHALL BE DISPOSED OF IN
ACCORDANCE WITH PSAPCA REQUIREMENTS.
11. SEE LANDSCAPE PLANS FOR DCVA DETAILS.
12. POTHOLE EXIST. 10" WATERMAIN AT
236TH ST. SWI, AND EXIST. 12" WU AT
84TH AVE. W PREPARE CONNECTION PLAN,
PROFILE, AND DETAILS. SECURE APPROVAL OF
OLYMPIC V1EW` WATER AND SEWER DISTRICT AND
POGGEMEYER DESIGN GROUP.
13. 8" WATERMAIN WILL 13E INSTALLED, TESTED
AND APPROVED PRIOR TO CONNECTION TO
EXISTING WATERMAIN. SEE DETAIL SHEET C14.
14. DEVELOPER SHALL ENTER INTO AN AGREEMENT WITH
OLYMPIC WEW AND WATER SEWER DISTRICT.
15. OLYMPIC VIEW WATER DISTRICT SHALL CUT AND
ABANDON EXISTING WATER SERIACE. CONTRACTOR
WILL INSTALL WATER SERVICE PIPING AND METER
SETTERS OLYMPIC V1EW` WATER AND SEWER
DISTRICT WILL.
16. INSTALL 3" WATER SERWCE FROM SUPPLY LINE
TO 2" METERS AND 3" BRANCH LINE FROM
METER TO BUILDING. BOOSTER PUMPS MAY
BE REQUIRED IN BUILDINGS DUE TO MINIMAL
PRESSURE (35 PSI).
1Z ALL WATER AND SEWER REQUIREMENTS SHALL
MEET OLYMPIC VIEW WATER AND SEWER
DISTRICTS STANDARDS AND THE DEVELOPER
SHALL ENTER INTO AN EXTENSION AGREEMENT
WITH OLYMPIC V1EW AND WATER SEWER DISTRICT,
18. ALL TRENCH BACKFILL FOR UTILITIES ON
236TH ST. S.W. AND 84TH AVE. W. SHALL BE
CONTROL DENSITY FILL PIPE BEDDING. THE
CONTRACTOR SHALL CALL THE CITY OF EDMONDS
INSPECTION LINE (425-771-0220, EXT. 1326)
FOR ALL TRENCH AND PAVEMENT RESTORATION.
LEGEND
NEW WATERMAIN
-W-
EXIST. WATERMAIN
- -
EASEMENT
'(::f
FIRE HYDRANT (FH)
tf
FIRE DEPT
CONNECTION (FDC)
WATER METER
CATE VALVE
CALL 2 DAYS
BEFORE YOU DIG
1-800-424-5M
CA-
r. .....
SE 449.7
1 vq 0 Z
2.5 H
2.5' H
C
ROX 7p,
N N
r, 7
C/)
CIL
c:)
L&J
(4-
LL_j
oi
c1q 00
00
cv
cn
b
v)
m
BLDG. A cl)
I'm
BF EL 446.76
IE=443.16-\
UL
6" SS SL=2
1. 7' H
b VA
CN 1 112 C
IRR . r % 5 SMH T
1 012" ML TE
RIM EL. 4
'061 3 IE=4
FIRE HYDRANT
_ffE 7N
I-8"x6* TEE MJ x FL Q!E
1-6" GATE VALVE FL x RJ
THRUST BLOCKING
4t),.bl
V,.J. 1
STA 11+50 4' DI
WET -TAP CONNECTION TO
0
EXIST. 01 WATERMAIN
,SEE DETAIL SHEET C14 up!
IZI
1�59
(j!
-10
2.0' H PI
Cl
a +SE 450.0 2' METER
CL
00 c
V.A.
BLDG.
OF EL 447.2h
8.0, EXTERIOR TRPL
REMOTE READ
LOCATION
L4
SE 450.0 C)
0
C)
cs
. ........ ........
. . ....... v. G
S__ G
-----------
A
't'lj�
......... . ........ . .... ,
..... ............
OL... ...........
0
PAINT CURB YELLOW
TYP. ENTIRE LENGTH
.4
S
738'37E
rn 00
00
30.00' c)
N '38'38"
..... . ... ..... -- -- - -----
6 .9
00
00
C/)
m
2 v
71 BLDG. B
BF EL 445.50
PIV
4" 01 4" EMERGENCY IE=44Z39
OVERFLOW TO SS
WE
NOW-44100 _=w-40-upm!
-NO A
--SEE
+
LB" DI WATERMAIN 312 LF
X DI I $r�1911 FOC
IE=444.16
................... - vv
C.) . .......................... . . . ........ . G
DISCONNECT EXISTING I
SERVICE FROM METER I
LJLJ __j
bi
- L 99.95�% _
0
LJJ
UJ
=( N 0-38'38- E
$'Ira
FOC 1 4p 114-1 Of 1 $�a
0
PIV
0.
4w DI
FIRE HYDRANT
8w iss 1
S M TYPE 1 !V,6 1-8"x6* TEE Md x FL.
R M L 44 7.90 1-6" GATE VALVE FL.x Rd
IE=441.54 W
THRUST BLOCKING
SE R
T T 90" NO
u / I
ODCA 16
6' SS SL=10%-
BL D
Sw EL BF f L 145.76
,d - 450.3 EXTERIOR TRPL IE=441.42-
- REMOTE READ
/Y LOCA TION
lot
NT
-I- - - - _r
2" METER
w............ N...- w .............................................. . .........................
G
16' CAS
EXST,_/ 12+00 84TH AVENUE WEST 13 owo
%u
�q u i 1 -1 u ij r (p s V\I�i
..... ....
0
LLJ __j
CUT -IN NEW SSMH
STATION 12+P9
ON EXISTING 8 SS
IE=440.28 ±
SEE SS MANHOLE CUT -IN ON SHEET C-13
m
c)
. ... . .... . . ....
'to
+N
0 L . ...... . ....... -
c :
CN CX
NOTE $1 A 111 :
1-8"x4" TEE Md x FL
1-4"x3" REDUCER MJ x IP
1-3" CATE VALVE Ip
THRUST BLOCKING
4-
STA 13+27
WET -TAP CONNECTION TO
EXIST. DI WATERMAIN
SEE DETAIL SHEET C14
wriR Aft A v on
r us, d HE u
IAPIC\\VWW WATE& PISTRICT
B ....... -------------- Datei
T
0 10 20 40
SCALE: 1 =20'
HUILDINu oI P't',
I EXPIRES OCTOBER 24, 200
r In
z cn
0 0)
I. -I � LO
00
E-
U)
co
z
z
0
z
C-0
z
(n
cs
z
Z
c):f
U)
C*4
C)
Z
0
F_
0
F_
rD
cli
u')
7/25/02,11:18 AM01040-05.plt
0
_0 qoL
C
0
2122102 01040-05 8:20om
8.
+
-2.2' -H
0.0
0-)
TYPE 5
CURB RAMP -
75
fG9 G
0
455
q
c ( \le
0
E
- -F-
4=
0(:6)
Co
6
C)
0
W EL P
196'
vv vv
y y
11+00 3-, 12+00�
0 0
G)
(D
cn
f-y
0-)
0-)
0
84TH AVENUE PROFILE
SCALE. H l'--20'
SCALE. V 1"-5'
NEW CURB AND GUTTER
TO MATCH ALIGNMENT
OF EXISTING IMPROVEMENTS
ON 84TH AVENUE
*0�
0
U
-0 c:
0-
1cf) I
>1
co
0
0
Q)
>
--13
"o'
-+--j
C)
4
V
0
0
t . -1-
>
d� 0
(D
4-1
(D C:
?9.8 6?
di I
E
0-
c-
D -4-
c c- 3:
0 -�-' 0
0
-jalm" F
m
94 LF O'Sd SL=2%E'
C-)
El
E G 12'"' SD
w--l/
w
w
VERIFY EXIS71
IE=443.10 OR BELOW-""'
n w
SL = 0. 77.
B4YH
AVFNUE T
13+00
W
- - - - - - - -
w
1
14+00
IlDqdsV
@ul-] jugwn
(p n (9 9
6ON
1
a�v\inssv
bUlADd �o a5p]
m
p p
CNO
qO
dqo dqo
HIGH TRAFFIC LOAD DPI WAY
SEE DWG. E 227.1 C9
PAINT CURB YELLOW
10' NORTH OF AND
>1
SOUTH OF DRIVEWAY
>
(D
>
A I -
N 0 TE.-
PARALLEL PARKING STRIPING TO BE INSTALLED
IN 84TH AVE. W UNDER THIS CONTRACT.
STRIPING TO BE COORDINATED WITH BUS STOP,
AND CITY OF EDMONDS SPECIFICATIONS.
lJ+uu 14+00
MATCH CURB OFFSET
TO EXISTING IMPROVEMENT
R/W ON 84TH AVE. WEST 22'
(A
30'
RDWY
CIL
1.2'1 9.5'1
MATCH
EXIST ASPH,*
EXIST ASPH
20%
2" ASPH CONC CL 0
2" CRUSHED SURFACING TOP COURSE
6" CRUSHED SURFACING BASE COURSE
BASE AS APPROVED BY ENGINEER. *SAW CUT. APPLY
TACK COAT
ROADWAY SECTION
SCALE: 1"-5'
5.5'
6" IN
DWY
--:.12%-
EAST
R/W
2.;l
st \—SEE PLAN
FOR GRADES
-CONC WALK PER
EDMONDS SID DETAILS
VERTICAL CURB &
GUTTER PER EDMONDS
STD DETAILS
APPROVED FOR CONSTRUMON
0-2-
CITY ENGINEER 66V-�
It D. Bo
WAS
0
21018
GISTS
"'/ONAL
EXPIRES OCTOBER 24, 2002
Wa'- . um, Q�
Lu"i
u,
m Z
Q::�qz-o
000 L, r= um, wz
w < _j L"
<
> 0
V)o w
:zmw
w (n U-1
mz[::Zaf
w
0 �-:D
V) Z V)
RZF-0
cx
z
U, '-J)
0 L L
Lij
L'.j Cl) 0 LL,
z CL
WZ Ip,-'
z
2
z 0!;E (L g
V)
5:
0
'- ui Lli
Lj En S2
w
mFn
u.j fy-
U) 0 lnr- 0
L0
I'D =>- �>m-
z
LLJ
0
M
a:<M
c' o
C)
CD
- L(3'
S�2
Ld
LL-
, 0
z 0:: LLJ iE-
0
0 0 Ck� La
Q- Ui Z:g:
(8) C)
0
0
uz
w:i U-1 <
0 <
vN:f
o o'
r= (Z)
< ( a n LV'J) Z LLJ
:2 ::
Lij
W
o
2
Q-� 0 CL mo
F-
Kz<
CL
<
Ld
o 0< v)
Ing
<cnu- <n
z
Lo
0
0)
C),
u I
I
r-
C4
03
E-
Lo
C14
U)
El
04
0
Z
C)
z
2:
Z <
z
1-Z
C\l
�D C)
64
LLj
Z F-
0 ZD
cn
F—
V)
LLJ
Ld
C)
(o
04
Lr)
u-
0
Ld
Z)
z
Lli
00
BUILDII,ici ucri,
JOB NUMBER
01040
DESIGNED BY
cs
,DRAWN BY EMC/JG
I CHECKED BY RDB/cs
00
<
cf)
<
0
0
ci)
Q0
DATE
01/29/02
C5
7/25/02,11:21 AM01040-C6.plt
c-
-0
Ohp -
e n,) on
ss disk
c-
P�
4-
ca
INEW POLE
LOCATION
SSM —1092
0, Ohp urip
Ohp, 01-1
W r ---- W
rN
10+00S H-109A6-�Z,'
im
TYPE 5
n CURB RAMP
Oh p
'00111118e
-All
\0`1
452
RELOCATE OHP AND POLE� ABANDON EXISTING ��WT
BY UTILff COMPANY-- PARKING 76'
7/ Driveway
— t op
uhp
WE
I I
lk%lv
gh
PARKING 36'
OT PO v23 6 TH S TR EE T- S W.
S W,
12+00
Edge of pdving
12"Rcp
HIGH TRAFFIC LOAD DRIVEWAY
SEE DWG. E 2.27.1 C10
S 887051 " E
ABANDON EXISTING CULVERT
wml�
WE
74vlr? 41 1 �j
NEW CURB AND GUTTER TO
MATCH ALIGNMENT OF EXISTING
IMPROVEMENTS ON 236TH STREET
/-� EXIS71NG ROAD
-1
—Ohp unp Ohp — 11L
.748
i—A
G Asphalt
14E�XISRN�GCB 0
:r
7D
—u
�NV Kh p — 0 h p
----
-------
-
A
Jf
450
F
T
450
'E
445
J,
L
445
10-
NI I
ONTER
1 RQ I ADWAY 1
-
------
. . . . . .
4410
7-
440
10+00
11+00 12+00
236TH STREET PROFILE
SCALE: H 1"-20'
SCALE: V 1�-5'
VOTES:
1. EXIST U71LITIES MAY HAVE TO BE RELOCATED.
VERIFY LOCATION PRIOR TO CONSTRUC71ON AND
NOTIFY ENGINEER or ANY CONFLICTS.
2. PARALLEL PARKING STRIPING TO BE INSTALLED
ON 236TH STREET TO CITY OF EDMONDS
SPECIFICATIONS.
RDWY
CA
13+00 14+00
RIW
(A
4.8'± 1 5.5±
MATCH CURB OFFSET
TO EXISTING IMPROVEMENT.
AND CB ON 236TH ST 19'±
30'
5.5'
EAST
RIW
3.5'1
6" IN
MATCH DWY
EXIST ASPH*
EXIST ASPH
27.±
2.0%
0. j
Q SEE PLAN
FOR GRADES
2" ASPH CONG CL 6 to
CONC WALK PER
2" CRUSHED SURFACING TOP COURSE EDMONDS STD DETAILS
6" CRUSHED SURFACING BASE COURSE VERTICAL CURB &
BASE AS APPROVED BY ENGINEER *SAW CUT GUTTER PER EDMONDS
APPLY TACK COAT SM DETAILS
ROADWAY SECTION,
SCALE. 1"=5'
APPROVED FOR CONSTRUCTION
F -L-
DATE
J
BUILDIN(3 UEP I
0. B0
of WAS&,
21018
GISTE
'SS��%NAL
EXPIRES OCTOBER 24
u, 0-- Ld �
vlomm�
id-Z Uzi
<
000W
M F= m Ld
cn 0 Ld
Lu
L' 5 0,0
V) 0
ML,
W 'm W
m m Z' W-
2 �- D
V) Z V)
Z - 0
z
ui Qx-
n LX, 0 0 W
2
W
:2
:2
� : F- �0'- :�
z 0
W,
V)
0
E0
F- LLI �-
30
Ld >-
CD >=
z
i <
0
I<,- cor-, , -- m, m<
c) Q:� -i
W
0 F-
u- ::)
0
IL
LL-
fk'- W
UO U05 LZIJ
x
C)
<C-)C)zo
LLI Z
<
z W
C)
OZ:2�61 >- (1f
r= C) Ld CO LLI
0
< ':: V) z -
MLu:D00
W
0
-:7
- >- z < (f)
Zz<,--
< 0-
<
0
>- cr Lij
Z >- 0 n V)
<'m L- < D
LO
z cr)
0 a)
L0
U)
C4
00
9�
cq
r-)
El 'C':)-
04 0,0
0
Z
CD
z F-
CD
F4
z V)
;E
ci
Z:
ct-1
E-4
�4
�D 04
C)
cli
0 :3
c/)
F�
(D
cn
1.1
LLJ
ct�
Lu
E
0
::D
00
ry
CL
Ljj
ui
<
n,
V)
ry
Q0
JOB NUMBER
01040
DESIGNED BY
cs
DRAWN BY EMC/JG
CHECKED BY
RDB/CS
DATE
01/29/02
SHEET
NUMBER
C6
16" MAX
#4 BARS AT 6" SPACWG 4" MIN
4
24" DIA HOLE
C,4
2- (TYP)
L
- - - m . .
F I" MIN . .41.�
2 112" MAX 48
1 112- PVC
SCHEDULE 40
ASTM D 1785-
ANCHORED TO CONC.
2-SS EXPANSION ANCHORS -
FLOAT SWITCH JUNCTION BOX
FINAL GRADE-,
1 112" PVC
SCHEDULE 40 1 112" 90' FL ELB
GASKET JOINT
RESTRAIN TO CB
WA TER LINE WITWO 112- RODS
TO CB 3
4" PVC
HIGH LEVEL ALARM EL 441.60
LAG PUMP ON EL 441.20
LEAD PUMP ON EL 440.50
1 112- PIPE
FLOAT SWITCH, TYP
SEE NOTE 5
PUMP OFF
EL = 439.5
1 112" 90' FL ELB
BALL VALVE--"
SUBMERSIBLE PUMP
SEE NOTE 1 Z1.
X
C14
6"
4
POLYPROPLYNENE
STEPS-<
12" (TYP)
I" MIN -
2 112" MAX
SEPARATE CAST IN
PLACE BASE
GRAVEL BACKFILL FOR
PIPE ZONE BEDDING
1 112"
COUPLING
I I m mix
NEENAH PREMA-GRIP LID SURFACE
ADA COMPLIANT
MANHOLE RING AND COVER
RECTANGULAR ADJUSTMENT SECTION
OR CIRCULAR ADJUSTMENT SECTION
FLAT SLAB TOP
STEEL
6 V
F. i�
1 -6
PRECAST BASE W1 TH
IN TEGRAL RISER
"0" RING
6"
12
SEPARATE PRECAST BASE
NOTE&-
1. NO STEPS ARE REQUIRED
WHEN HEIGH T IS 4' OR
LESS.
2. THE BOTTOM OF THE
PRECAST CATCH BASIN
MAY BE ROUNDED.
3. FRAME AND GRATE MAY
BE INSTALLED WITH FLANGE
DOWN OR CAST INTO
ADJUSTMENT SECTION.
4. GROUT ALL JOINTS INSIDE
AND OUTSIDE
5. MINIMUM DISTANCE BETWEEN
KNOCKOUTSIS 8
2 BASE REINFORCING STEEL
IN IFT IN EACH DIRECTION
INTEGRAL BASE SEPARATE BASE
0.15 0.23
4 CA TCH BASIN TYPE 2
NOT TO SCALE
C8
2" EL. CONDUIT TO
EL. CONTROL PANEL
SUBMERSIBLE PUMP
>
<
'CO TYPE 2
SEE 4/C8
PUMP MOTOR CONTROL PANEL
WALL MOUNT IN ELECTRICAL ROOM
,-MOTOR DISCONNECTS
EL 449.42
4" DIA CO SEE 41C8
7 IA- fl
314" CONDUIT WIWATER TIGHT
_4" BACK
STRAIN RELIEF CORD GRIP, TYP
WATER
VALVE
4"0 EMERGENCY
OVERFLOW TO
SO EL, 444.33'
6"0 PIPES FROM
YARD DRAINS
'**-CO TYPE 2 IE 443.7 N
IE 441.60 E
SEE 41C8 IE 442.35 S
---GUIDE RAIL SYSTEM
HYDR-O-GUIDE
OR EQUAL
-4-
318" GALV LIFTING CHAIN
___--POLYPROPLENE STEP, TYP
2" 90' FL ELB
BALL CHECK VALVE
--f
J
IE 438.5
STORMWATER SUMP PUMP -
NOT TO SCALE
A
r_1
3" STYROFOAM MAT
DIAGONAL BARS
PER PIAN�
ASPHALT LOAD TRANSFER SLAB
PAVEMENT --- (SEE DETAIL ABOVE),
Lo
CMP AND APPURTENANCES
14 GAUGE, 0.79 INCHES, (3'xl-) CORRUGATION
GALVANIZED AASHTO M274
JOIN TWIN 48" CMP PIPES
W1 24" CMP LINK AT INVERT
EACH END
SUMP PUMP NO TES:
1. PUMP SHALL BE SUBMERSIBLE CENTRIFUGAL WITH NON -CLOGGING IMPELLER DESIGNED
TO PASS 314" SOLIDS. BASE, MOTOR AND PUMP HOUSING SHALL BE STAINLESS STEEL OR CAST IRON
W1 STAINLESS STEEL HARDWARE. MOTOR SHALL BE 0.30 HP, 115 VAC, I PH, 60 H2, OIL FILLED.
EACH PUMP MOTOR SHALL HAVE A CONTROL PANEL MOUNTED STARTER AND SHALL HAVE AUTOMATIC
THERMAL OVERLOAD PROTECTION. SHAFT SEAL SHALL BE MECHANICAL WITH CARBON AND CERAMIC
FACES. PUMP SHALL HAVE A MINIMUM DISCHARGE RATE OF 32 GPM AT 12' TDH, MODEL SHEF 30 AS
MANUFACTURED BY HYDROMATIC OR APPROVED EQUAL.
2. ALL PVC DISCHARGE PIPE AND FITTINGS SHALL BE FLANGED
3. BALL VALVE SHALL BE BRONZE BODIED, FULL PORT, NON -SHOCK RATED AT 100 PSI AT 73. WATER.
4. SWING CHECK VALVE SHALL BE RESTRAINED, SCREWED OR FLANGED CONNECTIONS,
NON -SHOCK RATED AT 100 PSI.
5. FLOAT SWITCHES SHALL BE NON -ARCING SPOT MERCURY SWITCH IN A HERMETICALLY SEALED
POLYPROPYLENE CASE, WITH WEIGHTED CORD #2900 AS MANUFACTURED BY 6ONERY MFG., INC. OR EQUAL.
6. ALL ELECTRICAL WORK SHALL COMPLY NTH THE NEC AND LOCAL CODES. SEE ELECTRICAL PLANS
FOR WIRE, CONDUIT, AND CONNECTIONS. STAND BY GENERATOR TO BE PROVIDED ON -SITE.
7. THE PUMP CONTROL PANEL SHALL INCLUDE A MAIN POWER BREAKER, A POWER BREAKER FOR EACH
PUMP MOTOR, POWER BREAKER FOR FLOAT LEVEL CONTROLS, MOTOR STARTER FOR EACH PUMP,
FLOAT CONTROL RELAYS, A "HAND -OFF -AUTO" SELECTOR SWITCH FOR EACH PUMP, A TWO STEP
ELECTRONIC ALTERNATOR WITH SEQUENCE SWITCH FOR LEAD -LAG PUMP ALTERNATION, FAULT RESET
PUSHBUTTON, VISIBLE AND AUDIBLE ALARM WIALARM SILENCE RELAY TO INDICATE H13H WATER LEVEL.
PUMP CONTROLS SHALL BE A MAXIMUM OF 115VAC. THE "HAND- OFF- AUTO" SELECTCR SWITCH SHALL
"HAND" POSITION TO AUTOMATICALLY RETURN TO "OFF" WHEN HAND
BE SPRING LOADED IN THE
PRESSURE IS RELEASED.
IN THE "AUTO" POSITION, STARTING AND STOPPING OF EACH PUMP SHALL BE CONTROLLED
AUTOMATICALLY BY THE PUMP TANK FLOAT SWITCHFS. IN THE '"HAND" POSITION THE PUMP WILL RUN
CONTINUOUSLY REGARDLESS OF THE WATER LEVEL IN THE TANK. THE CONTRACTOR 3HALL SUBMI T SHOP
DRAWINGS TO THE ENGINEER FOR PUMPS AND ALL CONTROL COMPONENTS.
8. INSTALL BACKWATER VALVE ON EMERGENCY OVERFLOW PIPE, CHECK VALVE SHALL
BE PVC WITH QUICK ACTION, EASILY REPLACEABLE FLAPPER WITH ELASTOMERIC SEAT CHECK VALVE SHALL
BE #675P AS MANUFACTURED BY NOS, OR EQUAL.
10" LOAD
TRANSFER
SLAB
F
t%l A r% 'rVIMr* A A A I It �M A. MANHOLE
I. WELDED JOINTS TO BE
WATER TIGH T
2. ALL STEEL PARTS
SHALL BE GALVANIZED
& COATED W1 ASPH PER
TREA TMEN T 1.
3. ORIFICE SHALL BE
SHARP EDGE, SHOP
DRILLED.
DISCHARGE CON TROL
FLOW CONTROL MANHOLE
PIPE DIA TO
1A TCH OUTLET PIPE
3's
NON-SHRINK'GROUT
12
MAX OUTLET PIPE
8
I Z�-FLEXIBLE ADAPTER
COUPLING
'2"
8- FMAX
GASKET (TYP)
\�
SLEEVE COUPLING
CNL- I
--\\\-10" DIA REMOVEABLE COUPLING
ORIFICE
ORIFICE PLA TE
Connection And Control Device
NO SCALE
5/8" SS EPDXY ANCHOR BOLT
I" DIA SS PIPE SPACER
(-1/4"XI.5" SS STRAP
MH WALL
Pipe Support
NO SCALE
AND TEE
D. B0
0� WAS
21018
_10,
GIST
ONAL
EXPIRES OCTOBER 24,
NEENAH R-1877-El
FRAME DOUBLE LID OR EQUAL
24" 48* OPENING
FRAME AND COVER EL 448.60
RIM EL. 447.56
OVERFLOW
446.48
6" INSIDE DIAMETER
LIFT ROD AS SPEC. BY MFR. W1
HANDLE EXTENDING TO WITHIN
ONE FT. OF COVER AND
ADJUSTABLE HOODLOCK
FASTENED TO FRAME OR UPPER
HANDHOLE.
8" OUT
442.48
5/80 DIA ORIFICE
5 1-0" POLYPROPYLENE
STEPS
SECTION
STRUCTURE
NOT TO SCAT
OVERFLOW
446.62
DEAD PC
444.48
_%j
IPE SUPPORT
V' DIA ELBOW
Y/ ORIFICE
118' DIA ORIFICE
OUTFALL
Ow REMOVEABLE E!
'OUPLIN
N
q It
EMPORARY EROSIOi\j CONTROL NOT 70 SCALE
WET VAULT STRUCTURE DETAIL
T
SHEAR CATE
z
LO
C"
Cn
LO
I
co
E-
,
LO
C*4
:V1
E--
q4
n
23
2,0,
0
z
;z
0
C-9
Z
z
<
z
ck:
--- q
>
co
C14
CD
C14
Z
0
wi
5
V)
C3
V)
C .13
LU
U:
F-
V)
m
F-
LO
7/25/02, 01:44 PM01 040-C9.pit
GEOTEXTILE
4 TO 6 IN.
QUARRY SPALLS
PROVIDE SWALE, GRADE TO DRAIN
TO APPROVED SYSTEM.
12 IN. OF COMPACTED SOIL
OVER GEOTEXTILE.
SLOPE TO DRAIN
6
MAX. HEIGHT 4 FEET
MINIMUM 4-IN DIA. PERFORATED
2 BASE COURSE
RIGID PIPE (HDPE TRIPLE WALL
OR BETTER). SLOPE TO DRAIN VR 1 FT. WHICHEVER
lid IS GREATER.
AND CONNECT TO STORM DRAIN
SYSTEM. PROVIDE CLEANOUTS.
COMPACTED
9- -
r3= 11
�]jl GRANULAR
2% SLOPE
BASE
NOTES:
1. CAN FOR CLEAR AND GRADE INSPECTION PRIOR TO BASE COURSE BEING
PLACED. VERIFICATION OF ROCKERY HEIGHT, FOUNDATION MATERIAL, AND
ROCK SIZE BY CITY CLEARING AND GRADING INSPECTOR IS REQUIRED.
2. QUARRY SPALLS AND CRUSHED ROCK SHALL BE PLACED DIRECTLY FROM
TRUCK OR OTHER SUITABLE CONTAINER IN ORDER TO MAINTAIN CLEAN
BACKFILL.
3. ALL ROCKERIES OVER 30-IN IN HEIGHT ARE CONSIDERED A STRUCTURE PER
THE LAND USE CODE AND MUST BE LOCATED OUTSIDE OF ALL STRUCTURE
SETBACK LINES.
4. OPENINGS SHALL BECHINKED WITH QUARRY SPALLS.
5. ROCKERIES GREATER THAN 4-FEET IN HEIGHT SHALL BE DESIGNED BY A CIVIL
OR GEOTECHNICAL ENGINEER.
6. ROCKERIES CONSTRUCTED IN THE RIGHT-OF-WAY ARE SUBJECT TO
TRANSPORTATION DEPARTMENT DEVELOPMENT STANDARDS.
EL 445.17'
ROCKERY
0. 78'
450'
TOP EL 447.88'
446.62'
J
RETAINING WALL 'b
NOT TO SCALE
MAX 2.82
MIN 2.16
0#
6.0
8"
SEE DETAIL
THIS SHEET
IAI I A
WALL A
440' BIOFILTRA71ON
SWALE PLANTS
SEE TABLE
30.00'
MAX EL 448.42
MIN EL 447.76
15" MIN
COVER
48"
D
IA
3.50' WALL B
4.00' 6.00'
2" COMPOST
TILLED INTO
6" NATIVE SOIL
PLANT SPECIES SEE TABLE
SEED AT lIb PER 100 SF
0. 047. SLOPE
3
ROAD
11.50'
00,
8.00'
2.
48"
VIA
r48"
DIA
D
/0.5%
- - -
4.00'
6. 00' 5.00'
SECTION
SCALE 1 5'
0.25'
10.00'
APPROX
EXIST
11 GRADE
EL 445.17
EXIST. 12" CONC.
CULVERT
LTRATION SWALE PROF
NOT TO SCALE
ILE
EL 444.67'
lb ><
C'i
'b
0.5' AT WALL A
1.0' AT WAI I B
RESTORE EXIS71NG FENCE
TO ORIGINAL CONDITION
-L0
ci
0.78'
2
CLEAR
2"
CLEAR
5P
C-4
(2)J4
CONC 3000 psi AT 28 DAYS
REBAR ASN GRADE 60
j4H AT 16- WALL ISOLATIOH JOINTS AT 25' O.0
#5 AT 18-
BACKER ROD
AND CAULKING
b
#4 AT 18- (3)#4 T & B u�
----a
\,7 ',Z4
3.50'
3 COMPETENT SOIL
CLEAR
2000 PSF BRG
DENSE NA71VE MATERIAL
OR 95% ASTM D-1157
RETAINING WALL
3-10
MIN. GRADE 0.5%
SCALE I
3-10
F_
MIN DEPTH 3"
\-MIN ELEVATION AT
YARD DRAIN OR CB RIM
SURFACE DRAINAGE
SWALE DETAIL NOT TO SCALE
B10FILTRATION SWALE PLANT TABLE
FINELY -TEXTURED PLANTS TOLERANT OF
FREQUENT SATURATED SOIL CONDITIONS OR STANDING WATER
60-70 PERCENT
TALL FESCUE
10-15 PERCENT
SEASIDE CREEPING BENTGRASS
OR COLONIAL BENTGRASS
A. TENIUS OR CAPILLARIS
10-15 PERCENT
WATER FOXTAIL
ALOPECURUS GENICULATUS
6-10PERCENT
ALSIKE CLOVER
1-5PERCENT
MARSHFIELD BIG TREFOIL
1-6 PERCENT
REDTOP
A. ALBA OR GIGANTEA
A WETLAND SEED MIX MAY BE APPLIED BY HYDROSEEDING, BUT IF COVERAGE
IS POOR, PLANTING OF ROOTSTOCK OR NURSERY STOCK IS REQUIRED. POOR
COVERAGE IS CONSIDERED TO BE MORE THAN 30 PERCENT BARE AREA
THROUGH THE UPPER 213'OF THE SWALE AMR FOUR WEEKS.
FRAME AND GRATE,
PER DETAILS, 422 OR 425
OR FRAME W/SOLID COVER.
NOTES
1 AS AN ACCEPTABLE ALTERNATE TO REBAR, WIRE MESH
HAVING A MINIMUM AREA OF 0.12 SQUARE INCHES PER
FOOT MAY BE USED. WIRE MESH SHALL NOT BE
PLACED IN KNOCKOUTS.
2 THE KNOCKOUT DIAMETER SHALL NOT BE GREATER
THAN 20". KNOCKOUTS SHALL HAVE A WALL
THICK
ESS OF 2" MINIMUM TO 2 1/2" MAXIMUM.
3 THE MAXIMUM DEPTH FROM THE FINISHED GRADE TO
THE PIPE INVERT SHALL BE 5'.
4 FRAME AND GRATE MAY BE INSTALLED WITH FLANGE
DOWN OR CAST INTO ADJUSTMENT SECTION.
5 THE PRECAST BASE SECTION MAY HAVE A ROUNDED
FLOOR AND THE WALLS MAY BE SLOPED AT A RATE
OF 1:24 OR STEEPER.
6 OPENING SHALL BE MEASURED AT THE TOP OF THE
PRECAST BAS
UNIT.
7 THE 6" ADJUSTMENT SECTION SHALL HAVE ONE #3
BAR CENTERED. THE 12" ADJUSTMENT SECTION SHALL RECTANGULAR ADJUSTMENT SECTION
HAVE TWO #3 BAR EQUALY SPACED.
8 GROUT ALL JOINTS INSIDE AND OUTSIDE.
#3 BAR EACH CORNER
#3 BAR EACH SIDE
#3 BAR EACH WAY
CATCH BASIN AND ALL REINFORCING STEEL
TO CONFORM TO WSDOT STANDARD PLAN B-1
6
PRECAST BASE SECTION
CATCH BASIN
TYPE 1 412
Revision Date
Oct, 2000
6" SD
- - - - - - - --
-- - --- - - - -
E_j__ 10' SD STUB
0' PRIVATE (TYF.
SID EASEMENT
0-
EASEMENT LINE 0 10' PRIVATE
SD EASEMENTF� I
0
'I
IL U)
0
SIDEWALK AND CURB
STREET CATCH BASIN
,—YARD DRAIN
W/SOLID COVER n_
................ o
U) I
YARD DRAIN
STUB OUT FOR ROOF-----__ (TYP.)
AND FOOTING DRAIN
CONNECTIONS (TYP.) '<� -------------
LOT LINE
(WP.) R—O—W
NOTE
SPECIAL CAST YARD DRAIN MAY BE REQUIRED FOR
--------- MULTIPLE PIPE CONNECTIONS.
DETAIL NOTES
4
YARD DRAINS TO BE CONSTRUCTED FROM CONCRETE
PIPE, IN ACCORDANCE WITH ASTM C 14 UNLESS
OTHERWISE SHOWN ON THE PLANS OR NOTED IN
THE SPECIFICATIONS.
CUTOUT HOLE SIZE EQUAL TO OUTLET PIPE OUTSIDE
DIAMETER PLUS YARD DRAIN WALL THICKNESS.
CONNECTION TO OUTLET PIPE TO BE MORTARED AND
Q < MADE FLUSH WITH INSIDE OF THE YARD DRAIN WALL.
CAST IRON BELL GRATE. FITS INTO BELL RECESS
AND EXTENDS FLUSH WITH FACE OF BELL. THE
GRATE SHALL HAVE SLOTS (HOLES) THAT CONSITUTE
50 PERCENT OPEN NREN FoR DRj\j"NGF. )NLET BEI_L
SURFACE SHALL BE FINISHED TO ASSURE NON —
ROCKING FIT WITH ANY COVER.
CONCRETE A IN. MIN.
12" OR 18"
CONNECT TO CITY OWNED MAINTAINED SID SYSTEM IN
THE STREET.
UP TO 5 CONNECTIONS PER SERVICE LINE.
YARD DRAIN -
r r F 410
Revision Date
Oct, 2000
Qr_
D. B0
y WAS
. . t 0
21 is 43�
01
S/ONAL
FEXPIRES OCTOBER 24, 200
0
Lr)
m
C)
9ZI
co
E-
CO
LO
C14
E-
04
0c,
C>
z
z
C)
Cn
<
<
E4
�4
Cn
C:)
C14
Z
5
C)
00
Ld
CD
2
4
01040-C9 9. OOAM
7/25/02, 08:33 AM01040-CIO.Pit
=m
FILTER FABRIC -
SECURED TO 2' X 2'
14 GA. WIRE FABRIC
EQUAL
2' X 2' WOOD OR C>
EQUIVALENT I
I I �u
8'- 12,
u E�
PLACE 3/40-1,5' WASHED GRAVEL IN
THE TRENCH AND ON BOTH SIDES OF
FILTER FABRIC FENCE ON THE SURFACE.
%t
�j
FILTER FABRIC MATERIAL IN
CONTINOUS ROLLS. USE STAPLES
OR WIRE RINGS TO ATTACH
FABRIC TO WIRE.
WIRE MESH SUPPORT FE141�E
TO SUPPORT FILTER FA IC.
M
Mom..
I I I I i m-;; I fim;-" ME
B BURY BOTTOM OF FILTER
- ��- �9 -1 2#
MATERIAL 8' TO I
6' MAX.
u
Ll\
2' X 2' WOOD POSTS OR
EQUIVALENT
CONTRACTOR/DE V ELOPER SHALL MAINTAIN AND REPLACE
STRAW BALES TO INSURE PROPER EROSION CONTROL,
, 090- 1 9ww
CITY INSPECTION REQUIRED ON ALL
EROSION CONTROL METHODS BEFORE
OTHER WORK CAN BEGIN,
YI
REVISIONS STANDARD DETAIL
APPROVED SY DATE
FILTER FABRIC FENCE FILTRATION SYSTEMS
i DATE 7/24/01 . I SCALE NTS I DWG No' E1.1
BINDING WIRE OR n EXCAVATE TRENCH 8" DEEP
TWINE
WHERE STRAW BALES WILL
I C BE PLACED AND STAKE BALES,
COMPACTED SOIL T
PREVENT PIPING
so W-0
CROSS SECTION OF A PROPERLY
INSTALLED STRAW BALE BARRIER
TWO STAKES PER BALE TO
MAINTAIN POSITION
STRAW BALES AS
REQUIRED,
Im
PROPER PLACEMENT OF STRAW
BALE BARRIER IN A DRAINAGE WAY
CONTRACTOR /DEVELOPER SHALL MAINTAIN AND REPLACE
STRAW BALES TO INSURE PROPER EROSION CONTROL, CITY INSPECTION REQUIRED ON ALL
EROSION CONTROL METHODS BEFORE
OTHER WORK CAN BEGIN.
REVISIONS
APPFMVED SY DATE STANDARD DETAIL
STRAW BALE DAM FILTRATION SYSTEMS
DATE SCALE DWG NO.
ilooi-lgso 7/24/0 NTS I E1.11.1
-7 /0# 15rlC%L/
FABRIC
15
'4 ks y 'N
%
; oo*
oo
L
Ali. A CATCH BASIN nN,
14rl; 4A
An
PLACE FILTER FABRIC BETWEEN FRAME
AND GRATE, PLACE 7/8' WASHED GRAVEL
3-4 INCHES HIGH AROUND CATCH BASIN
TO FILTER WATER.
STRAW BALES MAY BE USED IN CERTAIN CIRCUMSTANCES (SEE DETAIL E111)
UPON APPROVAL OF CITY ENGINEER OR HIS REPRESENTATIVE,
THIS APPLICATION SHALL BE MAINTAINED AT ALL TIMES DURING
CONTRUCTION PERIOD.
CITY INSPECTION REQUIRED ON ALL EROSION CONTROL
MEASURES BEFORE WORK CAN BEGIN.
NA * 0 N. 'D
C.1-T-Y'... -0.-F: ----'--E--D:
REVISIONS STANDAR D DETAIL
AMmy'n- BY PATE
TEMPORARY SEDUENT TRAP FOR CATCH BASINS
leg *0- .
99() DATE 7/24/01 FSFALE NTS IDWG No' E1.3
'-Vloo- -14�m 4
'p I
MIN. RADIUS
-4'-8' QUARRY SPALLS-
8'-12' MIN. DEPTH
PROVIDE FULL WIDTH OF INGRESS/
EGRESS AREA
CONTRACTOR SHALL MAINTAIN TEMPORARY CONSTRUCTION ENTRANCE
DURING THE CONSTRUCTION PERIOD.
CITY INSPECTION REQUIRED ON ALL EROSION CONTRO
MEASURES BEFORE WORK CAN BEGIN,
4F 0,90— 1 99v
..--C.-l-T-Y... -0-F.*:.,.......E.-D-N�'�0-'N.'D..-S-....*:.....''*
REVISIONS STAN DAR D DETAIL
APPROVED BY DATE
STABLIZED COUSTRUCTION ENTRANCE
DATE 7/24/01 1 SCALE NTS I DWG NO. E1.2
N
(u
CITY INSPECTION REQUIRED ON FORM
WORK PRIOR TO POUR
5-1/2'
7-41
1' BATTER
A
l'R
A 0.05 FT/FT
-4
A 4
A
4'. 6.
4 A
4
4*
A 4
18' STANDARD
24' ARTERIAL
NOTESi
1. FORMS SHALL BE TRUE TO LINE AND GRADE
AND SECURELY STAKED,
2. THRU JOINTS SHALL BE PLACED ADJACENT
TO CATCH BASINS,
3. EXPANSION JOINTS SHALL BE EVERY 10 FEET
AND DUMMY JOINTS EVERY 5 FEET,
4. THRU JOINTS SHALL HAVE 1/2' TO 5/8' WIDE
PREMOLDED JOINT FILLER.
5. CONCRETE SHALL BE CLASS 3- 300OPSI.
6. FINISH SHALL BE LIGHT BROOM,
7. CURB SHALL BE SPRAYED WITH CLEAR CURING
COMPOUND OR SHALL BE COVERED AND KEPT MOIST
FOR 72 HOURS,
8. ALL SIDEWALKS POURED BEHIND CURB IN
DRIVEWAY AREAS SHALL BE 6' THICK OVER 2' OF
CSTC WITH SUBGRADE COMPACTED TO 95% MAXIMUM
DENSITY.
F- .%-E.- D: NA-0.
REVISIONS
APPROVED BY DATE STANDARD DETAIL
STANDARD TY PE "A" CURB/GUTTER DETAIL
DArt. 7/24/01 Tiam NTS IDWG NO. E2.8.
CONCRETE CURB AND GUTTER
OR 16' VERTICAL CURB (TO MATCH
PER
EXISTING CURBING) SHALL EXTEND
_2ARIES
TO END OF RADIUS,
CODE
EXTRUDED CURB SHALL START
AT END OF RADIUS
RADIUS VARIES
,TRANSITION SLOPE SHALL
w
BE 1110 (TYP)
TYPE 2 CURB RAMP
TYPE 1 CURB RAMP
5' LONG RAMP MIN.
5' LONG RAMP MIN.
(SEE DETAIL E-2.1
Ld
(SEE DETAIL E-2,14)
Ld
SIDEWALK,
m
u
Lin
z
o
I
r
U
\PI ACE 1'
WIDE TACTILE Afj
V BEHIND
START OF RAMP
CONCRETE CURB AND GUTTER
PLACE FULL DEPTH EXPANSION JOINT
/.fBF
CONCRETE GUTTER
BETWEEN C/G AND HIGH TRAFFIC LOAD GUTTER,
WING AND C/G ARE NOT POURED AS ONE UNIT
CURB/GUTTER AND WING FOR HIGH TRAFFIC
LOAD GUTTER MAY BE POURED AS ONE UNIT.
FULL
DEPTH EXPANSION JOINTS SHALL BE PLACED
IF WIDTH OF OPENING EXCEEDS 15',
Est. 1891D
REVISIONS STANDARD DETAIL
APPROVED BY DATE
HIGH TRAFFIC LOAD DRIVEWAY ACCESS
(WITH CONCRETE DRIVEWAY APPROACH)
DATE 7/24/01 SCALE NTS IDWG NO E2.27.1
MEN=
Lo
z
ml co I
r-
CD
r:�
00
r)---"o
E-
co
Lo
E-
C4
P4
cO
0
z
Z
z
V)
FZ
<
z
E--i
c:)
C4
F-4
0
LLj
I--
Z:)
U)
M
0
V)
C-D
LLJ
Ld
Of
U)
to
C\l
Lo
1115102 01040-CIO 11:54am
m
1-111111 r)lt%li:: f li P i
7/25/02, 08:32 AMO I 040-C 11. pit
REMOVE AND REPLACE
CURB AND GUTTER
L
CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR.
ACCESSIBLE RAMP SHALL BE POURED SEPARATELY
FROM CURB AND GUTTER,
NEW CURB AND GUTTER
INSTALL 1/2' EXPANSION
JOINT MATERIAL (TYPICAL)
kP L_L_ �-j
/0,
L L-"L
I L -1 1 -
'_LLL LLV I
LLL\L
' I
_LLL
TRACTION GI JD
L 1+ SEE RAMP D -TAIL
'LLLLLL
L L\
TRACTION G ID
L
S EE RAMP TAIL
W # I
D G E2
DWG # E2. 4
LL
SIDE RAMP
D 10 <TY
10 <TYPICAL)
EXIST SIDEWALK
Ld
V)
C4
x
w
SAW CUT AS REQUIRED
TACTILE WARNING STRIP (TYPICAL)
AW CUT AS REQUIRED
NOTE,
1. AT LOCATIONS WHERE NEW RAMPS ABUTT EXISTING CURB,
GUTTERS, PLANTER STRIPS, AND SIDEWALKS, CONSTRUCT
NEW RAMPS TO MATCH ADJACENT SURFACES,
2. ALL CONCRETE SURFACES SHALL HAVE A BROOM FINISH.
3. CONCRETE SHALL BE SPRAYED WITH A CLEAR CURING COMPOUND
OR SHALL BE COVERED AND KEPT MOIST FOR 72 HOURS,
V,
REVISIONS
APPROVED BY DATE STANDARD DETAIL
CURB RAMP TYPE 4
DATE 7/24/0, SCAM NTS DWO NO. E2.17 lac
ISF90-1 9,90
CITY INS ECTION REQUIRED ON FORM
WORK PRIOR TO POUR
V R
I' BATTER
4
I'R
A 0.05 FT/FT
A. - -1 A
-4
14
.A
6'
.4 A
Id
18' STANDARD
24' ARTERIAL
NOTES,
1. FORMS SHALL BE TRUE TO LINE AND GRADE
AND SECURELY STAKED.
2. THRU JOINTS SHALL BE PLACED ADJACENT
TO CATCH BASINS,
3. EXPANSION JOINTS SHALL BE EVERY 10 FEET
AND DUMMY JOINTS EVERY 5 FEET,
4, THRU JOINTS SHALL HAVE 1/2' TO 5/8' WIDE
PREMOLDED JOINT FILLER,
5. CONCRETE SHALL BE CLASS 3- 300OPSI,
6. FINISH SHALL BE LIGHT BROOM,
7. CURB SHALL BE SPRAYED WITH CLEAR CURING
COMPOUND OR SHALL BE COVERED AND KEPT MOIST
FOR 72 HOURS,
8, ALL SIDEWALKS POURED BEHIND CURB IN
DRIVEWAY AREAS SHALL BE 6' THICK OVER 2' OF
CSTC WITH SUBGRADE COMPACTED TO 95% MAXIMUM
DENSITY.
CITY'.. 0 ..0 N'D S
REVISIONS - STANDARD DETAIL
APPROVED BY DATE
STANDARD TYPE "A" CURB/GUTTER DETAIL
DATE SCALE DWG NO.
7/24/01 NTS E2.8
CITY INSPECTION REQUIRED ON F`DRM WORK PRIUR To POUR
ACCESSIBLE RAMP SHALL BE POURED SEPARATELY
FROM CURB AND GUTTER.
REMOVE AND REPLACE
CURB AND GUTTER
LLLI
LLL'
L
LLLI
11 L
LLL
L L
%Pl
LL
L
L L
L_ L L L
-LLLLL
L
SIDE RAMP
DIO (TYPICAU
SAW CUT OR REMOVE
TO NEAREST JMNT
EXIST 5' SIDEWALK
N1/2' EXPANSION J13INT
'-0' TACTILE STRIP
TRACTION GRID
SEE RAMP DETAIL
DWG# E2.25
6' CONC CURBING SHALL EXTEND T13
-LLLLLLL
THE LIMITS OF THE SIDE SLOPE AND
SHALL MATCH THE TOP OF THE SIDEWALK
SAWCUT AS REQUIRED
EXIST 5'
SIDEWALK
NOTE:
1. AT LOCATIONS WHERE NEW RAMPS ABUTT EXISTING CURB,
GUTTERS, PLANTER STRIPS, AND SIDEWALKS, CONSTRUCT
NEW RAMPS TO MATCH ADJACENT SURFACES,
2.ALL CONCRETE SURFACES SHALL HAVE A BROOM FINISI,
3.CONCRETE SHALL BE SPRAYED WITH A CLEAR CURING COMPOUND
OR SHALL BE COVERED AND KEPT MOIST FOR 72 HOURS,
- C'
REVISIONS
APPPnVrn lly DATE STANDARD DETAIL
CURB RAMP TYPE 5
DATE SCALE DWO NO.
E2.18
7/24/01 NTS
CITY INSPECTION REQUIRED ON FORM
WORK PRIOR TQ.POUR
EXPANSION JOINT DUMMY JOINT
z
'A
A% A
A.
.:A A A4 A
04.
4' '4
A
A
Aa
1*
4
. ....
1 - .
.4.
A
A.. ..x
4
A
tA
A
A
4 '7 '4
A. I
A: A
A
A
4
A.
I
A
4.
.-A A
A 'A.
10, O.C.
5' O.0
PLAN
5' TO 7/
A
4 A'
A I %'A - - - . . V..
A A - - DA
A:*
A
4
11A.
.. IV
E09 � A
A
4
\
UNDISTURBED EARTH OR
COMPACTED NATIVE MATERIAL
FULL DEPTH 1/20 EXPANSION UNLESS OTHERWISE SPECIFIED
JOINT MATERIAL BY ENGINEER
N
0 T E:
SECTION
1.
CONCRETE
SHALL BE CLASS 3- 300OPSI
2.
CONCRETE
SHALL BE BROOM FINISHED
3.
SIDEWALK
THICKNESS SHALL BE 5-1/2",
4.
SIDEWALK
THICKNESS AT DRIVEWAYS SHALL BE 6' THICK,
5.
CURB AND
GUTTER SHALL BE POURED SEPARATELY FROM SIDEWALK
6,
CONCRETE
SHALL BE SPRAYED WITH CLEAR CURING COMPOUND
OR SHALL
BE COVERED AND KEPT MOIST FOR 72 HOURS,
C.
REVISIONS
STANDARD DETAIL
APPROVED BY
DATE
CONCRETE SIDEWALK
DATE
7/24/01
SCALE
NTS
DWG NO.
E2.13
TRACTION GRID PATTERN
1/4'
NOMINAL DIMENSIONS
N 0 T Ei
I. RAMP TEXTURING IS TO BE DONE WITH
AN EXPANDING METAL GRATE PLACED
AND REMOVED FROM WET CONCRETE TO
LEAVE A DIAMOND PATTERN AS SHOWN.
THE LONG AXIS OF THE DIAMOND PATTERN
S14ALL BE PERPENDICULAR TO THE CURB.
GR13VES SHALL BE 1/8' DEEP AND 1/4'
WIDE.
2. ALL CONCRETE SURFACES SHALL HAVE
A PRO13M FINISH.
CITY INSPECTION REQUIRED 17N FORM W17RK PRIOR TO p17UR,
ACCESSIBLE RAMP SHALL BE POURED SEPARATELY
FROM CURB AND GUTTER.
5.0,
5.01
-we
(TYP)
CONC CURB 1' WIDE TACTILE STRIP (TYP)-
EHIND RAMP ALL LOCATMNS--.,\
SIDE RAMP 1110
(TYPICAL).-7
MAIN RAMP- 2% SLOPE
12'-18� 681
S 51-6r -
VARIES
RAMP SHALL BE FLUSH AT --owl 6# ka-
THE GUTTER LINE
2% SL13PE
4 .
a F-1 I P-4 I FZq I P-%4 -- --- -- 4TdlbTr.Il=Al
CONCRETE CURB AND GUTTER
SEE DETAIL E-2,8 95% COMPACTED .'ZIU215RADC, ADD CRUSHED
(NEW CONSTRUCTION ONLY) RUCK BASE AS REQUIRED
SECTION A 1/2' FULL DEPTH EXSPANSMN JOINT MATERIAL
%
4-
0.:
REVISIONS
STANDARD DI ETA I L
APPROVED BY DATE
RAMP DETAIL FOR TYPE 5,5.1, AND 6.1 RAMPS
DATE
f9c SCALE NO.
7/24/01 NTS IDWG E2.25
4'(TYPICAL)
18' THER� OPLASTIC STOP BAR
(TYPICAL AT CONTROL INTERSECTIONS
ONLY)
STRIPES S
HALL START AND BE
CENTERED ON THE ROAD CENTERLINE,
STRIPES SHALL ALSO BE CENTERED ON
LANE DELINIATORS OF MULTILANE ROADS,
V CLEAR SPACE BETWEEN STRIPES
(TYPICAL)
1' X 8' THERMOPLASTIC STRIPES (TYPICAL)
F CLEAR SPACE BETWEEN STRIPE AND
CURB (TYPICAL)
NOTE,
WHEN THERMOPLASTIC CROSSWALKS ARE PLACED ADJACENT TO OR
ON STATE HIGHWAYS, THE LAYOUT PATTERN SHALL MATCH THE
EXISTING STATE LAYOUT. CITY REPRESENTATIVE TO VERIFY LAYOUT.
*#DIMENSION MAY VARY DEPENDING ON ROAD WIDTH
(COORDINATE ACTUAL SPACING WITH CITY
REPRESENTATIVE)
CIT
Y OF EDMONDS
REV[ IONS
APPROVED BY DA'T STANDARD DETAIL
CROSSWALK DETAIL
DATE
SCALE DWG NO.
90- Igcj() 7/24/01 NTS E3.2
sl
o
0:: 0 Z
0, �� z < 3
00ouiz
u-m uj
W 0
FY_ ;E
tE �! 0
V)o w 'o
z C3 uj
uj En
M=
C) �-:D
0 V) cf)
�_:z �� 0
z
w- P2 wv, IXL
Lli
n L)<u C-3 o
z
2
C. §i R
0
u, _,J
OW02
w
Z: = =:J> u- O:�
L
V)
Wc'moo
�; , , CWL >-
a
z
= Z:z V)
0
0-- ,
_m<
n 0 _j
U);2�w Of
0 z. 0
0 L_
M 0
< a- W_
0
mm w
oo)crw-
LLJ Z 3::
1� oof
<ubzo
w Z
ofmzw
o 2� < 3:
z z
02Fo>-w_
cn
0
F-_ o
< V
:): 'w, Z 1,
0
mwnoo
c) V)
Z;!� �n
Kz< 0- ft�
0
< M<bi
Z>-Onv)
:Z
cn
0
P"
0)
Ln
I
C'4
00
E_
-
Lcoll
E-
C4
11:31
Pr 1 03
0
z
z
CD
z
Z co
<
<
z __j
"I
F--q ckf
E4
1.4
�D C)
C14
Lu
0 5
a�
0
cf)
C/)
Z
<
V)
>
<
<
00
<
<
U�
�J)
Q0
Illr)
<
Lo
JOB NUMBER
01040
DESIGNED BY
cs
DRAWNBY
EMC/JG
CHECKED BY
RDB/cs
DATE
01/29/02
1115102 01040-CII 12:56pm
7/25/02, 08:32 AM01040-Cl2.plt
- K I �
LIMII U� [ItL L
IMPORTED MATERIAL F
PER - SPECIFICATIONS
TYPE OF PIPE
FOUNDATION LE�
KPIPE BASE
N 0 T E S :
1. PROVIDE UNIFORM SUPPORT UNDER BARREL
2, HAND TAMP UNDER HAUNCHES
3. COMPACT BEDDING MATERIAL TO 95% MAX DENSITY
-owl
IONS STANDARD DETAIL
APPROVED BY DAlE
PIPE BEDDING
DAN SCAl Dwo NO.
7/24/01 NTS E4.1
TRENCH EDGES MUST BE SAW -CUT
AND TACKED PRIOR TO FINAL
TRENCH PATCH
V)
z
0
0
0
0
z
TRENCH WIDTH
------------------
--------------
- - - - - - - - - - - - -
--- - - - - - - - - - - - - - - - - --
MATCH EXISTING PAVEMENT
DEPTH.
ACP SHALL BE CLASS "B"
AND COMPACTED IN MINIMUM
1-1/2" LIFTS WITH A MAXIMUM
Fm OF 3" LIFTS
- - . - .. - - - - - - - .. - . . - .% - . e. Z -6
REVISIONS STANDARD DETAIL
APPROVED BY DATE
TYPICAL TRENCH SECTION- CONTROL DENSITY FILL
DATE 7/24/01 SCALE NTS m NO. E4.4
*90-1990 1 1 1 .
TRENCH EDGES MUST BE SAW -CUT
AND TACKED PRIOR TO FINAL
TRENCH PATCH —
6" MIN DEPTH
5/8" CSTC
LL_
0
V)
<
z
U)
V)
x
o<
0:2
REFER TO SPECIFICATIONS
FOR TYPES OF PIPE
MAX TRENCH PATCH
PAY WIDTH
(SEE TABLE BELOW)
---------------- /_
-------------- *
------------------
------------------
------------------
X
Lli
0
N
LLI
N 0 T E:
REFER TO CITY OF EDMONDS MODIFICATION TO THE
STANDARD SPECIFICATIONS FOR TYPE AND GRADATION.
TABLE 1: MAX TRENCH PATCH PAY WIDTH
TRENCH DEPTH PAY WIDTH
V-41 40"
4'- 10' 60"
10'-20' 72"
w
1D
0�
w
u
co
r
u
3" MIN DEPTH CL 'B'
AC TRENCH PATCH
BACKFILL MATERIAL
(SEE NOTE BELOW)
, . , . % , . e.
- F,
Nil
RF—VISIONS
APPROVED BY DATE STANDARD DETAIL
TYPICAL TRENCH SECTION
I DATE 7/24/01- ISCA' NTS E4.2
x
01�
u
CL
u
40" MAX. TRENCH
PATCH PAY WIDTH
TRENCH EDGES MUST BE SAW -CUT
AND TACKED PRIOR TO FINAL TRENCH
PATCH
40
45 #
CIL 013' ASPHALT TRENCH
PATCH
/( 2fl MIN DEPTH -
COLLECTOR STREETS
( 3' MIN DEPTH -
MAIN ARTERIALS)
u
U
CO
SEE SPECFICATIONS FOR
BACKFILL MATERIALS
GRADATION
SEE SPECIFICATIONS FOR
DOMESTIC SERVICE AND
A,R.V, CONNECTION
DETAILS
1/4 PIPE O,D, MIN,
4' MIN
PIPE BASE SHALL BE REQUIRED ONLY
AS DIRECTED BY THE ENGINEER, SEE
SPECIFICATIONS FOR PIPE BASE CLASS 52 DUCTICLE IRON PIPE
MATERIAL GRADATION. UNLESS SPECIFIED OTHERWISE
S.
CITY** ...:--.-:E-D:
lQ11ONS
By DAM STANDARD DETAIL
TYPICAL WATER LINE TRENCH SECTION
WE 7/24/01 ISCALE NTS r" NO. E4.5
TRENCH EDGES MUST BE SAW -CUT
AND TACKED PRIOR TO FINAL
TRENCH PATCH 'I-,
6" MIN DEPTH
5/8" CSTC
SEE PIPE BEDDING
DETAIL
o Fn
< I- z
m ui
p
0
V) 0-
V) ::�t x
o<
C) 0:2
PIPE ZONE
z
z 0
0�
m
V)
MAX TRENCH PATCH
PAY WIDTH 3" MIN DEPTH CIL 'B'
(SEE TABLE BELOW) AC TRENCH PATCH
---------------- 1-4
---------------
-------------
------------------
-----------------
------------------
X
BACKFILL MATERIAL
(SEE NOTE BELOW)
WRAP FOUNDATION ZONE
ENTIRELY WITH FILTER FABRIC
- 1- 1 /4" WASHED GRAVEL .
TABLE 1: MAX TRENCH PATCH PAY WIDTH
TRENCH DEPTH PAY WIDTH N 0 T E:
1 P-4p 40" REFER TO CITY OF EDMONDS MODIFICATION TO THE
4'- 10' 6021 STANDARD SPECIFICATIONS FOR TYPE AND GRADATION.
10'-20' 72)l
'ago-199V
y %
logo
APPROVED BY DAM STANDARD DETAIL
TYPICAL TRENCH SECTION -FOUNDATION STABILIZATION
DAIE 7/24/01 SCAl NTS Im No' E4.3
I
APPROVED FOR CONSTRUCTION
Ful�
CITY ENGINEER DATE
r, - T I
BUILDINU Dl'-'P'I.
z
Lo
L0
C4
00
Lo
cl-A
E,
04
og
0
Z
z
0
U
z
z
z
ic�
�D
C4
C)
C4
Z
0
Lu
5
:E�
F-
M
0
cn
F-
hl
F-
JOB NUMBER
01040
DESIGNED BY
cs
DRAWN BY
EMC/JG
CHECKED BY
RDB/CS
DATE
. ';d
01/29 02
SHEET NUMBER
C12
7 71r; 7771"A"7 1-17""71,1.m,
4" OR 6" CONC RISERS
�4 " MIN.— MAX HGT— 18")
ROUT AND PROVIDE
SMOOTH FINISH INSIDE
AND OUT
POLYPROPYLENE SAFETY STEP
12- O.C. (TYP)
��� SAND COLLAR
FRAME AND
COVER
N 0 T E:
1. LOCATE MH LID OUTSIDE
THE WHEEL PATH OF THE
TRAVEL LANE.
2. BASE REINFORCING SHALL
BE #4 REBAR AT 12" O.C.
BOTH WAYS.
3. LARGER MH TO BE
REVIEWED ON A CASE BY
BY CASE BASIS USING
APWA STANDARDS.
4. JOINTS SHALL BE RUBBER
GASKETED ONLY.
MH PER W.S.D.O.T. APWA
STANDARD PLAN B-23o.
25" LOCKING LID
WITH THE WORD "SEWER" ON IT
REBAR MIN 2" CLEARANCE/
ECCENTRIC PRECAST CONE
, PRECAST SECTIONS
4" MIN. THICKNESS
I
6- MIN)
,-CUT OUT FOR EXISTING SS
SET BARREL OVER EXISTING SS PIPE
CONSTRUCT
CHANNEL SHELF
SS MANHOLE CUT' IN
4" OR 6" CONIC RISERS
�4 MIN.- MAX HGT- 18")
ROUT AND PROVIDE
SMOOTH FINISH INSIDE
AND OUT
POLYPROPYLENE SAFETY STEP
12- O.C. (TYP)
V=R� SAND COLLAR
FRAME AND
COVER
N 0 T E:
1. LOCATE MH LID OUTSIDE
THE WHEEL PATH OF THE
TRAVEL LANE.
2. BASE REINFORCING SHALL
BE #4 REBAR AT 12- O.C.
BOTH WAYS.
3. LARGER MH TO BE
REVIEWED ON A CASE BY
BY CASE BASIS USING
APWA STANDARDS.
4. JOINTS SHALL BE RUBBER
GASKETED ONLY.
MH PER W.S.D.O.T. APWA
25" LOCKING LID
WITH THE MORID "SEWER" ON IT
ECCENTRIC PRECAST CONE
.PRECAST SECTIONS
4" MIN. THICKNESS
CONSTRUCT
CHANNEL SHELF
I
STANDARD PLAN B-23o. 017MAP KAIM 17" rl IrA &W-Fll
1090-19vu
m
U.j .,Q.F ......
"'K
STANDARD ETAI I
"IF,
I �Jil -,�'l I fill I
ui
z
RESIDENCE
0 z
cr —
CLEAN13UT WITH 45m (L
BEND AND CAP
w
ui
V)
NOT TO EXCEED 100' BETWEEN X
CLEAN OUTS I
CLEANOUT (WYE WITH C
AND LOCKING LAMPHOLE VER)
w
CL LLJ
0
W Z
a -I -i
W
" 7A
W WATER TIGHT CAP
ATER Tj
GHT
S
LL-RISER 12 PVC, --
SLEEVE
6" RISER/
S W
4' OR 6' SIDE SE ER
61 WYE AND 45)x
GENERAL CLEANOUT DETAIL AND 1/8 BEND
4
4�
lz
0
All
(FOR FUTURE DEVELOPMENT)
PLACE 2X4 AT END OF SIDE SEWER STUB AND CUT TO LENGTH TO
INSURE 3 FEET EXTENDS ABOVE GRADE. PAINT TOP 18 INCHES WHITE.
IN 3 INCH HIGH LETTERS STENCIL THE NUMBER OF EVEN FEET FROM
GROUND ELEVATION TO THE SEWER STUB INVERT.
8 GAUGE WIRE TO BE DOUBLE WRAPPED AROUND PIPE AND 2X4
STAKE AT OR ABOVE FINISHED GRADE.
LOCKING LAMPHOLE COVER
TO BE PLACED AT FINISHED GRADE
(SEE STD SEWER CLEANOUT DETAIL)
A VAT& 14 1 f nt iLLqv-Ll 51 1`-, rr"ri —11F lluffi I i nlipLl W
z
6" WYE AND 45* BEND
to 6" LATERAL SEWER LINE — 6" TEE
OPE- 2% MIN. TO
v 50% MAX POSSIBLE
SEWER MAIN
LOCATION
RUBBER JOINT BISCUIT PLUG OR
OTHER APPROVED WATERTIGHT PLUG
N 0 T E: POSSIBLE
1. WHEN TAPPING INTO EXISTING MAIN SEWER MAIN
AN INSERTA-TEE SHALL BE USED. 22.5* OR LOCATION
PLACEMENT OF TEE SHALL DEPEND 45* BEND
ON DEPTH OF SEWER MAIN. AS A
MINIMUM, THE TEE SHALL BE PLACED
AT A 45 DEGREE ANGLE.
2. IF CONNECTING SIDE SEWER TO EXIST
CONCRETE LATERAL, A CONCRETE/PVC, ADAPTER
SHALL BE USED AND SECURED PER MFGR'S INSTRUCTIONS.
0- :-F
-- STANDARD DETAIL
TYPiCA,L SIDE SEWER
DATE WAM NTS 00.
1 7/24/01 1 r"
ING LAMPHOLE COVER
CONCRETE LOCKING
COVER 2'x2x4" THICK
6" CITY STUB
4' OR 6' SIDE SEWER 1
CLEAN OUT DETAIL AT EASEMENT LINE
CONCRETE LOCKING LOCKING LAMPHOLE COVER (OLYMPIC FOUNDRY CO)
COVER 2'x2x4" THICK 12' MODEL 5931 OR EQUAL
ASPHALT SURFACE
a
NOTE.
SIDE SEWER JOINTS SHALL BE
GASKETED
6' RISE
,12" PVC SLEEVE
PVC CAP
TYPICAL CLEANOUT UNDER ASPHALT
OR CONCRETE
- lt4
A REP
P" 0"' ROVED
L7lltrvllPlC VIEWWATEA D1
ny: ------------- Date: .-ahuj
BUILDINU
D. Bo
Of WA�S,�q,'
"'Ol
CT
0
APPROVED FOR CONSTRUCTION
�� 6t--� 09/
A-3jk CITY ENGINEER DA TE
1018
X' GISTV-
ONAL
EXPIRES OCTOBER 24, 2002
Ld W w .
V) C) a X: re
LLJ
D Z F-
LAJ
Z
Lj m< 6
000tAiz
t� W F= M Ld
rL
V) Lq
M
F-
LLJ
5 1, >
V) w
Z 0 LLJ
w V) W z
m z Ld 0-1
0
0
mZwKvo)
q Lu CXL
wn :0:1 V)
z
o
LJLJ
:2
'm IML
0
:2
;E =L)
W
0
w
z w
E3 0
V)
V) o Of w
o �-
z
Z,,VL
zz it:
<<,,=i
0
1<1 XO F-: =M
V46qo�-
0
Ld
0 L,
0
LL.
0
z LL" ":
0 cLwZ
< w �c -
F- 0 - 0
<unzo
wz
Ld
0 Z< 3: y
F-
L925
V)
M
r= C) w
p- N
::,n z
ILJ
W=)o
o F- V)
<
<
I-)- z V)
Z-m<F-
0
<
W < Lo
Z>-oov)
Rm
<ML,<=)
U-)
z C"
0 0)
F--q 0
co
00
E- CN
V)
E- CD
(4
C
Z 0
z
z
cs
z
�D
C14
Z LLJ
F-
0
3:F
V)
0
z
F-
V)
kzl:.4
F-
s
CD
Ld
LLJ
a.
IVA"
Ld
>
D
00
<
:�E
n
LLJ
�7
(-)
<
n
<
Z
ry
�-
0
ry
u�
:�i
n
LLJ
(,o(-o
n
n
�7
0
0
Ld
JOB NUMBER
01040
DESIGNED BY
cs
DRAWN BY EMC/JG
CHECKED BY RDB/CS
DATE 01/29/02
C13
02112102 01040-03 4:25PU
HORIZONTAL BLOCKING
mwmwu
FIXI I 1ro - 22r - 3(r VMWA WO
4 TURN8UCKLES------_____2_.m�/VB
THREAD 6"
...........
S
PAINT SHACKLE RODS WITH
2 COATS OF COAL TAR OR
ASPHALT PAINT
TYPIEVIROOM
FOR4VVR1M8M
4 TURN BUCKLES
THREAD 6"
Pipe
BEARING AREA OF BLOCK SQ.FL
Size
DIA.
TEES &
90*
45*
22-1/2*
IN.
ENDS
ENDS
ENDS
ENDS
4"
3
1
1
1
6.
4
4
2
1
81,
7
6
4
2
10"
11
10
6
3
12"
16
14
9
5
NOTES
ALL BLOCKING SHALL BE POURED AGAINST FIRM UNDISTURBED SOIL
BEARING AREA AT FITTINGS NOT GIVEN IN BEARING TABLE
SHALL BE AS DIRECTED BY THE ENGINEER.
MEN POURING AGAINST PLUGS AND BLIND FLANGES SET STEEL
METER BOX LID AGAINST FITTING TO KEEP CONCRETE OFF BOLTS
LAYOUT TO BE APPROVED BY DISTRICT PRIOR TO CONCRETE POUR.
THRUST BLOCKING
D-
................
.. . . ..............
.................
.................
.......................
S
PAINT SHACKLE RODS WITH
2 COATS OF COAL TAR OR
ASPHALT PAINT
/9
REFER TO CHART
2-1/2- SIAMESE HOSE CONNECTION-4- I
(AS REQ'D BY FIRE DEPT)
L L
- - - - - - - - - - - - - - - - -
PRE -ASSEMBLED, DOH STATE APPROVED I ICHECK VALVE 6"
DOUBLE DETECTOR CHECK VALVE ASSEMBLY (TYP)
18"
1 MIN. MIN.
-FLOK
FIL X FL TEE
A FLANGED COUPLING
Z ADAPTERS REQUIRED ON
D BOTH ENDS OF DDCVA
m umi /-SENSUS SRII W/TRPL
-J.'c Z _J
_J7 0 REMOTE READ. THE TRPL SHALL BE
Z INSTALLED ON HATCH CLOSE TO HINGE
Lu
Z 0
In V,
Ld
=� m �_
�j
mo
IRI F I EAF LID (MODEL-L.W. HATCH- TYPE DX)
LADDER PER APWA STD PLAN #41
GwZ . m -.
w W o ALIGN WITH HATCH.
-jo < m VAULT SIZES
GENERAL NOTES:.
1. SPRINKLER CONTRACTORS LIKE TO ADD 4" OUTLET TEE DOWN STREAM FOR FIRE DEPT. CONNECTION.
2. ACCESSES BY L..W. HATCH: TYPE "D" H-10 PEDESTRIAN LOAD; HD-10 TRAFFIC LOAD)
3. VAULT COVER GUTTER DRAIN SHALL CONNECT TO A DRY WELL OR CATCH BASIN.
4. DDCVA MUST BE TESTED BY A QUALIFIED TESTER WITH PUBLIC WORKS PRESENT DURING TESTING.
METER SIZE
AND TYPE
APPROXIMATE EQUIP
DIMENSIONS
MINIMUM INSIDE VAULT
DIMENSIONS
(EXCLUDES SIAMESE CONNECTION)
A
B
c
D
LENGTH
WIDTH
HEIGHT
4" X 3/4"
2'- 9
1 1 1
0'-6"
4'-3"
101 _O$1
5-01'
7'-0"
6" X 3 4"
3'-9"
1'-2"
0'-8"
5'- 6
_011
6'-0"
7_0"
8" X 3/4"
4'- 5 11
11-4"
0'-9"
6'-4'0
120-0"
61-0"
7'-0"
10" X i tj
61-01'
11-8'f
Ot-ll*'
8'-6"
141-6"
71-0"
70-010
------ 7-
cy,90- 1 9qu
Tff w Room
FOR: I I r* - 2210 - 300 MOM BENDS
300
S
D
L
4
300
lIr
221
8
11
2.0
22
P
Zo
30
17
2.6
6
300
lIr
221
11
25
2.2
2.9
P
Zo
30
41
3.5
8
300
llr
23
16
47
2.5
3.6
P
2.0
30
.70
4.1
8
2.5
10-12
250
lIr
221
32
88
3.2
4.5
P
f
2.0
3.0
30
132
5.1
16
225
lIr
221
70
184
4.1
5.7
f
lw
3.0
4.0
30
275
6.5
Ir
llir
221
91
225
4.5
6.1
f
Ir
3.0
4.0
30
330
&9
ly
4.5
24
200
llr
128
320
5.0
6.8
1
ly
3.
4.5
30
480
7.9
1p
53
TIff v BLOOM
FOR 4V VERIM BENDS
4
6
300
45
30
6S
3.1
4.1
P
2.0
8
12
16
250
225
123
232
478
5.0
6.1
7.8
S
lw
2.5
4.0
20
24
200
5w
82D
82
9A
Ir
ly
4.5
M* 0. N.'*D S.
REVISIONS
APPROVED BY DATE STANDARD DETAIL
COMMERICAL DOUBLE DETECTOR CHECK A08ABLY (PLM
DATE SCALE DWG NO.
7/24/01 NTS E7.8
Q
(c
0
Lo
Lc
TRPL
REMOTE READ
FINISHED GRADE
t
m
I.,
07
:--
i.'2-
;u
DRAIN PIPE
m
(DRAIN TO DRY WELL
<
OR CB)
Z
m
1E
.0
11.2
Z
m
C3
u
>Fq
Z
1
;01
0
w
0
0
Fin
0
.0
>
P
la
6" -5/8" MINUS CSTC COMPACTED
ig
TO 95% DENSITY
FOGTITENO.2METERBOX
W/ OM LID 6 INSPECIION
PLATE OR 17x3O MASTIC BOX
W/ WADING COVM (SrEI1 LID
REVRED IN PAMENq
2" DOUBLE STRAP SADDLE
AND 2" CORP STOP AT M
2" TYPE "K" COPPER
3" HDPE SDRI I
3x2* HDPE REDUCER
UCER
... �7
HDPE TRANSIT= FITTING
TO BRASS 2' IP THREAD
DETAIL A/C 14
BOTH SIDES
OF METER
RESILIENISEATTAPPING
rA7E VALVE (RjMJ)
vxvxrm
BURYIN SAND
11*i;.'.V*.'.'.'. X
1-112" 2" METERS
NO SCALE
ELEVATION
WET -TAP CONNECTION
72"
DOUBLE LEAF TRAFFIC BEARING LID[r�
WITH DRAIN SLOTS
L.W. HATCH -TYPE D,
METER BY DISTRICT
20 METER SETTER WIN
l'BT-PASS FORD MODEL
VFH77-l5Bx170REW
CENTER mErm IN W&
VERTICALLYAND
HOWATALLY.
UNION BOTH SIDES
SEE DETAIL A/C14
FOR 3" SUPPLY AND
BRANCH LINES
lOMILPLASTIC
TAPPING TEE
ROMM MODEI. FES 420
W1 RISION SM COATED
7HRIJIST BI=NG PER SGMXM
IOMILMASTICBETMTEE
ANDW=NG.
E:
SIAM ESE CONNECTION (AS REQ'D BY FIRE
DEPT.)
LADDE - A.P.W.A. STD (PLAN #41)
EXTEN OUT AS REQUIRED
TO ALIG WITH HATCH
A
UBLE CHECK VALVES-
U L. APPROVED O.S.Y.
P)
u
2 MINIMUti
GRINNEL PIPE
SADDLE
AND
STAND#258
OR EQUAL]
OLYMPIC FDRY 10" FLR.
DRAIN #52 OR EQUAL
CLO
N MEDALLION, N & If
RELIANT, WAMM B-6
5 lie myo, BREAKAN
viromADAPFER,2a
FAMESTER01MEL-CAT'
h3W COMM PAD
10 Ma, MASTIC BEMEEI
ffam'BLOOMAND
OVM WAM I=
1/4 C.Y. 1-1/2'
WASHED ROCK
10 MIL PLASTIC
CONCRETE BLOCI
POUR IN PLACE.
MAINTAIN CLEAR
FOR DRAIN POW
4" x 4" x 8" BF
UNDISTURBED EA
3/4" DIA. SHACI_
W/ 2 COATS TAR OR
ASPHALT PAINT, OR MEGALUGS.
NOTES:
VALVE BOX. CAST IRON SLIDE EXTENSION
ALIGN VALVE BOX EARS ALONG VALVE AXIS
BLUE,DOUBLE-SIDED RAYOLITE MARKER
PLACE OFF CENTER OF ROAD TOWARDS HYD.
6" AWWA C509 RESILIENT SEAT GATE VALVE
NON RISING STEM, -0" RING SEALS, FL x MJ
6" FLANGED TEE
CONCRETE BLOCKING PER SCHEDULE
10 MIL PLASTIC BET. BLOCK TEE
x 8" BRICK
'IPE, CLASS 52, CEMENT
LINED, 3'-0" MIN. LENGTH REQUIRED
FIRE HYDRANT ASSEMBLY DETAIL
MARK
MDBamqm
A
91 CAP, TAP 21, IPS
B
C
r NMI BRASS, 61, LONG
D
r HIPPLE, BI1IASSq r LONG
E
2
'"Swom'sm'SWINGAM
F
2
Z' rALV., STEEL. Im MmAm' Lem To Sw
G
1
BOX4)ff`IER STMM
H
I
!'�V* RM, GALV., DARL I fir WLE MiREADED)
i
I
��GATEVALVE-OMSTANDARD
K
I
r 450 EIM, QLV. (MMADED)
L
114CY
WASRED ROCK
M
I
CONCRETE TIIW 13100� CAST IN PLACE
Bmm&vNsrcrorty
IOMILMASTICAGAINSTCW
N
METER BOX-FOGTITE #10
0
2' W x 2 1 /21 NP NAT. ADAPWRE HOSE), w/CAp
P
V x 40 x W BRICK ON tIMMUM WL
NEW SECTIONS OF WATER MAIN THAT ARE INSTALLED WHEN EXPANDING A DISTRIBUTION SYSTEM MUST BE
SEPARATED FROM THE EXISTING SYSTEM. UNTIL SATISFACTORY FLUSHING, DISINFEC11ON AND BACTERIOLOGICAL
SAMPLING HAS BEEN COMPLETED, THE NEW WATER MAIN MUST BE CONSIDERED CONTAMINATED. IN ADDITION,
THE CHLORINE CONCENTRATION USED FOR DISINFECTION PROCEDURES (MINIMUM 25 mg/1) MAKES WATER
NON -POTABLE.
YI
AN APPROVED BACKFLOW PREVENTION ASSEMBLY MUST BE USED ON THE SUPPL NG WATER LINE WHEN FILLING
THE NEW WATER MAIN DURING DISINFECTION AND FLUSHING. THE BACKFLOW PREVENTION ASSEMBLY AND SUPPLY
PIPING MUST BE REMOVED DURING HYDROSTATIC PRESSURE TESTING OF THE NEW WATER MAIN.
AFTER SATISFACTORY BACTERIOLOGICAL SAMPLE RE8ULTS ARE OBTAINED FROM THE NEW WATER MAIN, SECTIONS
OF CONNECTING PIPE MUST BE INSTALLED BETWEEN IT AND THE EXISTING SYSTEM. BEFORE INSTALLATION, THE
INTERIORS OF ALL PIPE AND FITTINGS USED TO MAKE THE CONNECTION MUST BE SWA88ED OR SPRAYED WITH A IX
AVAILABLE CHLORINE SOLUTION.
Nc
Q�
APPROVED BACKFLOW
PREVENTION ASSEMBLY, FEBCO MODEL
m 825Y, 2" OR APPROVED EQUAL
a -
HYDRANT NEW
ON EXISTING n-HYDRANT
m WATER MAIN
c�
FLUSHING DISCHARGE
ALTERNATIVES uj
uj
Uzi
NEW HYDRANT MAY BE
21reMMYHOSE USED FOR FLUSHING
DI
LENGTH AS REQUIRED SCHARGE IF TEE IS----*-
WTHIN iV OF THE END 2" I.P.
TEMPORARY CAP OF PIPE
OR PLUG
WASHED DRAIN ROCK
1. ACCESSES BY L..W. HATCH: TYPE "D" H-10 PEDESTRIAN LOAD; HD-10 TRAFFIC LOAD)
2. VAULT COVER GUTTER DRAIN SHALL CONNEC1 TO A DRY WELL OR CATCH BASIN.
TEMPORARY NEW HYDRANT TEE TEMPORARY CAP
TEST BLOCKING WATER MAIN OR PLUG
WATER MAIN FILLING DETAIL
Pww D - B 0
WAs
'v
TEMPORARY
TEST BLOCKING 21018
I TE
�/o
4i
EXPIRES OCTOBER 24,
Z
0
Ln
m
(D
U)
Lo
I
CD
Q
co
Q-D
E-
CO
U-)
04
7t�
C)
00
0
Z
Z
0
C.D
Z
- 2E
Z
�D
cj
C:)
Z
0
F-
F-14
1�
U)
F-
w
Ld
cli
Lo
1,2112102 011040-C14 4:30RU,
7/25/02, 08:29 AMO 1 040-C 15. pit
7/25/02, 08:28 AM01040-C16.plt
N-S DRIVEWAY PROFILE
SCALE: H 1*=20'
SCALE: V 1"--5'
ND
T _T_
J .7
'.1-1 J
J.-I _.L!
J .. ....
J_
J.. J, I., J. I
1.1 - .
. .........
J.-
T j
-T.
I :
J.,
1.44-11--t
�.T
- - - - - - - - - - -
Lt.
_'T
11
J.�
J
J.4_
7-1,7
I
L 41-
1 1 i
J J.-
I.J_1 1-J,
J_j
_44
T L
EN Ro N.
7 _185
_r�
-J. .
4.
--H
N-S DRIVEWAY PROFILE
SCALE: H 1"20'
SCALE. V 1"-5'
A F
IV look
I __
r
J-4-
4"
F
. .
. . . . . . . .
-IS!
ID
7F
I
F-T,
- ,�
j
Lf
14
_3_1
11
1
1_4
T
J.-
I -A
,
Thi
, I--
[- I
If —
T_
t
Id-,
J,
ST TO EAST DRIVEWAY PROFILE
SCALE: H 1"--20'
SCALE- V 1'5'
BUILDING DEPT.
I). Bo
of WAS&I
A�11 i-
21018
APPROVED FOR CONSTRUCTION GISTE
SION L
OCTOBER
'CITY ENGINEER DATE
Z
0
Lo
0')
00
E-
c,
co
0
Z
z
z
0
F__
(.D
z
V)
<
z
E-4
_j
:�cl_
ck:
�4
�D
Z
LAJ
L)
V)
0
V)
LLj
LLJ
R�
U)
Lr)
1115102 01040-CI6 1:44pm
10
SIT
I I
L �
PLANT SCHEDULE
SYMBOL BOTANICAL/COMMON NAME
TREES
0 ACER PLATANOIDES 'PARKWAY'/
PARKWAY NORWAY MAPLE
ACER CIRCINATUM/ VINE MAPLE
CALOCEDRUS DECURRENS/
INCENSE CEDAR
BETULA JACQUEMONTI/
JACQUEMONT BIRCH
+ PSEUDOTSUGA MENZIESII/
DOUGLAS FIR
PINUS NIGRA/
AUSTRIAN PINE
0 PYRUS CALLERYANA 'CHANTICLEER/
'CHANTICLEER' FLOWERING PEAR
SHRUBS.
ARBUTUS UNEDO 'COMPACTA7
8 COMPACT STRAWBERRY TREE
AUCUBA JAPONICA
JAPANESE AUCdBA
BERBERIS VERRUCULOSA/
WARTY BARBERRY
CISTUS PURPUREUS
PURPLE ROCKUSE
00PD EUONYMUS ALATA 'COMPACTA'/
DWARF WINGED EUONYMUS
ILEX CRENATA VAR. "CONVEXA'/
CONVEXLEAF JAPANESE HOLLY
LIGUSTRUM JAPONICUM 'TEXANUM'/
@ TEXAN JAPANESE PRIVET
5LIX-s. A
zi
097 �nj I
"n
==I u=m G"rw9a A&~ &.Am" pArw—*% I I T-.f
5LDG. 5
SIZE/COMMENTS
SYMBOL
BOTANICAL/COMMON NAME
SHRUBS (CONTINUED)
2" CAL., MATCHED SET.
B&B
4)
MYRICA CALIFORNIr"A /
Pa-E
SPECIMEN QUALITY
CALIFORNIA
8-10' HT., MUL*nSTEM,
SPECIMEN QUALITY
(o
PHOTINIA FRASERI/
FRASIER'S PHOTINIA
6-7' HT., B&B
@
PIERIS JAPONICA 'FLAME -OF -THE -FOREST'/
'FLAME -OF -THE -FOREST' PIERIS
2" CAL., MATCHED SET,
B&B
(8)
PINUS MUGO MUGHUS/MUGO PINE
SPECIMEN QUALITY
P0TEN-nLLA FRUTICOSA/
6-7' HT., SPECIMEN QUALITY, B&B
BUSH CINQUEFOIL
PRUNUS LAUROCERASUS 'ZABELIANA�/
6-7' HT., B&B, FULL &
BUSY
ZABEL'S LAUREL
RHODODENDRON 'NOVA ZEMBLA'/
'NOVA
2" CAL., MATCHED SET,
B&B
ZEMBLA' RHODODENDRON
'NANA'/
0
SKIMMIA JAPONICA
DWARF SKIMMIA
@
VIBURNUM TOMENTOSUM MARIESII/
5 GAL. CONT., 24" MIN.
HEIGHT,
MARIE'S DOUBI EFILE VIBURNUM
SPECIMEN QUALITY
VIBURNUM DAVIDII/DAVID'S VIBURNUM
5 GAL. CONT., 24" MIN.
HEIGHT,
GROUNDCOVER-
SPECIMEN QUALITY
CEONOTHUS GLORIOSUS/
5 GAL. CONT., 18- MIN.
HEIGHT,
PT. REYES CEONOTHUS
FULL & BUSHY
5 GAL. CONT., 18" MIN.
HEIGHT,
COTONEASTER 'COW BEAUTY/
'CORAL
FULL & BUSHY
BEAUTY COTONEASTER
18-24" HT., B&B,
VIP-
GAULTHERIA SHALLON/SALAL
FULL & BUSHY
18-24- HT., B&B,
FULL & BUSHY
LAWN AREA
5 GAL. CONT., 24" MIN.
HEIGHT,
FULL & BUSHY
BIOSWALE SEED MIX
OWN - Sim
ME
m
m - I - I I
wzzwzzoollo
SIZE/COMMENTS
5 GAL. CONT., 18- MIN.
HEIGHT,
SPECIMEN QUALITY
24" MIN. HT., B&B, FULL & BUSHY,
SPECIMEN QUALITY
15-18- HT., B&B,
FULL & BUSHY
15-18" SPREAD, B&B,
FUH & BUSHY
2 GAL., CONT.,
FULL & BUSHY
18-24" SPRD., B&B,
FULL & BUSHY
21-24" SPREAD, B&B,
SPECIMEN QUALITY
2 GAL. CONT., 15" MIN.
SPRD.,
PLANT1 MALE PER
3 FEMALE PLANTS
24-30- HL, B&B
15-18- SPREAD, B&B,
SPECIMEN QUALITY
1 GAL. CONT., PLANT @
24" O.C.
2 GAL. CONT., PLANT 0
30- O.C.
1 GAL. CONT., PLANT 0
24- O.C.
FESCUE/RYE BLENDS
SEE SPECS FOR SEED MIX &
APPLICATION RATES
Be
APPROVLCD BY PLANNING
Sl
LAND5GAFE PLAN
PLANTING NOTES
1. CONTRACTOR SHALL BE RESPONSIBLE FOR FAMILIARIZING HIMSELF WITH
ALL OTHER SITE IMPROVEMENTS PRIOR TO STARTING LANDSCAPE WORK.
2. CONTRACTOR SHALL USE CAUTION WHILE EXCAVATING TO AVOID DISTRUBING
ANY EXISTING UTILITIES. IF ANY ARE ENCOUNTERED, CONTRACTOR IS TO
PROMPTLY ADVISE GENERAL CONTRACTOR AND�OWNER.
3. CONTRACTOR SHALL MAINTAIN AND WATER PLANT MATERIAL UNTIL
OWNER'S FINAL ACCEPTANCE.
4. CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING -THE QUANTITY OF
PLANT MATERIAL REPRESENTED BY SYMBOLS ON THE DRAWING AND/OR
COMPUTING SPECIFIC QUANTITIES OF PLANT5-UTILIZING EQUILATERAL
TRIANGULAR SPACING PATTERN AT THE ON —CENTER DISTANCES SHOWN.
WHERE GROUNDCOVER ABUTS CURBING, SIGNS, WALKWAYS, OR POLES,
MINIMUM PLANTING DISTANCE SHALL BE 12" FROM CENTER OF PLANT TO
CURBING, WALKS, ETC. MINIMUM PLANTING DISTANCES SHALL BE 14
FROM CENTER OF ALL TREES.
5. SUBGRADE TO WITHIN 1/10TH FOOT PROVIDED BY GENERAL CONTRACTOR
UNL SS OTHERWISE NOTED.
6. MIN. 4" DEPTH 5—WAY TOPSOIL (SEE SPECIFICATIONS) IN ALL LANDSCAPE AREAS,
INC UDES BED AREAS, SOD LAWN & HYDROSEEDED AREAS.
7. MIN. 2" DEPTH BARK MULCH IN ALL PLANTING BEDS.
8. ALL PLANT MATERIAL AND GRASS AREAS SHALL BE FERTILIZED (SEE
SPECIFICATIONS FOR TYPE AND APPLICATION RATE).
9. ALL PLANT MATERIALS SHALL CONFORM TO AAN STANDARD FOR NURSERY
STOCK, LATEST EDITION:
A. GENERAL: ALL PLANT MATERIALS FURNISHED SHALL BE HEALTHY
REPRESENTATIVES, TYPICAL OF THEIR SPECIES OR VARIETY AND
SHALL HAVE A NORMAL HABIT OF GROWTH. THEY SHALL BE FULL,
WELL —BRANCHED, WELL—PROPORTIDNED, AND HAVE A VIGOROUS,
WELL —DEVELOPED ROOT SYSTEM. ALL PLANTS SHALL BE HARDY
UNDER CLIMATIC CONDITIONS SIMILAR TO THOSE IN 'THE LOCALITY OF
THE PROJECT.
B. TREES, SHRUBS, GROUNDCOVER: QUANTITIES, SPECIES AND VARIETIES,
SIZES AND CONDITION AS SHOWN ON PLANTING PLAN AND PLANT LIST.
PLANTS TO BE HEALTHY, VIGOROUS, WELL —FOLIATED WHEN IN LEAF
FREE OF DISEASE, INJURY, INSECTS, DECAY, HARMFUL DEFECTS, ALL
WEEDS AND WEED ROOTS. NO SUBSTITUTIONS SHALL BE MADE WITHOUT
WRITTEN APPROVAL FROM THE ARCHITECT.
10. PLANT SHRUBS AND TREES A MINIMUM OF 36$$ FROM CURBS TO ALLOW
FOR CAR OVERHANG, UNLESS WHEELSTOPS ARE PROVIDED.
11. CONTRACTOR TO PROVIDE A DESIGN —BUILD AUTOMATIC IRRIGATION
SYSTEM (OR INSTALL THE DESIGNED AUTOMATIC IRRIGATION SYSTEM, IF
PROVIDED) FOR ALL PLANTING AREAS. POP—UP SPRAY SPRINKLERS TO BE
USED WHEN LOCATED ADJACENT TO WALKWAYS.
12. ASPHALT OVERHANG IN PLANTING BEDS SHALL BE 6" OR LESS. GENERAL
CONTRACTOR RESPONSIBLE FOR CUTTING AND REMOVING ANY EXCESS ASPHALT.
13. PROVIDE 8 19 MOW STRIP WHERE SOD IS ADJACENT TO BUILDING; BOARDED WITH
WOOD HEADER.
14. PROVIDE 4X6" PRESSURE —TREATED HEADER BETWEEN PLANTING BED AREAS AND
El
L.MVV I u uz)r_r_ur_ AKLA
7
r7Z "IE �11 I/ —
DEC - 5 20iull
BUI! DING DEZ-F7,
STREET FILE
7r8l)
3
z
tu
Z z
<
T_ _j e
OL
tu <
OL
z z
lu tu 21 1
SHEET:
L I
OF: SHEETS
PERMIT
1 — 1 /4"1 P. 0. C.
1 /2"
84TH AVENUE WEST
IRRIGATION NOTES
IRRIGATION NOTES (WORK BY OTHERS: GENERAL CONTRACTOR OR OTHER SUBCONTRACTORS)
1.
GRADING:
8.
PROVIDE COMPLETE BACKFLOW PREVENTION TO MEET LOCAL REQUIREMENTS, CHECK
a. CONTRACTOR IS TO PROVIDE A SUBGRADE OF + .10' FINISH GRADE LESS
WITH WATER DISTRICT, AND INSTALL PER CITY REQUIREMENTS AND PLAN SET
TOPSOIL DEPTH.
DETAILS. NOTIFY LANDSCAPE ARCHTECT/DESIGNER OF ANY DESCREPANCY OF
b. REMOVAL OF ALL ASPHALT EXTENDING GREATER THAN 4" BEYOND BACK
THIS INSTALLATION.
OF EXTRUDED CURBING, TO ALLOW FOR IRRIGATION HEAD PLACEMENT.
9.
ADJUST PRESSURE REGULATOR TO ACHIEVE BEST PERFORMANCE, APPROXIMATELY
2.
WATER SOURCE:
70 PSI.
a. CONTRACTOR TO SUPPLY AND INSTALL WATER SOURCE AND EXEMPT METER
10.
PROVIDE AND MOUNT IRRIGATION CONTROLLER AS NOTED ON PLANS.
AS PER CITY OF MOUNTLAKE TERRACE STANDARDS. PROVIDE GALVANIZED
11.
PROVIDE AND PULL WIRES FROM OUTSIDE VALVES THROUGH CONDUIT PROVIDED BY
STANDARD THREADED STUB —OUT WITH THREADED CAP ON DISCHARGE SIDE OF METER.
ELECTRICAL CONTRACTOR TO CONTROLLER LOCATION.
STUB —OUT TO BE INSTALLED APPROXIMATELY 18 INCHES BELOW FINISH GRADE.
12.
CONNECT LOW VOLTAGE CONTROL WIRES TO CONTROLLER.
3.
ELECTRICAL:
13.
ALL WORK PER LOCAL CODE, INSTALL ALL MATERIALS PER MANUFACTURER'S
a. CONTRACTOR TO SUPPLY 110 VOLT POWER TO CONTROLLER LOCATED
SPECIFICATIONS.
ON DRAWING AND PROVIDE THRU—WALL CONDUIT FOR WIRING.
14.
ALL OUTDOOR VALVES TO BE PLACED IN "AMETEK" BOXES WITH SNAP LIDS. SET
IRRIGATION
NOTES (WORK BY IRRIGATION CONTRACTOR)
BOX HIGHER THAN FINISH GRADE SO TOP OF BOX IS FLUSH WITH SOD OR MULCH.
15.
MAINLINE PIPE TO BE BURIED 24", LATERALS 18" BELOW FINISH GRADE. NO
1.
NO IRRIGATION WORK IS TO START WITHOUT AN APPROVED SUB —GRADE FINISHED
ROCKS OR DEBRIS TO BE BACKFILLED OVER PIPE.
BY THE GENERAL CONTRACTOR OR OTHER SUBCONTRACTORS.
16.
PLACE ALL LAWN POP—UP SPRINKLERS 2" FROM ALL CURBS AND SIDEWALKS.
2.
IT IS INTENDED THAT THE CONTRACTOR SHALL INSTALL SYSTEMS THAT ARE
INSTALL SPRINKLERS ON TRIPLE SWING JOINTS. INSTALL HEADS ADJACENT TO
COMPLETE AND FUNCTIONING PROPERLY IN EVERY WAY, AND PROVIDE A ONE YEAR
BUILDING NO CLOSER THAN 3" TO ANY WALL, WATCH FTG. DRAIN LINES.
GUARANTEE AGAINST WORKMANSHIP AND MATERIAL FAILURE.
17.
PLAN IS DIAGRAMMATIC. ADJUST LINE LOCATIONS AS NECESSARY. HEADS TO
3.
CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGE TO PLANT MATERIAL DUE TO
BE PLACED ACCORDING TO PLAN. ALL IRRIGATION EQUIPMENT IS TO BE PLACED
IRRIGATION SYSTEM FAILURE DURING INSTALLATION OF PLANTS.
WITHIN PLANTING AREAS.
4.
CONTRACTOR SHALL CHECK AND VERIFY ALL SITE CONDITIONS, UTILITIES, AND
18.
CONTRACTOR IS TO INSTALL "IN —LINE DRAINS" AS REQUIRED TO STOP LOW HEAD
SERVICES PRIOR TO TRENCHING. CALL LOCATION SERVICES @ (1 —800-424-5555)
RUN—OFF AND EROSION. PROVIDE A ONE CUBIC, FILTER FABRIC COVERED,
5.
CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THEIR WORK WITH ALL
GRAVEL SUMP AT EACH DRAIN. MINIMUM 2 DRAINS PER VALVED ZONE.
OTHER TRADES AS NEEDED.
19.
PROVIDE OWNER WITH "AS BUILT" DRAWINGS AND OPERATOR'S MANUAL UPON
COMPLETION. INSTRUCT OWNER AS TO PROPER WINTERIZATION OF IRRIGATION
6.
CONTRACTOR SHALL BE RESPONSIBLE FOR ALL IRRIGATION SLEEVES UNDER
SYSTEM (BLOW OUT).
PAVING, SLEEVE PIPE TO BE SCHEDULE 40, PVC, MINIMUM DEPTH 24 BELOW
FINISH SURFACE, TAPE PIPE ENDS AND STAKE LOCATION OF PIPE ENDS,
20.
ENTIRE SYSTEM MUST BE OPERATED ELECTRICALLY AND RUN THRU ONE
COORDINATE WITH GENERAL CONTRACTOR PRIOR TO INSTALLATION.
CONTINUOUS OPERATIONAL CYCLE IN THE PRESENCE OF THE DESIGN ER/ARCH ITECT
OR OWNER AND PROVIDE COMPLETE AND ACCEPTABLE COVERAGE, ACCEPTANCE IN
7.
CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF IRRIGATION CHASES
WRITING WILL START WARRANTY PERIOD THAT WILL INCLUDE ONE ACTIVATION
UNDER PAVING ON STRUCTURE, THROUGH WALLS, SLABS, CURBS, ETC. AS NEEDED
AND ONE DEACTIVATION OF SYSTEM.
FOR IRRIGATION WORK.
IRRIGATION SCHEDULE
ITEM/SYMBOL MANUFACTURER/CAT #
SHRUB/LAWN HEAD HUNTER PGM TYPE NOZZLES: .50, .75, 1 ' 0
1.5, 2.0 & 3.0; MODEL PGM-06-SHRUB,
@ + MODEL PGM-04-LAWN, USE PGM-12
v4,� v4� _�l HEAD ADJACENT CURBS/SIDEWALK
SHRUB/LAWN HEAD
@ -zz- L
SHRUB/LAWN HEAD
0 -ah- lk
SHRUB/LAWN HEAD
0 -,=- L
SHRUB/LAWN HEAD
0 _,n, k
SHRUB/LAWN HEAD
0 )O� L
SHRUB/LAWN HEAD
12 19 m
SHRUB/LAWN HEAD
L A, L
SHRUB/LAWN HEAD
12 [!]
CONTROL VALVE
/-2-\
ligy
CONTROLLER
P.O.C.
BACKFLOW PREVENTOR
SHUT-OFF VALVE
STRAINER
QUICK COUPLER
MAINLINE
LATERALS
SLEEVING
MANUAL DRAIN
RAINBIRD 1800-PRS-15 SERIES, MODEL
1804-LAWN, MODEL 1806-SHRUB, USE
MODEL 1812 HEADS ADJACENT CURBS/
SIDEWALKS
RAINBIRD 1800-PRS-12 SERIES, MODEL
1804-LAWN, MODEL 1806-SHRUB, USE
MODEL 1812 HEADS ADJACENT CURBS/
SIDEWALKS
RAINBIRD 1800-PRS-10 SERIES, MODEL
1804-LAWN, MODEL 1806-SHRUB, USE
MODEL 1812 HEADS ADJACENT CURBS/
SIDEWALKS
RAINBIRD 1800-PRS-8 SERIES, MODEL
1804-LAWN, MODEL 1806-SHRUB, USE
MODEL 1812 HEADS ADJACENT CURBS/
SIDEWALKS
RAINBIRD 1800-5 SERIES VAN, MODEL
5-VAN (USE APPROPRIATE ARC
NOZZLES) USE MODEL 1804-LAWN,
MODEL 1806-SHRUB, USE MODEL 1812
HEADS ADJACENT CURBS/SIDEWALKS
RAINBIRD 1800-PRS-15 STRIP SERIES,
NOZZLES 15 EST, 15 SST, & 9 SST;
MODEL 1804-LAWN, MODEL 1806-SHRUB,
USE MODEL 1812 HEADS ADJACENT
CURBS/SIDEWALKS
RAINBIRD 1800-PRS-15 VAN SERIES,
MODEL 1804-LAWN, MODEL 1806-SHRUB,
USE MODEL 1812 HEADS ADJACENT
CURBS/SIDEWALKS
RAINBIRD 1800 SERIES BRASS MPR
NOZZLES; B15 STRIP SERIES, B15 EST,
& B15 SST, MODEL 1804-LAWN,
MODEL 1806-SHRUB, USE MODEL 1812
HEADS ADJACENT CURBS/SIDEWALKS
RAINBIRD 100-PEB(1" VALVE ; 150-PEB
(1-1/2" VALVE); & 200-P[4(2" VALVE)
RAINBIRD ESP-16LXi
POINT OF CONNECTION
FEBCO 850 (1-1/2")
AQUA (1-1/2")
FEBCO (1-1/2")
RAINBIRD 3RC
33K KEY/SH-0 ELL
PVC -CLASS 200
PVC -CLASS 200
PVC -CLASS 200
(INSTALL SLEEVING UNDER ROAD
IN THIS PHASE).
CHAMPION
40 PSI, ADJUST RADIUS AS REQUIRED.
USE IN ZONES WHERE OTHER HUNTER
HEADSARE USED,
30 PSI, ADJUST RADIUS AS REQUIRED.
USE IN ZONES WHERE OTHER RAINBIRD
HEADS ARE USED,
30 PSI, ADJUST RADIUS AS REQUIRED.
30 PSI, ADJUST RADIUS AS REQUIRED.
30 PSI, ADJUST RADIUS AS REQUIRED.
30 PSI, ADJUST RADIUS AS REQUIRED,
30 PSI, ADJUST RADIUS AS REQUIRED.
30 PSI, ADJUST RADIUS AS REQUIRED.
30 PSI, ADJUST RADIUS AS REQUIRED.
PLASTIC CONTROL VALVE WITH
PRESSURE REGULATING FEATURES,
INSTALL PER DETAIL & MANUFACTURES
RECOMMENDATIONS.
(1)16 STATION CONTROLLER;
INSTALL IN LOCATION SHOWN
ON PLAN.
CONTRACTOR TO CONNECT EXEMPT 1-1/2"
IRRIGATION WATER METER; PROVIDE AND
INSTALL 2" SUPPLY LINE AND THREADED
STUB OUT FOR IRRIGATION CONTRACTOR'S USE.
BACKFLOW PREVENTOR DEVICE;
INSTALL PER DETAIL.
200 PSI THREADED ENDS. INSTALL
PER DETAIL.
BRASS STRAINER W/100 MESH
SCREEN. INSTALL PER DETAIL.
INSTALL PER DETAIL @ P.O.C.,
PROVIDE (1) KEY AND (1) ELL.
2" SIZE OR SIZE AS NOTED.
SIZES AS NOTED ON PLAN, 3/4"
MIN.
PROVIDE UNDER
ALL HARD SURFACES.
SLEEVES TWICE
THE DIAMETER OF
PIPE INSIDE. STRAIGHT RUNS ONLY.
(SEE DETAIL).
INSTALL AT THE
LOW POINT IN EACH
RUN OF PIPE.
INSTALL PER DETAIL.
ReW
DEC -5
BUILDING DLEEPT.
SHINGTON
GISTERED
(PE ARCHITECT),
tificote No. 307
lifl"21,
z
0
F-
IL
�j
cn
V)
w
x
x
X
<
X_
r)
DRAWN:
J.
T. S.
CHECK:
C. P.
JOB
NO
98 1-
<
�E
04
0
77
<
00
<
=0
'a
9
S2
L-1
LLI
<
0 1
ci
1
z
LL_ Cf)
9
V6
SHEET:
L2
OF: SHEETS
PERMIT
LANDSCAPE DETAILS
IRRIGATION DETAILS
HOSE WRAP WIRE AROUND STAKE
TRUNK TWIST AND CUT ON INSIDE OF STAKE
TWIST WIRE
NOTES: NOTE: IRRIGATION CONTRACTOR TO USE APPROVED CITY OF BOTHELL DCVA ASSEMBLY
1. HOSE, REIFORCED RUBBER FOR IRRIGATION SYSTEM, SEE CITY OF BOTHELL STANDARD DETAIL #580,
INTERLOCKED,
LOOP AND TWIST 2. WIRE, 14 GA. GALV, WIRE
— TIGHTEN WIRE DOUBLE STRAND) TWIST TO NOTE: FOR INSTALLATION OF POINT OF CONNECTION WITHIN A STRUCTURE REFER TO THE QUICK COUPLING VALVE SET
Ld TIGHTEN. GENERAL CONTRACTOR AND MECHANICAL ENGINEER / CONTRACTOR, FLUSH WITH FINISH GRADE
IN LAWN AREA 3' ABOVE
3. STAKE, 2' X 2' WOOD PRE —STAINED SIDEWALK-7-1 FINISH GRADE IN OTHER AREAS
DARK BROWN, SPACED EVENLY NOTE ALL FITTINGS TO BE GALV. CURB, ETC, FINISH GRADE LAWN AREAS
AROUND TREE OUTSIDE OF ROOTBALL.
ZD PAINT ALL'GALVANIZED PIPE WITH ONE COAT 12' AX,
0 5/ NOTCH STAKE FOR WIRE, CARBON ELASTIC PAINT
:D 4. TAPER MULCH THICKNESS DOWN IV FINISH GRADE SHRUB AREAS
2 . —IIT
TO TOP OF ROOT MASS. 11= -
Ld
m
Q�
L'i
F- CI)
Ld 0
0� Ld
Lo -J
Ld
w
F-
-J -J
< < Lj
U U
�j
111� '11� u
0 0
AS REQ
V
� < I I—
XEI I
77
x
jj�
IEI I MI I IHE
, ) I 1= v
2 TIMES ROOT BALL
OR ROOT BALL PLUS 30'
TREE STAKING DETAIL
NO SCALE
6_> 611
SHRUB
ROOT BALL
SAUCER
Mill:
I IEEI Eil EE M\ El I EE
'Z I Ed 111
51
I I—F,,L
ROOT BALL
PLUS 12'
BOX AMETEK BOX AMETEK BOX AMETEK 12' ROUND PLASTIC BOX AND
COVER
ECONOMY ff �Ju M D 0 S DARD STAINLESS STEEL CLAMP
TURF BOX BOX BOX
SIZE AND LENGTH AS REQUIRED
SCH. 80 PVC NIPPLE
QUICK
TREE WRAP, IF REQUIRED COUPLER
PEA GRAVEL
3'
'PLE
WIRE AND HOSE S! IG JOINT CH. 40 PVC
7
DOUBLE CHECK
WOOD STAKE, 2 PER DECID., ELL ELBOW
SCH. 40 PVC STREET ELBOW
3 PER CONIFER UNION -UNION UNION LL
74�E L L
,1X
MULCH P.R.V.
R 4' 90 PVC SUPPLY
PLANTING SOIL 6' ELL ELL LINE (SxSxT) S, H. 80 PVC NIPPLE SIZE AND
P.V.C. -91 TING
?u SLEEVE GATE FT TEE FIT LENGTH AS REQUIRED
VALVE 2A :GURA\��L'. 3' NIPPLE AND ELL
PE
BERM AND BASIN
9'
4 - 6' X 6' X CU/FT EL L
U14ION CONCRETE BLOCK A GRAVEL
ER
SCH. 80 MALE ADAPT 18, PVC SUPPLY LINE
MAIN LINE
OPEN BURLAP AND FOLD
BACK TOP 1/3RD (AS REQUIRED) SCH. 40 PVC STREET ELBOW
P4' DIAMETER DRAIN LINE RESSURE QUICK
RUN 1. ... .....
1-112' PVC PIPE STAKE
COMPACTED MOUND TO POINT OF REDUCING COUPLING (SCH. 40 MIN. 36' LONG OR
SUPPORT TREE METER CONNECTION BACKFLOW PREVENTER VALVE VALVE AS SITE REQUIRES
TEST COCKS TO FACE UP FOR TESTING FOR WINTERIZATION
TO BE SET FOR BLOW-OUT A14D NOTE: USE TEFLON TAPE ON ALL THREADED FITTINGS
70 PSI. PRESSURE TESTING
CUT IN DETAIL TYPICAL QUICK COUPLING VALVE ASSEMBLY
POINT OF CONNECTION NO SCALE
INSTALLATION OF POINT OF CONNECTION OUTSIDE OF STRUCTURE
MULCH
PLANTING SOIL
HARD SURFACE
NOTE: FORM WATER SAUCER
AROUND PLANT, TAPER
SOIL AWAY FROM TOP
OF ROOT MASS,
SHRUB PLANTING DETAIL Q GALLON AND GREATER)
NO SCALE
GROUND COVER PLANTING SOIL
ROOT BALL 12' MULCH
DR E.Q. TO PLANf
SPACING HARD SURFACE
CU
1=1 I 1=1 I Ed I 1=1 I
co
NOTE: TAPER MULCH
THICKNESS DOWN
8, TO TOP OF ROOT
MASS.
GROUND COVER DETAIL (4" POTS AND SMALLER)
NO SCALE
4'X6' PRESSURE —TREATED
DOUGLAS FIR HEADER
#5 REBAR PLACED EVERY 2 1/2'-3'O.C.
LAWN AREA Q: 0 C�
C 0 0),
0<�D
I 1=1 I EEI 11 1<��p
j=j j J=j I J=� j 1=j
CU
Im
WOOD HEADBOARD DETAIL
NO SCALE
- PVC MINIMUM TWO TIMES THE DIAMETER
'18, 24' SLEEVE OF PIPE TO BE INSERTED INTO SLEE)E.
TYPI TYP.
PLANTER
MAIN OR LATERAL
STUB -UP AND PLUG
WIRE WIRE SLEEVE (MINIMUM OF
PLANTER-�.
PAVIN TWO INCHES
DIAMETER,)
'CUR'B
A
18- 24
BUILDING TYP.1 TYP�
ENTRY mommmom
WALK�, W
IRE, MAIN 0
WIRE SLEEVE, R LATERAL
SLEEVE- - - - MAIN OR
LATERAL
UJ
CURB �11 z
24- 18 w <
TYP. 'T4 -�z SIDEWALK <: -j
WIRE
SLEEVE
CURB
LINE OF CURB CURB
OR WALK PLANTING
PAVIN
75-�-IRRIGATION FLAG
APE CLOSED
j VERTICAL STUB -OUT
_—MARKER PIPE
OR 1, IRRIGATION WIRE
TRENCH OR 2. METALIC TAPE
D CU >
0
METALIC TAPE
RRIGATION WIRE
PVC
SLEEVE
MAIN LINE OR
LATERLA LIN PVC EL
TYPICAL SLEEVING DETAIL
NO SCALE
ROUND PLASTIC BOX AND COVER.
COVER MARKED, IRRI GATE
I ki <1, gn, L,
1-1/2'
FINISH GRADE
LAWN AREAS
FINISH GRADE
SHRUB AREAS
HANDWHEEL
PVC SUPPLY LINE
PEA GRAVEL
(MIN, 2 CU. FT,)
q� GATE VALVE
jq� ob
PVC MALE
o 00 ADAPTORS
-Cp
0 0 Job
.%�qi;,, -.0 4R3
NOTEi GATE VALVE SHALL BE INSTALLED IN SHRUB AREAS UNLESS
OTHERWISE APPROVED,
TYPICAL GATE VALVE ASSEMBLY
NO SCALE (3' AND SMALLER)
ff
SIDEWALK, CURB, ETC,
FINISH GRADE
SPRINKLER NOZZLE
PVC TEE OR ELBOW (SxSxT)
POP-UP ASSEMBLY--/
(INSTALLED 1' ABOVE
FINISH GRADE IN
OPEN AREAS OR SCH. 40 PVC STREET EL13OW
AS NOTED) SCH, 80 PVC NIPPLE
(LENGHT AS REQUIRED)
SCH. 40 PVC STREET ELBOW
NOTE1
1. INSTALL HEAD FLUSH WITH TOP OF HARDSCAPE AT INTERSECTION AND CORNERS
2. USE TEFLON TAPE ON ALL THREADED FITTINGS,
TYPICAL SHRUB HEAD POP-UP ASSEMBLY
NO SCALE
6' OR AS
SIDEWALK, NOTED c,
CURB, ET�
SPRINKLER NOZZLE
4
— TYPICAL BUILDING WALL
POP-UP BODY ASSEMBLY
(112' ABOVE FINISH GRADE)
24' MIN..
- AUTOMATIC CONTROLLER ASSEMBLY
TO BE WALL MOUNTED
FINISH GRADE
- COMMON WIRE SHALL BE TIED INSIDE
HOUSING WHEN REQUIRED
ON - OFF SWITCH TO BE PROVIDED BY
CONTRACTOR
- STRAIGHT CONDULET FOR WIRING CONNECTIONS
USING WIRE NUTS
- ELECTRICAL CONDUIT TO INDEPENDENT
PVC SCH. 80 NIPPLE
(LENGTH AS REQUIRED)
SOURCE (CONTROL UNIT ELECTRICAL
REQUIREMENTS: 115V,, 60CYC, 2 AMPS MAX,)
(S x S x T)
NOTES:
PVC TEE
1. COMMON WIRE TO BE WHITE AND CONTROL
OR ELBOW
LATERAL LINE (SIZE
WIRE TO BE BLACK IN COLOR.
AS NOTED ON DRAWING)
2. NO SPLICES SHALL BE MADE BETWEEN
FINISH
FLOOR
CONTROLLER AND REMOTE CONTROL VALVE,
48'
3. CONTROL WIRING SEQUENCE CORRESPONDS
SCH. 40 PVC STREET ELBOWS
TO OPERATING SEQUENCE OF REMOTE
CONTROL VALVES AND AUTOMATIC
CONTROLLER UNIT STATION CONNECTION
NDTEt USE TEFLON TAPE ON ALL THREADED FITTINGS
(SEE IRRIGATION PLAN FOR CORRECT
VALVE SEQUENCE),
SLEEVE FOR CONTROL WIRES PROVIDED BY
GENERAL CONTRACTOR (2)
TYPICAL SHRUB HEAD
ASSEMBLY
ELECTRICAL TAPE - TAPE WIRINGS AT INTERVALS OF
NO SCALE
(POP-UP TYPE)
10 FEET ON CENTER
CONTROL WIRING (AWG UF
TO CONTROL UNIT AT TERMINALS)
1 CONTROL WIRE TO EACH R.C.V,
I CONTROL WIRE TO ALL R,C.V,'S
TYPICAL AUTOMATIC CONTROLLER ASSEMBLY
NO SCALE (WALLVIOUNTED TYPE) J.R.-84
-TYP. SUPPLY LINE
PVC STREET ELBOW,'
TYP. PVC TEE (LINE SIZE)
W/ 112' OUTLET
DRAIN VALVE
cyo 06, �? 755, '0-
00000000 0 ��a_
080,0
0150Y&I 0 0000 dPI
PEA GRAVEL
(TYP. 2 CU, FT.)
NOTE: CONTRACTOR TO VERIFY EXACT LOCATION
TYPICAL DRAIN VALVE ASSEMBLY
NO SCALE
SIDEWALK,
CURB, ETC,
SPRINKLER NOZZLE
POP-UP BODY ASSEMBLY
(INSTALL 1/2' ABOVE FINISH
GRADE)
PVC SHC, 80 NIPPLE SIZE
AS REQUIRED
PVC SCH. 40 STREET ELBOW
PVC SCH. 40 ELBOW
12'
PVC TEE
PVC SCH. 80 NIPPLE (SIZE
S x S x T
AS REQUIRED) IN FINAL
OR ELBOW
POSITION RISER SHALL BE
AT A 45 DEGREE ANGLE
PVC SCH. 40 STREET ELBOW
LATERAL LINE (SIZE AS NOTED ON DRAWING)
NOTE, USE TEFLON TAPE ON ALL THREADED FITTINGS
TYPICAL
LAWN HEAD ASSEMBLY
NO SCALE
SIDEWALK, CURB,
BOX TO BE PLACED AT RIGHT ANGLE ETC.
HARDSCAPE EDGE 12' OR
12'X18' PLASTIC BOX AND COVE AS NOTE
WITHLOCK TOP
CURL TYPE EXPANSION LOOP (MIN 2
A,4601
WATERPROOFED WIRE CONNECTION
Ildi-7
CHRISTY'S I.D. TAG (STANDARD), NON -PRESSURE
SECURE TO SOLENOID
PIGTAIL A-- LINE FITTING
FINISH GRADE /4
LAWN AREA Y PVC LINE PIPE
FINISH GRADE
SOLENOID
0
3'
go C�, FLOW ADJUSTMENT
.0
12' MAX.%p 0 CID 'CPO PEA GRAVEL (MIN,
TOP IF VALVE
3 CU. FT.)
18' MIN,, PVC SCH. 40 MALE ADAPTOR
(TYP. 2 PLACES)
PVC LINE PIPE
PVC ELBOW
PVC LINE PIPE
PVC SUPPLY LINE FITTING(SxSxT)
COMMON WIRE
NOTE: CONTROL WIRE
1, VALVES ARE TO BE INSTALLED IN SHRUB AREAS UNLESS OTHERWISE NOTED,
2. WHEN MORE THAN ONE VALVES IS LOCATED IN THE SAME AREA, PROVIDE A SPACE A
MIN, OF 3 FEET APART,
3. USE TEFLON TAPE ON ALL THREADED FITTINGS,
TYPICAL REMOTE CONTROL VALVE ASSEMBLY
NO SCALE (STRAIGHT TYPE)
LAWN
AAAA A AAAA
FINISH GRA
MARLEX ELL
SCH, 80 NIPPLE
OR FUNNY PIPE
MARLEX ELL
PLANTING AREA
RISER (POP-UP) DETAIL
NO SCALE
)9*0
EE]l 7`147 1,1" "i-TC-1)
0 E C - 5 2 -.031
BUILDING DEPT.
INISH GRADE
HEAD POP-UP
PVC LATERAL
PVC 'T' OR 'L'
S TA TE OF
WASHINGTON
REG,ISTE
01
ANDSC RCHITECT
a ons
Certificate No. 307
W�
w Lei C-m 10142
SHEET:
L3
OF: SHEETS
PFRkAIT
D E
B U 1 L D I iNll G D E-- P T.
STREET FILE