620 EDMONDS WAY.PDFIIIIIIIIIIIIII
11049
620 EDMONDS WAY
2
Associated Earth Sciences, Inc.
N lifl Nd 0 0
Ce (e 6 ra 6nj 0 �e r 25 Vea ri, of Se Y i dee
February 8, 2011
Project No. KE100209A
BCRA Design
2106 Pacific Avenue, Suite 300
Tacoma, Washington 98402
Attention: Mr. Mat Bergman
STREET FILE
Subject: Infiltration System Recommendations
Edmonds First Security Bank
620 Edmonds Way
Edmonds, Washington
Dear Mr. Bergman:
CEIVED
MAR 0 9 2011
BUILDING DEPARTMENT
CITY OF EDMONDS
As requested, this letter provides a summary of our observations and recominendations related
to design of the storm water infiltration system for the Edmonds First Security Bank project.
We are familiar with the project through our previous participation, which has included drilling
exploration borings and preparing a geotechnical engineering report for the project dated
July 27, 2010. This letter should be considered supplementary to our previous work on the
project, and should be used together with our previous report. Our work was performed in
accordance with our scope of work and cost proposal dated January 11, 2010, and we were
authorized to proceed by means of a signed copy of our proposal. Our work was performed in
accordance with local standards of practice in the field of hydrogeology at the time it was
written. No other warranty, express or implied, is made.
PROJECT DESCRIPTION
The project will include demolition of the existing bank branch building, and construction of a
new building- northwest of the existing building. New paved parking areas and driveways will
be located south of the new building. A storm water infiltration system is planned, and will
consist of a series of Stormtech chambers below a portion of the new parking lot. Water
quality treatment will be provided by a cartridge filter system upstream from the infiltration
structure. The infiltration area will be in approximately the same location as the existing bank
branch building to be demolished, and the planned subgrade elevation of the infiltration system
is approximately 7.5 feet below existing grades, or approximately elevation 270 feet.
V-
Kirkland M Everett - Tacoma
425-827-7701 425-259-0522 253-722-2992
www.aesgeo.com
SITE DESCRIPTION
The project site is that of the existing First Security bank branch at the above -referenced
address, as shown on the "Vicinity Map," Figure 1. The site is irregularly shaped in plan
view and has a total area of approximately 0.4 acre. The site slopes gently down to the north,
with overall vertical relief of approximately 12 feet. The site was graded to its current
configuration during previous development. The north end of the existing parking area was
created by placement of fill approximately 5 feet thick. The fill resembles native sediments,
and may have been derived from cuts on the south part of the site. Existing site development
consists of a single. story bank branch building on the south central part of the site, surrounded
by paved parking and driveway areas, and a gravel -surfaced apron along a portion of the
Paradise Lane frontage. Approximately the northern one-third of the site is currently
undeveloped, and covered with mature trees and understory plants.
AREA DESCRIPTION
The project site is located on the north side of Edmonds Way, and the adjacent Edmonds Way
frontage is occupied by existing houses and low rise commercial buildings. Away from
Edmonds Way, the neighborhood is primarily occupied by existing homes.
Area topography slopes generally down to the north and east. The site does not contain and is
not adjacent to regulated steep slopes. The nearest surface water body is Shelleberger Creek
with headwaters roughly 900 feet north of the site, based on the United States Geological
Survey (USGS) Edmonds East 7.5-Minute Quadrangle Map. A published geologic map of the
area, Booth, D. B., Cox, B. F., Troost, K. G., and Shimel, S. A., 2004, Composite geologic
map of the Sno-King area: University of Washington, Seattle -Area Geologic Mapping Project,
scale 1:24, 000, indicates that advance outwash sediments are expected at shallow depths on the
site and in the area surrounding the site.
SUBSURFACE CONDITIONS SUMMARY
We have completed a total of four subsurface explorations on -site, and installed one ground
water observation well. The attached "Site and Exploration Plan," Figure 2, depicts the
locations of all of the exploration borings, and logs of all of the explorations are also attached.
Exploration borings EB-1 and EB-2 encountered surficial topsoil approximately 8 inches thick,
while exploration borings EB-3 and EB-4 each encountered surficial asphalt paving observed to
be approximately I and 2 inches thick, respectively. Below the surficial topsoil and paving,
we encountered surficial fill that was observed to be 5 feet thick at the location of EB-1 and 3
feet thick at the location of EB-4. Below the overlying man -placed materials, EB-1 and EB-2
encountered medium dense brown sand with generally small amounts of silt and gravel
interpreted as recessional outwash. . The recessional outwash was observed to a depth of
approximately 12 feet at the location of EB-1, and 4 feet in EB-2. Below the recessional
PA
outwash, each of our exploration borings encountered medium dense to dense gray sand, with
generally small amounts of silt and gravel. This material was observed to be gradationally
stratified, and is interpreted to represent advance outwash sediments. The advance outwash
was the deepest stratigraphic unit exposed in our subsurface explorations completed for this
study.
Free ground water was encountered only in one of our exploration borings, E13-3. We
installed a ground water observation well in EB-3 and measured a ground water level 28.3 feet
below the existing ground surface (approximately elevation 249.5 feet based on interpolation
between surface contours on the topographic survey). It should be noted that the borings other
than EB-3 advanced for this study were terminated shallower than elevation 249.5 feet, and
would not be predicted to encounter free ground water based on the water level observed in
EB-3.
LABORATORY TESTING
We completed grain size analyses of four sediment samples recovered from ' E13-3 at varying
depths. Each of the samples selected for grain size analysis originated frorn depths between
the base of the proposed infiltration facility and the observed ground water level. Results of
the grain size analyses are attached with this letter. The grain size analyses were completed
using Ainerican Society for Testing and Materials (ASTM):D 422 test procedures. TheASTM
test data were adjusted to provide soil textural classification based on United States Department
of Agriculture (USDA) textural classification procedure as described in the 1993 USDA Soil
Survey Manual, page 136. The ad ' justments we applied were to omit from* the analysis that
portion of the tested samples that was retained on (coarser than) the US No. 10 Sieve, and to
assume that all materials passing (finer than) the US No. 270 Sieve classify as clay. After
applying these adjustments, each of the four sediment samples selected for testing was
determined to classify as Sand based on USDA classification criteria.
STORM WATER DESIGN REQUIREMENTS
The City of Edmonds has adopted the 2005 Washington State Department of Ecology
Stormwater Management Manual for Western Washington (Ecology Manual). The City also
has adopted the Stormwater Code Supplement to Edmonds Community Development Code
Chapter 18.30 (Edmonds Manual), dated April 10, 2010.
The project is considered a Small Site Project in accordance with Edmonds Manual Section
2. 1. The Edmonds Manual Appendix C allows design of the proposed infiltration structure to
use a long-term allowable design infiltration rate of 2 inches per hour (iph) based on grain size
testing results summarized above.
3
STORM WATER INFILTRATION RECOMMENDATIONS
In Associated Earth Sciences, Inc.'s (AESI's) experience, advance outwash such as that we
observed below this site can successfully be used as an infiltration receptor as proposed.
Advance outwash sediments are commonly characterized by gradational stratification, and the
advance outwash sediments observed at this site exhibited such stratification. Gradational
stratification such as that we observed on the site has the potential to substantially limit the
downward movement of infiltrated water, which can cause unexpectedly slow infiltration
performance of advance outwash storm water receptors. We have previously recommended
installation of pit drains below infiltration structures that use advance outwash as the storm
water receptor with good results. Pit drains offer a relatively low cost and low complexity
way to penetrate stratified receptor sediments and substantially reduce the possibility of slower
than expected infiltration performance due to stratification. We recommend that pit drains be
installed below the planned infiltration structure for this project. With the installation of pit
drains, the 2 iph long-term design infiltration rate is acceptable for the project as currently
proposed, in our opinion.
PIT DRAIN RECOMMENDATIONS
Pit drains for this project should consist of excavated pits below the planned infiltration
structure that are backfilled with washed pea gravel that meets the following gradation:
Sieve Size
Percent Passing
1/2"
100
3/8"
90-100
#4
5-15
#8
0-10
#100
0-0.6
#200
0-0.4
#270
0-0.2
The gravel backfill should extend from the base of the facility to a depth approximately 5 feet
above static ground water, or approximately elevation 255 feet. We understand that a
cartridge filter system will be used upstream from the infiltration facility. We recommend that
the gravel backfill in the pit drains be provided with a 6-inch-thick cap of water quality filter
sand that meets gradation requirements of the Ecology Manual, page 8-16. The purpose of this
filter sand is to trap any fine grained sediment that enters the infiltration structure so that it is
not carried down into the pit drains or the storm water receptor soils. If the filter sand
becomes clogged with silt, it can be removed and replaced to restore the original capacity of
the infiltration facility. The filter sand could be omitted considering the planned use of a
cartridge filter system and the fact that the sand will be essentially inaccessible for
11
maintenance, but the filter sand would provide a backup in the event that the cartridge filter
failed.
At this site, pit drains should have plan view dimensions of approximately 3 feet wide by 10
feet long, and should extend to an elevation of approximately 255 feet, which corresponds to a
depth of approximately 15 feet below the planned infiltration facility. The pit drains should be
spaced approximately 10 feet edge to edge, and we anticipate that a total of 3 to 4 pit drains
will fit within the footprint of the plaimed infiltration facility depending on the final size of the
pit drains that could be affected by caving of granular advance outwash sediments during pit
drain installation. A typical pit drain detail is included with this letter as Figure 3.
CONSTRUCTION VERIFICATION
We recommend that AESI be allowed to observe installation of the infiltration structure and pit
drains, The purpose of our observations would be to verify that the exposed receptor
sediments are consistent with those observed during our subsurface exploration program and
assumed for design. If subsurface conditions vary substantially from those observed during the
design phase, we may recommend capacity testing of one or more of the pit drains, or other
infiltration capacity verification procedures. Figure 3 depicts a water level sounding tube that
would facilitate pit drain infiltration capacity testing, if needed. We recommend that at least
two of the pit drains be provided with sounding tubes at the time of construction since later
installation of sounding tubes is difficult if the need for testing arises. If the subsurface
conditions observed at the time of construction are consistent with those observed during the
design phase of this report, we anticipate that no further testing would be needed. We
recommend that no turbid construction water be allowed to enter the infiltration system. The
infiltration system should be brought on line after all permanent paving, landscaping, and other
ground covers are in place, and after at lease one rain event that is sufficient to act as a "first
flush" to remove any remaining construction silt.
WELL ABANDONMENT
We recommend that abandonment of the existing well be included as a bid item on the
demolition drawings for the project. The well should be decommissioned by a Washington
State licensed well driller in accordance with Washington Administrative Code Section 173-
160. The required well decommissioning report should be filed by the licensed well driller in
a timely mariner, and a copy of the decommissioning report should be provided to the owner.
Important construction details and the unique well identification number of the well (BCA 807)
are included on the log for E13-3 included with this letter. We recommend that the licensed
driller who decommissions the well be provided with a copy of the subsurface exploration log.
61
CLOSURE
We trust that the information presented in this letter meets your current project needs. Should
you have any questions, please contact us at your earliest convenience.
Sincerely,
ASSOCIATED EARTH SCIENCES, INC.
Kirkland, Washington
B�r=4. Guenzler L.G., L.E.G.
ProJect Geologist
LIJ
�IsT C
;T-Tcoo�--'�)-x"
N A;I-- -0
Kurt D. Merriman, P.E.
Principal Engineer
Curtis J. Koger, L.G., L.E.G., L.Hg.
Principal Geologist/Hydrogeologist
Attachments: Figure 1: Vicinity Map
Figure 2: Site and Exploration Plan
Figure 3: Pit Drain Detail
Subsurface Exploration Logs EB-1 through EB-4
Grain Size Analyses Results (4)
BWG/tb
KE100209A4
Ptojects\2010020MEMI
"I
z
m z
0
CL 0
< z
<
z
Co
LL
Z
El
IRRAVC I At'
GEOLOGIC LOG
CONSTRUCTION DETAILS
NOTE: AN AESI REPRESENTATIVE MUST BE PRESENT AT ALL TIMES
DURING ADVANCEMENT AND BACKFILLING OF THE PIT DRAINS.
FIGURE 3
Associated Earth Sciences, Inc. PIT DRAIN DETAIL
EDMONDS FIRST SECURITY BANK DATE 2/11
EDMONDS, WASHINGTON
PROJECT NO. KE100209A
0
Yo -.0'
Well -graded gravel and
Terms Describing Relative Density and Consistency
'5
2
1J_
GW
gravel with sand, little to
Density SPT(2)blows/foot
U)
d)
rL
no fines
Very Loose 0 to 4
Coarse-
a)
>
4)
M >
0 a)
-.'0'0'0
in
Loose 4to10
Grained Soils Medium Dense 101o30
000001
Poorly -graded gravel
.a)
En
00
— Iq
VII
00000
000c)
GP
and gravel with sand,
Test Symbols
Dense 30 to 50
CD
0
6
00000
00000
little to no fines
Very Dense >50 G = Grain Size
C1.1
Z
2 0' 00
M = Moisture Content
Silty gravel and silty
6
Z
to
-0
Consistency SPT(')blows/foot A = At:terberg Limits
C
0
C
F
I.
i
C. M
gravel with sand
Very Soft 0 to 2 C = ChernIcal
Fine -
a)
I
Soft 2 to 4 DD = Dry Density
Grained Soils
.0
0 0)
a:
Medium Stiff 4 to 8 K Permeability
-N
stiff 8 to 15
Clayey gravel and
Very Stiff 15 to 30
GC
clayey gravel with sand
Hard >30
Component Definitions
C
Well -graded sand and
ca
Descdpflve Term Size Range and Sieve Number
.5
.2
E
SVW
sand with gravel, little
Boulders Larger than 121
u_
to no fines
Cobbles 3" to 12"
CD
12
Gravel 3" to No. 4 (4,75 mm)
0 >
V11
Poorly -graded sand
Coarse Gravel 3" to 3/4"
U)
2
2 co
SP
and sand with gravel,
Fine Gravel 3/41 to No. 4 (4.75 mm)
0
2 6
little to no fines
Sand No. 4 (4.75 mm) to No 200 (0.075 mm)
12
0
Coarse Sand No. 4 (4.75 mm) to No. 10 (2.00 mm)
sm
Silty sand and
silty sand with
Medium Sand No. 10 (2.00 mm) to No- 40 (0.425 mm)
No.
ca
ca
U)
Fine Sand 40 (0.425 mm) to No. 200 (0 075 mm)
0
0
"o 0
. -
0
0
C:
gravel
Silt and Clay Smaller than No 200 (0,075 mm)
V)
"a
Clayey sand and
(3) Estimated Percentage Moisture Content
C:
mNSC
clayey sand with gravel
Percentage by Dry - Absence of moisture,
Component A!�� dusty, dry to the touch
Trace <5 Slightly Moist - Perceptible
Silt, sandy silt, gravelly silt,
CD
MIL
silt with sand or gravel
Few 5 to 10 moisture
>
Little 15 to 25 Moist - Damp but no visible
AD
co
With Non -primary coarse water
Clay of low to medium
Ca
constituents: > 15% Very Moist - Water visible but
Cq
6
L) Cn
CL
plasticity; silty, sandy, or
Fines content between not free draining
Z
0
M E
gravelly clay, lean clay
5% and 15% Wet - Visible free water, usually
CD
V)
from below water table
Organic clay or silt of low
Symbols
0�
:3
OL
plasticity
Blows/6".or
0
2
Sampler portion of 6'
Cement grout
_P
Type
Sampler Type
surface seal
Elastic silt, clayey silt, silt
-.1
MH
with micaceous or
2.0" OD
Split -Spoon �11 De scriptlon (4)
:j)on (4)
Bentonite
seal
0
diatomaceous fine sand or
I silt
20
Sampler 3.0" OD Split -Spoon Sampler -
Filter pack with
0
.5 0
(Spi) 3.25" OD Split -Spoon Ring Sampler (4)
blank casing
Clay of high plasticity,
co
a)
00
to
r_ =1
CH
sandy or gravelly clay, fat
nple
Bulk sample
3 O"OD ThIn-Wall Tube Sampler
- .
section
Screenedcasing
.r-
12
m E
2 Zi
clay with sand or gravel
(including Shelby tube)
or Hydrotip
(9
U)
Grab Sample Z
mple
with filter pack
End
I
.G
Cr
Organic clay or silt of
Portion not recovered
cap
u_
OH
medium to high
(4
(1) Percentage by dry weight Depth of ground water
plasticity
I
(2) (SPT) Standard Penetration Test Y ATD = At time of drilling
(3) (ASTM D-1586) SZ Static water level (date)
In General Accordance with
>1
L)
'E
P at, muck and other
M 0
U)
PT
highly organic Soils
5
Standard Practice for Description t ) Combined USCS symbols used for
0
and Identification of Soils (ASTIVI D-,2488) fines between 5% and 15%
Classifications of soils in this report are based on visual field and/or laboratory observations, which include density/consistency, moisture condition, grain size, and
plasticity estimates and should not be construed to Imply field or laboratory testing unless presented herein. Visual -manual and/or laboratory classification
methods of ASTIVI D-2487 and 0-2488 were used as an identification guide for the Unified Soil Classification System.
Associated Earth Sciences, Inc.
EXPLORATION LOG KEY FIGURE Al
Associated Earth Sciences, Inc.
Exploration L7=
7b.9
Project Number
Exploration Number
Sheet
KE100209A
EB-1
1 of I
Project Name Edmonds First Security Bank Ground Surface Elevation (ft) 277 feet
Location Edmonds, WA Datum NIA
Driller/Equipment Boretec Date Start/Finish 7/16110 7/1 (3/10
Hammer Weight/Drop 140# 30" Hole Diameter (in) 9,1
(n
0- E
a) T
_J
Zo
Blows/Foot
Zn
E
T m
12
(9 co
C'
E
0
�5
—
ca
M
U)
DESCRIPTION
0
3:
10 20 30 40
rD
Bark Mulch
Fill
S-1
Loose, moist, brown, fine SAND, few silt, thin roots (SP).
5
A5
3
2
5
S-2
Recessional Outwash
13
&21
Medium dense, moist, brown, fine SAND, few fine gravel, trace silt (SP); no
11
visible stratification.
10
10
Medium dense, moist, brown, fine SAND, trace to few silt (SP); no
5
S-3
stratification.
6
A 12
6
Advance Outwash
15
Very dense, moist, gray, fine to coarse SAND, with fine to coarse gravel,
20
S-4
I
trace silt (SW); no visible stratification.
26
.
— - I - � ...- — - . - — -
35
Bottom of exploration boring at 16.5 feet
20
25
30
35
Sampler Type (ST):
2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: BWG
Y OD Split Spoon Sampler (D & M) Ring Sample �Z Water Level Approved by:
Grab Sample Z Shelby Tube Sample -T Water Level at time of drilling (ATD)
Associated Earth Sciences, Inc.
Exploration L9
E� El Ed U
Project Number
Exploration Number
Sheet
KE100209A
EB-2
1 of 1
Project Name Edmonds First Security Bank Ground Surface Elevation (ft) 274 feet
Location Edmonds, WA Datum N/A
Driller/Equipment Boretec Date Start/Finish 7/16/in 7/16/10
Hammer Weight/Drop 140# 30" Hole Diameter (in)
i��
U)
.9
0-
--a
a- E
= a)
-a
_J
Uj
Blows/Foot
Zn
(U
S E
T co
12 �;,
0 cn
E
0
�i
—.2
CU
M
CD
DESCRIPTION
0
10 20 30 40
0
Topsoil
Recessional Outwash
Medium dense, moist, light brown, fine to coarse SAND, little silt, few fine
4
S-1
gravel (SM); no stratification.
6
14
Advance Outwash
5
Very dense, moist, gray, fine to coarse SAND, with fine to coarse gravel,
25
S-2
few silt (SW); no visible stratification.
28
A
L61
33
10
Becomes dense, gradation as above.
6
S-3
24
7
23
15
1 S-4
_As above.
0/1,
A
L501,"'
Bottom of exploration boring at 15.5 feet
20
25
30
35
Sampler Type (ST):
2" OD Split Spoon Sampler (SPT) n No Recovery M - Moisture Logged by: BWG
3" OD Split Spoon Sampler (D & M) 1] Ring Sample _V_ Water Level Approved by:
Grab Sample Z Shelby Tube Sample Y Water Level at time of drilling (ATD)
Associated Earth Sciences, Inc.
Geologic & Monitoring Well Construction Log
Fi-77w-1
El 111 EJ Ka
Project Number
Well Number
Sheet
1
bd:j
KE100209A_
EB-3
1 of 1
Project Name Edmonds First Security Bank Location Edmonds, WA
Elevation (Top of Well Casing) Surface Elevation (ft) 278 feet
Water Level Elevation Date Start/Finish 1197111 1/97/11
Drilling/Equipment Geologic Drill/XL Hole Diameter (in) 8"
Hammer Weight/Drop 140# / 30"
-C
-6
>
W
L)
Z 0
CL.0
E
o(o
S M
a,
V)
co
3:
WELL CONSTRUCTION
T
DESCRIPTION
N
Flush monument
Advance Outwash
I inch asphalt.
Concrete 2 feet to I foot
4
16 inches recovery. Medium dense, moist, brown, fine SAND, few to
5
little silt (SP); slight gradational stratification.
6
5
Bentonite chips 20 to 2 feet
13
14 inches recovery. Medium dense, moist to wet (above finer
1 1/2-inch-cliameter
1 5
seams), brown, fine SAND, trace to few fine gravel, few to little silt
Schedule 80 PVC casing 22
15
(SP-SM); significant gradational stratification and thin wet zones
1/2 to 0 feet
above finer strata. No free water in boring.
10
10
18 inches recovery. Grades without wet zones, and with trace fine
t4
gravel.
16
14
16 inches recovery. Gradation overall slightly finer, otherwise as
20
above,
22
-15
15
18 inches recovery. Grading to slightly coarser overall, slightly more
21
gray, weak gradational stratification continues.
24
16
18 inches recovery. Gradation and stratification as above.
23
22
-20
Sand pack (Colorado
#10-20) 32 1/2 to 20 feet
17
18 inches recovery. Becomes very dense, grades with trace coarse
24
sand/fine gravel.
27
-25
0.020-inch slot screen 32 1/2
to 22 1/2 feet
7 .
16
18 inches recovery.. Gradation as above, becoming wet.
24
26
-30
Threaded end cap
16
18 inches recovery, Gradation as above. Heave controlled by
ID: BCA 807
26
adding 5 gallons water.
50
Boring terminated at 34 feet on 1/27/11
-35
Sampler Type (ST):
2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: BWG
Y OD Split Spoon Sampler (D & M) Ring Sample �-Z Water Level (1/28/11) Approved by:
Grab Sample ni' Shelbv Tube Sample T Water Level at time of drillino (ATD)
Associated Earth Sciences, Inc.
Exploration Loci
Eil IE K] Kd ��N
Project Number
Exploration Number
Sheet
KE100209A
EB-4
1 of 1
Project Name Edmonds First Security Bank Ground Surface Elevation (ft) 278 feet
Location Edmonds, WA Datum Pri7m 10/6/10
Driller/Equipment Geologic Drill/XL Date Start/Finish .1/27/11 1/27/11
Hammer Weight/Drop 140# / 30" Hole Diameter (in)
cL
E
.2
a)
-J
Blows/Foot
E
T ca
U)
E2 >,
0 u)
E
0
M
0
M
DESCRIPTION
10 20 30 40
0
Fill
2 inches asphalt.
Loose to medium dense, damp, dark brown, fine to medium SAND, with silt
(Smy
Advance -Outwash-
3
S-1
18 inches recovery. M ed ium dense, moist, reddish brown, fine to medium
7
A"
7
SAND, little silt, few fine gravel (SM).
10
5
18 inches recovery. Dense, very moist, grayish brown, fine SAND, few silt
10
S-2
(SP); slight gradational stratification.. Three 1/2-inch stringers of fine
17
AM
SAND, with tan silt.
19
10
18 inches recovery. Dense, moist, reddish gray, fine to medium SAND,
9
S-3
trace to few silt, trace coarse sand, trace fine gravel (SP); very slight
17
A33
gradational and color stratification.
19
18 inches recovery. Very dense, moist, gray, fine SAND, few silt, trace fine
17
S-4
gravel; significant gradational stratification.
22
AL52
30
15
18 inches recovery. Grades with less gravel and minimal stratification.
13
S-5
25
AL60
35
S-6
18 inches recovery. As above.
18
A
L53
23
30
20
18 inches recovery. Gradation and stratification unchanged.
20
S-7
33
A
k75
.... .... .. . ....
42
25
Bottom of exploration boring at 24 feet
Left open hole at 24 feet for 15 minutes No free water.
30
35
Sampler Type (ST):
2" OD Split Spoon Sampler (SPT) F1 No Recovery M - Moisture Logged by: BWb
3" OD Split Spoon Sampler (D & M) U Ring Sample �Z Water Level Approved by:
Grab Sample [I Shelby Tube Sample -T Water Level at time of drilling (ATD)
Date
Project
Project No.
Soil Description
1/27/2011
Edmonds First Security Bank
KE100209A
Sand few gravel few silt
Tested By
Location
EB/EP No
Depth
17.5'
MS
Onsite
EB-3 S-2
Wt. of moisture wet sample +
Wt. of moisture dry Sample ; -Ta
Wt. of Tare
Wt. of moisture Dry Sample
Moisture %
299.16
Total Sample are
277.43
Total Sample wt + t�
97.71
Total Sample Wt
179.72
Total Sample Dry W1
-12%
298.66
Sieve No.
Diam. (mm)
Wt. Retained (q)
% Retained
% Passing
Minimum
Maximum
3
76.1
0.0
100.0
2.5
64
0.0
100.0
2
50.8
0.0
100.0
1.5
38.1
0.0
100.0
1
25.4
0.0
100.0
3/4
19
0.0
100.0
3/8
9.51
25.31
5.1
94.9
#4
4.76
47.71
9.7
90.3
#8
2.38
77.48
15.7
84.3
#10
2
86.63
17.6
82.4
#20
0.85
171.34
34.7
65.3
#40
0.42
334.87
67.9
32.1
#60
0.25
410.4
83.2
16.8
#100
0.149
442.7 1
89.7
1 10.3
1
#200
0.074
456.71
92.5
7.5
#270
0.053
462.69
93.8
6.2
US STANDARD SIEVE NOS.
Y 3/4" N04 NO 16 NO 40 NO 270
0.01
ASSOCIATED EARTH SCIENCES., INC.
911 5th Ave , Suite 100 Kirkland, WA 98033 425-827-7701 FAX 425-827-5424
Date
Project
Project No,
Soil Description
1/27/2011
Edmonds First Security Bank
KE100209A
Sand trace gravel few silt
Tested By
Location
EB/EP No TDepth
ms
Onsite
EB-3 S-4
112.5-
Wt. of moisture wet sample + Ta
Wt. of moisture dry Sample 7 -Tare
Wt. of Tare
ure
307.47
Total Sample Tare
290.63
Total Sample wt + tare
99.9
Total Sample Wt
190.73
Total Sample Dry Wt
-9%
519.61
Sieve No.
Diam. (mm)
Wt. Retained (g)
% Retained
% Passing
Vinimum
ta��i-m-um
3
76.1
0.0
100.0
2.5
64
0.0
100.0
2
50.8
0.0
100.0
1.5
38.1
0.0
100.0
1
25.4
0.0
100.0
3/4
19
0.0
100.0
3/8
9.51
5.31
1.1
98.9
#4
4.76
7.91
1.7
98.3
#8
2.38
15.01
3.2
96.8
#10
2
17.12
3.7
96.3
#20
0.85
51.27
11.1
88.9
#40
0.42
189.89
41.1
58.9
#60
0.25
330.45
71.5
28,5
#100
0.149
1 399.09 1
86.4
13.6
#200
0.074
9.4
#270
0.053 1
423.93
91.8
8,2
0.01
ASSOCIATED EARTH SCIENCES, INC.
911 5th Ave, Suite. 100 Kirkland, WA 98033 425-827-7701 FAX 425-827-5424
T ' W'' 1, 1
'' jMAff,
Date
Project
Project No..
Soil -Description
1/27/2011
Edmonds First Security Bank
KE100209A
Sand trace gravel few silt
Tested By
Location
EB/EP No
117.5'
Depth
MS
Onsite
EB-3 S-6
Wt. of moisture wet sample + Tar(
349.01
Total Sample Tare
Wt. of moisture dry Sample + Tare
331.68
Total Sample wt +tare
Wt. of Tare
100.82
Total Sample Wt
Wt. of moisture Dry Sample
230.86
Total Sample Dry Wt-
Moisture %
8%
395.81
Sieve No.
Diam. (mm)
Wt. Retained (g)
% Retained
% Passing
Minimum
Maximum
3
76.1
0.0
100.0
2.5
64
0.0
100.0
2
50.8
0.0
100.0
1.5
38.1
0.0
100.0
1
25.4
0.0
100.0
3/4
19
0.0
100.0
3/8
9.51
0.0
100.0
#4
4.76
4.76
1.0
99.0
#8
2.38
11.41
2.3
97.7
#10
2
14.28
2.9
97.1
#20
0.85
48.6
9.9
90.1
#40
0.42
256.69
52.3
47.7
#60
0.25
388.12
79.1
20.9
#100
0.149
436.31
88.9
11.1
#200
0.074
452.16
92.1
7.9
#270
0.053
455.48
92.8
7.2
US STANDARD SIEVE NOS.
3" 3/4" N04 NO 16 NO 40
0.1
NO 270
ASSOCIATED EARTH SCIE ES, INC.
911 5th Ave , Suite 100 Kirkland, WA 98033 425-827-7701 FAX 425-827-5424
001
GRAIN SIZE ANALYSIS - MECHANICAL
Date
Project
Project No.
Soil Description
1/27/2011
Edmonds First Security Bank
KE100209A
Sand trace gravel few silt
Tested By
Location
EB/EP No T-Depth
MS
Onsite
EB-� S-7
122.5'
Wt. of moisture wet sample + Ta
Wt. of moisture dry Sample + Tare
Wt. of Tare
Wt. of moisture Dry Sample
Moisture %
349.81
Total Sample Tare
328.87
Total Sample wt +tare
100.87
Total Sample Wt
228
Total Sample Dry Wt
-9%
519.83
Sieve No.
Diam. (mm)
Wt. Retained (g)
% Retained
% Passing
Minimum
Maximum
3
76.1
0.0
100.0
2.5
64
0.0
100.0
2
50.8
0.0
100.0
1.5
38.1
0.0
100.0
1
25.4
0.0
100.0
3/4
19
0.0
100.0
3/8
9.51
0.0
100.0
#4
4.76
2.12
0.5
99.5
#8
2.38
.6.27
1.4
98.6
#10
2
7.58
1.7
98.3
#20
0.85
24.68
5.5
94.5
#40
0.42
145.81
32.4
67.6
#60
0.25
261.6
58.2
41.8
#100
0.149
370 * 47
82.4
17.6
#200
0.074
399.71
88.9
11.1
#270
0.053 :::��
5.71
90.2
9.8
US STANDARD SIEVE NOS,
3" 3/4" N04 NO 16 NO 40
100
-i J
80 J..
A 1
C)o
.S
LL
I
40
20
0
100
10
01
NO 270
ASSOCIATED EARTH SCIENCES, INC.
911 5th Ave , Suite WO Kirkland, WA 98033 425-827-7701 FAX 425-827-5424
0.01
- The City of Edmonds
OWNER VLsoo_k�-A'.0
I-IOtSE No.
uj
W
0
9-14
It
ON,
a —
APPLICATION
for
SIEDE SEMMR PERMIT
OUTSIDE [] INSIDE [] REPAIRS f-I
CARD No . ......................................
EASEMENT No . ......................................
.................... PERMIT No. 12�v
STREET
.... AVENUE LOT'No. 411 .... 4.4.d.1 ..'tAeBLOCK No . ...............................................
AI�E_ Vl SW k,, IV-.
NAME ADD. ...... 9.
LJ
"00"
APPROVED
oc I
4L
Approved:
BACKFILL WORK ORDER ISSUED ................................... DEPOSIT,
---- - ---------------------
SEWER WORK ORDER ISSUED .......................................... DATE ............... x,'# .....................
i
STREET FILE
Geotechnical Engineering
..... .....
. . . . . . . . . . . .
Water Resources
Environmental Assessments and
Remediation
Sustainable Development Services
Geologic Assessments
.1VED
MAR 0 9 2011
SUILDINC, DEFAR"A)ESN'r
C
AV ()F EDMOND
Associated Earth Sciences, Inc.
Subsurface Exploration, Geologic Hazards, and
Preliminary Geotechnical Engineering Report
PROPOSED FIRST SECURITY BANK
BRANCH REPLACEMENT
Edmonds, Washington
Prepared for
BCRA
Project No. KE100209A
July 27, 2010
SUBSURFACE EXPLORATION, GEOLOGIC HAZkRDS, AND
PRELIMINARY GEOTECHNICAL ENGINEERING REPORT
PROPOSED FIRST SECURITY BANK
BRANCH REPLACEMENT
Edmonds, Washington
Preparedfor:
BCRA
2106 Pacific Avenue, Suite 300
Tacoma, Washington 98402
Prepared by:
Associated Earth Sciences, Inc.
9115' Avenue, Suite 100
Kirkland, Washington 98033
425-827-7701
Fax: 425-827-5424
July 27, 2010
Project No. KE100209A
a
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminmy Geotechnical Engineering Report
Edmonds, Washington Project and Site Conditions
1. PROJECT AND SITE CONDITIONS
1.0 INTRODUCTION
This report presents the results of our subsurface exploration, geologic hazards, and
preliminary geotechnical engineering studies for the proposed new bank branch. The site
location is presented in the "Vicinity Map," Figure 1. Approximate locations of the
exploration borings completed for this study are shown on the "Site and Exploration Plan,"
Figure 2. Logs of the subsurface exploration borings completed for this study and copies of
laboratory testing results are included in the Appendix.
1. 1 Purpose and Scope
The purpose of this study was to provide geotechnical engineering design recommendations to
be utilized in the preliminary design of the project. This study included a review of selected
available geologic literature, advancing two exploration borings, and performing geologic
studies to assess the type, thickness, distribution, and physical properties of the subsurface
sediments and shallow ground water. Laboratory testing included completion of one grain size
analysis, the results of which are included in the Appendix. Geotechnical engineering studies
were completed to establish recommendations for the type of suitable foundations and floors,
allowable foundation soil bearing pressure, anticipated foundation and floor settlement,
pavement recommendations, and drainage considerations. This report summarizes our
fieldwork and offers recommendations based on our present understanding of the project. We
recommend that we be allowed to review the recommendations presented in this report and
revise them, if needed, if the project changes substantially from the project description
included in this report.
1.2 Authorization
Authorization to proceed with this study was granted by means of a signed copy of our scope
of work and cost proposal, dated June 30, 2009. This report has been prepared for the
exclusive use of BCRA, First Security Bank, and their agents for specific application to this
project. Within the limitations of scope, schedule, and budget, our services have been
performed in accordance with generally accepted geotechnical engineering and engineering
geology practices in effect in this area at the time our report was prepared. No other warranty,
express or implied, is made.
July 27, 2010 ASSOCIATED EARTH SCIENCES, INC.
BWGltb - KEIOO-109112 - Project 020100209WEI WP Page I
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Report
Edmonds, Washington Project and Site Conditions
2.0 PROJECT AND SITE DESCRIPTION
The project site is that of the existing First Security Bank branch at 620 Edmonds Way in
Edmonds, Washington. The site is approximately 0.22 acre in overall area, and slopes
generally down to the northwest with overall vertical relief visually estimated at about 10 feet.
Site topography includes a relatively flat parking lot northwest of the existing building,
transitioning to a slope that descends approximately 5 feet to the north. The slope appears to
be the north edge of a fill pad constructed to create the existing parking lot. The site is
currently occupied by an existing bank branch, with surrounding paving and landscaping. The
existing building has a footprint area of roughly 1,500 square feet, and shows normal
degradation for its age of approximately 45 years. Based on a visual reconnaissance of the
building exterior, we did not observe indications of unusual foundation settlement, or
settlement of surrounding sidewalks or paving. Existing parking lot paving includes areas of
varying age that range from fair to good condition. The north portion of the site, north of the
existing parking lot, is undeveloped and wooded. We observed debris in this area including
concrete and asphalt rubble. Some of the rubble appeared to be incorporated into the existing
fill pad, and some appeared to have been dumped on the surface.
The project will include demolition of the existing building, and con struction of a new bank
branch building. The new building will occupy a footprint of roughly 3,000 square feet, and
will be located northwest of the existing building. We anticipate that the new building will be
a lightly loaded, single -story, wood -frame structure. - We anticipate that the building will be
constructed on a fill pad to raise it roughly 3 to 5 feet to street grade. We anticipate that the
existing parking lot paving will be retained, where applicable. Areas of new paving and
sidewalks are also expected.
3.0 SUBSURFACE EXPLORATION
Our subsurface exploration completed for this project included advancing two exploration
borings. The conclusions and recommendations presented in this report are based on the
explorations completed for this study. The locations and depths of the exploration were
completed within site and budget constraints.
3.1 Exploration Borings
The exploration borings were completed by advancing hollow -stem auger tools with a track -
mounted drill rig. During the drilling process, samples were obtained at generally 2.5- to
5-foot-depth intervals. The exploration borings were continuously observed and logged by a
July 27, 2010 ASSOCIATED EARTH SCIENCES, INC.
BWGltb - KE100209A-1 - Projectsi-10100209WEMP Page 2
Subsiq�ce Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Report
Edmonds, Washington Project and Site Conditions
representative from our firm. The exploration logs presented in the Appendix are based on the
field logs, drilling action, and inspection of the samples secured.
Disturbed but representative samples were obtained by using the Standard Penetration Test
(SPT) procedure in accordance with American Society for Testing and Materials
(ASTM):D 1586. This test and sampling method consists of driving a standard 2-inch,
outs ide-diameter, split -barrel sampler a distance of 18 inches into the soil with a 140-pound
hammer free -falling a distance of 30 inches. The number of blows for each 6-inch interval is
recorded, and the number of blows required to drive the sampler the final 12 inches is known
as the Standard Penetration Resistance ("N") or blow count. If a total of 50 is recorded within
one 6-inch interval, the blow count is recorded as the number of blows for the corresponding
number of inches of penetration. The resistance, or N-value, provides a measure of the
relative density of granular soils or the relative consistency of cohesive soils; these values are
plotted on the attached exploration boring logs.
The samples obtained from the split -barrel sampler were classified in the field and
representative portions placed in.watertight containers. The samples were then transported to
our laboratory for further visual classification and laboratory testing, as necessary.
4.0 SUBSURFACE CONDITIONS
Subsurface conditions at the project site were inferred from the exploration borings
accomplished for this study, visual reconnaissance of the site, and review of selected applicable
geologic literature. Because of the nature of exploratory work below ground, extrapolation of
subsurface conditions beyond the field explorations is necessary. It should be noted that
differing subsurface conditions may sometimes be present due to the random nature of
deposition and the alteration of topography by past grading and/or filling. The nature and
extent of any variations beyond the field explorations may not become ftilly evident until
construction.
4.1 Stratigraphy
Topsoil
We observed topsoil at each of the boring locations to depths of approximately 6 to 10 inches.
Existing topsoil is not suitable for use in structural fill applications, or to support new
structures.
July 27, 2010 ASSOCIA TED EARTH SCIENCES, INC.
BWGItb - KE100209A2 - Projects 120100209WE1 WP Page 3
Subsuiface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Report
Edmonds, Washington Project and Site Conditions
Fill
Existing fill was encountered in exploration boring EB-1 to a depth of approximately 5 feet
below the existing ground surface. The existing fill was observed to contain some concrete
and asphalt rubble, and additional rubble was observed at the ground surface on the north part
of the site. Existing fill is not suitable for structural support without remedial preparation, as
described in this report. Excavated existing fill material is suitable for reuse in structural fill
applications if it is free of oversized rubble, excessive organic material and other deleterious
materials, and at a moisture condition that allows compaction to the specified level for the
intended use.
Recessional Outwash
Medium dense sand was observed below the fill in exploration boring EB-1, and below the
topsoil in EB-2 and is interpreted to represent recessional outwash sediments. Recessional
outwash was deposited by melt water streams from a retreating glacier and is similar in
appearance to alluvial deposits. Recessional outwash is typically loose, but is suitable for
support of lightly to moderately loaded foundations and normal paving sections with proper
preparation. Recessional outwash at this site contained some silt and is expected to be
moderately moisture -sensitive when used in structural fill applications, but is suitable for reuse
if proper moisture conditions can be established by drying during favorable weather conditions.
Advance Outwash Sediments
Each of the exploration borings encountered dense sand with gravel interpreted as advance
outwash sediments. Advance outwash was deposited at the base of an advancing glacier, and
was subsequently compacted by the weight of the overlying glacial ice. Advance outwash is
suitable for support of foundations and structural fill with proper preparation, Excavated
advance outwash sediments are expected to be suitable for reuse in structural fill applications,
and are expected to be moisture -sensitive, though somewhat less moisture -sensitive than siltier
existing fill.
Published Geologic Map
The encountered subsurface sediments were consistent with the geology mapped in the site
area, as shown on Booth, D. B., Cox, B. F, Troost, K. G., and Shimel, S. A., 2004, Composite
geologic map of the Sno-King area: University of Washington, Seattle -Area Geologic Mapping
Project, scale 1:24,000. The referenced map indicates that the site is expected to be underlain
at shallow depth by advance outwash sediments.
July 27, 2010 ASSOCIATED EARTH SCIENCES, INC.
BWGltb - KE100209A2 - Projec1s1201002091KDWP Page 4
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Report
Edinonds, Washington Project and Site Conditions
4.2 Hydrology
Ground water was not observed in our exploration borings at the time of drilling. Ground
water- levels should be expected. to vary in response to changes in season, precipitation,
changes in on- and off -site land usage, and other factors.
4.3 Laboratory Testing
We completed one grain size distribution test for this project. Laboratory test results are
included in the Appendix.
July 27, 2010 ASSOCIATED EARTH SCIENCES, INC.
B WGfib - KL 100209A 2 - Projeci.51201002091KEi WP Page 5
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Report
Edmonds, Washington Geologic Hazards and Mitigations
11. GEOLOGIC HAZARDS AND MITIGATIONS
The following discussion of potential geologic hazards is based on the geologic, slope, and
ground and surface water conditions, as observed and discussed herein. The discussion will be
limited to slope stability, seismic, and erosion issues.
5.0 SLOPE HAZARDS AND MITIGATIONS
The site contains no significant slopes, and is not adjacent to significant slopes. No slope
stability analysis was completed for this study, and none is warranted, in our opinion.
6.0 SEISMIC HAZARDS AND MITIGATIONS
We did not observe subsurface conditions that are likely to be subject to critical areas
requirements related to seismic issues. The following discussion is intended to provide the
owner a background understanding of seismic hazards, and to provide seismic design
recommendations to the structural engineer.
Earthquakes occur regularly in the Puget Lowland. The majority of these events are small,
and are usually not felt by people. However, large earthquakes do occur, as evidenced by the
1949, 7.2-magnitude event; the 2001, 6.8-magnitude event; and the 1965, 6.5-magnitude
event. The 1949 earthquake appears to have been the largest in this region during recorded
history and was centered in the Olympia area. Evaluation of earthquake return rates indicates
that an earthquake of the magnitude between 5.5 and 6.0 is likely within a given
20-year period.
Generally, there are four types of potential geologic hazards associated with large seismic
events: 1) surficial ground rupture, 2) seismically induced landslides, 3) liquefaction, and
4) ground motion. The potential for each of these hazards to adversely impact the proposed
project is discussed below.
6.1 Surficial Ground Rupture
The nearest known fault zone to the project site is the South Whidbey Island -Lake Alice Fault.
The fault is not well localized in the project area, however current research suggests that the
project is a few miles southwest of the fault zone. Recent studies indicate that this is all active
fault zone capable of generating surface ruptures. Investigation and analysis of the fault zone
July 27, 2010 A SSO CIA TED EA R TH SC IENCES, INC.
BWGltb - KE100209A2 - Projects 1201002091KEI WP Page 6
Sitbsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Report
Edinonds, Washington Geologic Hazards and Mitigations
is actively underway, and much is left to be learned. According to USGS studies, the
recurrence interval of movements along this fault zone is unknown, but is speculated to be on
the order of 1,100 years. The risk of damage to the proposed structure from surface rupture
appears to be low based on the distance from known surface faulting and the long recurrence
interval on the closest surface fault system.
6.2 Seismically Induced Landslides
In our opinion, the risk of seismically induced landslides at this site is low due to the lack. of
significant slopes.
6.3 Liquefaction
Liquefaction is a process through which unconsolidated, saturated soil loses strength as a result
of vibrations, such as those which occur during a seismic event. During normal conditions.,
the weight of the soil is supported by both grain -to -grain contacts and by the fluid pressure
within the pore spaces of the soil below the water table. Extreme vibratory shaking can disrupt
the grain -to -grain contact, increase the pore pressure, and result in a temporary decrease in soil
shear strength. The soil is said to be liquefied when nearly all of the weight of the soil is
supported by pore pressure alone. Liquefaction can result in deformation of the sediment and
settlement of overlying structures. Areas most susceptible to liquefaction include those areas
underlain by non -cohesive silt and sand with low relative densities, accompanied by a shallow
water table. The site does not appear to contain loose, saturated soils that would be susceptible
to liquefaction during a design level seismic event. No detailed liquefaction analysis was
completed as part of this study, and none is warranted in our opinion.
6.4 Ground Motion
Structural design of the building should follow the current applicable building code. The
applicable code at the time this report was written is the 2006 International Building Code
(IBC). The site soils are consistent with 2006 IBC Site Class "C". The 2006 IBC seismic
design parameters for short period (Ss) and 1-second period (Si) spectral acceleration values
were determined by the latitude and longitude of the project site using the USGS software
utility Seismic Hazard Curves and Uniform Response Spectra. The USGS software
interpolated ground motions at the project site as follows for periods of 0.2 and 1.0 seconds,
respectively, with a 2 percent chance of exceedence in 50 years: Ss = 1. 199, Si = 0.42.
hily 27, 2010 ASSOCIATED EARTH SCIENCES, INC.
BWGItb - ICE100209A2 - Projects1201002091KEW Page 7
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Report
Edinonds, Washington Geologic Hazards and Mitigations
7.0 EROSION HAZARDS AND MITIGATIONS
As of October 1, 2008, the Washington State Department of Ecology (Ecology) Construction
Storm Water General Permit (also known as the National Pollutant Discharge Elimination
System [NPDES] permit) requires weekly Temporary Erosion and Sedimentation Control
(TESC) inspections and turbidity monitoring for all sites 1 or more acres in size that discharge
storm water to surface waters of the state. Because we anticipate that the proposed project will
require disturbance of less than I acre, we anticipate that these inspection and reporting
requirements will not be triggered. The following. recommendations are related to general
erosion potential and mitigation.
The erosion potential of the site soils is high. The most effective erosion control measure is
the maintenance of adequate ground cover. Maintaining cover measures atop disturbed ground
provides the greatest reduction to the potential generation of turbid runoff and sediment
transport. During the local wet season (October V through March 31"), exposed soil should
not remain uncovered for more than 2 days unless it is actively being worked. Ground -cover
measures can include erosion control matting, plastic sheeting, straw mulch, crushed rock or
recycled concrete, or mature hydroseed.
To mitigate the erosion hazards and potential for off -site sediment transport, we recommend
the following:
The winter performance of a site is dependent on a well -conceived plan for control of
site erosion and storm water runoff. It is easier to prevent suspension of silt than to
remove it from construction storm water. The owner and the design team should
include adequate ground -cover measures, access roads, and staging areas in the project
bid to give the selected contractor a workable site. The selected contractor needs to be
prepared to implement and maintain the required measures to reduce the amount of
exposed ground. A site maintenance plan should be in place in the event storm water
turbidity measurements are greater than the Ecology standards.
2. All TESC measures for a given area to be graded or otherwise worked should be
installed prior to any activity within that area. The recommended sequence of
construction within a given area would be to install sediment traps and/or ponds and
establish perimeter flow control prior to starting mass grading.
July 27, 2010 ASSOCIATED EARTH SCIENCES, INC,
BWGltb - KE100209A2 - Projects 1201 002091KEI WP Page 8
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Report
Edinonds, Washington Geologic Hazards and Mitigations
3. During the wetter months of the year, or when large storm events are predicted during
the summer months, each work area should be stabilized so that if showers occur, the
work area can receive the rainfall without excessive erosion or sediment transport. The
required measures for an area to be "buttoned -up" will depend on the time of year and
the duration the area will be left un-worked. During the winter months, areas that are
to be left un-worked for more than 2 days should be mulched or covered with plastic.
During the summer months, stabilization will usually consist of seal -rolling the
subgrade. Such measures will aid in the contractor's ability to get back into a work
area after a storm event. The stabilization process also includes establishing temporary
storm water conveyance channels through work areas to route runoff to the approved
treatment facilities.
4. All disturbed areas should be revegetated as soon as possible. If it is outside of the
growing season, the disturbed areas should be covered with mulch, as recommended in
the erosion control plan. Straw mulch provides the most cost-effective cover measure
and can be made wind -resistant with the application of a tackifier after it is placed.
5. Surface runoff and discharge should be controlled during and following development.
Uncontrolled discharge may promote erosion and sediment transport. Under
no circumstances should concentrated discharges be allowed to flow over significant
slopes.
6. Soils that are to -be reused around the site should be stored in such a manner as to
reduce erosion from the stockpile. Protective measures may include, but are not
limited to, covering with plastic sheeting, the use of low stockpiles in flat areas, or the
use of straw bales/silt fences around pile perimeters. During the period between
October 1" and March 31", these measures are required.
7. On -site erosion control inspections and turbidity monitoring should be performed in
accordance with Ecology requirements. Weekly and monthly reporting to Ecology
should be performed on a regularly scheduled basis, if required. TESC monitoring
should be part of the weekly construction team meetings. Temporary and permanent
erosion control and drainage measures should be adjusted and maintained, as necessary,
at the time of construction.
It is our opinion that with the proper implementation of the TESC plans and by field -adjusting
appropriate mitigation elements (best management practices) during construction, as
recommended by the erosion control inspector, the potential adverse impacts from erosion
hazards on the project may be mitigated.
July 27,'2010 ASSOCIATED EARTH SCIENCES, INC.
BWGItb - KE100209A2 - Projects 1201002091KEI WP Page 9
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Report
Edmonds, Washington Preliminary Design Recommendations
III. PRELIMINARY DESIGN RECOMMENDATIONS
8.0 INTRODUCTION
The site is underlain by existing fill, recessional outwash, and advance outwash sediments.
These materials Warrant remedial preparation below foundations, floor slabs, walkways,
paving, and similar structures. Remedial preparation recommendations are included in the
following sections of this report.
9.0 SITE PREPARATION
Erosion and surface water control should be established around the clearing limits to satisfy
local requirements. Existing buildings, foundations, floor slabs, paving, buried utilities,
vegetation, topsoil, and any other deleterious materials should be removed where they are
located below planned construction areas. All disturbed soils resulting from demolition
activities should be removed to expose underlying, undisturbed native sediments and replaced
with structural fill, as needed. All excavations below final grade made for demolition activities
should be backfilled, as needed, with structural fill.
Once demolition has been completed, existing fill should be addressed. We recom ' mend that
existing fill be removed from below the planned building footprint, and any other foundation
areas. Recessional outwash, which was observed below the existing fill at EB-1 and below the
topsoil, at EB-2, should be moisture conditioned and compacted to 95 % of the modified Proctor
maximum dry density. If it is necessary to raise grades in structural areas, structural fill may
be placed above properly prepared subgrades. Structural fill recommendations are presented
later in this report. The excavated existing fill material appears to be suitable for reuse in
structural fill applications if all concrete and asphalt rubble larger than 4 inches in diameter is
removed and the material is at a moisture condition that allows compaction to the specified
level for its intended purpose.
Below areas of planned sidewalks and paving, it would be possible to leave existing fill in
place with some remedial preparation. We recommend that paving areas be stripped of
existing topsoil, and proof -rolled and compacted as described later in this report for
preparation of paving subgrades. If the resulting surface is firm and unyielding and compacted
to 95 percent or more of the modified Proctor maximum dry density, no further preparation is
required. If the subgrade is wet or yielding, we recommend that a portion of the existing fill
be removed and replaced with material that is capable of being compacted under field
conditions that are present at the time the work is completed. Decisions on appropriate
July 27, 2010 ASSOCIATED EARTH SCIENCES, INC.
BWG11b - KE100209A2 - Projects120100209WEMP Page 10
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Report
Edmonds, Washington Preliminary Design Recommendations
preparation procedures should be made in the field at the time of construction when site, soil,
and weather conditions are known. A typical scenario might include replacement of the upper
2 feet of existing fill with new structural fill in any areas where soft or yielding subgrade soils
are present. During wet site or weather conditions, select fill may be needed for this
application. It should be noted that leaving existing fill in place below planned paving carries
some risks of future settlement. Such risks are offset by a substantial savings in initial
construction costs. We are available to answer questions regarding cost savings and risks
associated with leaving the existing fill in place below planned paving.
9.1 Construction Site Drainage and Surface Water Control
The site should be graded to prevent water from ponding in construction areas and/or flowing
into excavations. Exposed grades should be crowned, sloped, and smooth -drum rolled at the
end of each day to facilitate drainage. Accumulated water must be removed from subgrades
and work areas immediately prior to performing further work in the area. Equipment access
may be limited, and the amount of soil rendered unfit for use as structural fill may be greatly
increased if drainage efforts are not accomplished in a timely sequence. If an effective
drainage system is not utilized, project delays and increased costs could be incurred due to the
greater quantities of wet and unsuitable fill, or poor access and unstable conditions.
We anticipate that perched ground water could be encountered in excavations completed during
construction. We do not anticipate the need for extensive dewatering in advance of
excavations. The contractor should be prepared to intercept any ground water seepage entering
the excavations and route it to a suitable discharge location.
Final exterior grades should promote free and positive drainage away from the building at all
times. Water must not be allowed to pond or collect adjacent to foundations or within the
immediate building area. We recommend that a gradient of at least 3 percent for a minimum
distance of 10 feet from the building perimeters be provided, except in paved locations. In
paved locations, a minimum gradient of 1 percent should be provided, unless provisions are
included for collection and disposal of surface water adjacent to the structure.
9.2 Subgrade Protection
The native soils are expected to provide a suitable construction working surface except in areas
of concentrated wheeled traffic. If stripped areas are to be subjected to wheeled traffic,
particularly during wet site and/or weather conditions, a working surface of Quarry Spalls
(WSDOT 9-13.6) or recycled concrete of similar gradation should be used, as needed, with a
minimum thickness of 12 inches.
July 27, 2010 ASSOCIATED EARTH SCIENCES, INC.
BWG11b - KE100209,42 - Projects I 201002091KEt WP Page I I
Subsurface &ploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Report
Edmonds, Washington Preliminary Design Recommendations
9.3 Proof -Rolling and Subgrade Compaction
Following the recommended demolition, site stripping, planned excavation, and overexcavation
of existing fill, the stripped subgrade of paving areas should be proof -rolled with heavy,
rubber -tired construction equipment, such as a fully loaded, tandem -axle dump truck. Proof -
rolling should be performed prior to structural fill placement or foundation excavation. The
proof -roll should be monitored by the geotechnical engineer so that any soft or yielding
subgrade soils or areas of remaining existing fill can be identified. Any soft/loose, yielding
soils should be removed to a stable subgrade as described in the "Site Preparation" section of
this report. The subgrade should then be scarified, adjusted in moisture content, and
recompacted to the required density. Proof -rolling should only be attempted if soil moisture
contents are at or near optimum moisture content. Proof -rolling of wet subgrades could result
in further degradation. Low areas and excavations may then be raised to the planned finished
grade with compacted structural fill. Subgrade preparation and selection, placement, and
compaction of structural fill should be performed under engineering -controlled conditions in
accordance with the project specifications.
9.4 Overexcavation/Stabilization
Construction during extended wet weather periods could create the need to overexcavate
exposed soils if they become disturbed and cannot be recompacted due to elevated moisture
content and/or weather conditions. Even during dry weather periods, soft/wet soils, which
may need to be overexcavated, may be encountered in some portions of the site. If
overexcavation is necessary, it should be confirmed through continuous observation and testing
by Associated Earth Sciences, Inc. (AESI). Soils that have become unstable may require
remedial measures in the form of one or more of the following:
1. Drying and recompaction. Selective drying may be accomplished by scarifying or
windrowing surficial material during extended periods of dry and warm weather.
2. Removal of affected soils to expose a suitable bearing subgrade and replacement with
compacted structural fill.
3. Mechanical stabilization with a coarse -crushed aggregate compacted into the subgrade,
possibly in conjunction with a geotextile.
4. Soil/cement admixture stabilization.
July 27, 2010 ASSOCIA TED EARTH SCIENCES, INC.
BWGItb - KE100209A2 - Projects1201002091KEW Page 12
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Report
Edinonds, Washington Preliminary Design Recommendations
9.5 Wet Weather Conditions
If construction proceeds during an extended wet weather construction period and the moisture -
sensitive site soils become wet, they will become unstable. Therefore, the bids for site grading
operations should be based upon the time of year that construction will proceed. It is expected
that in wet conditions, additional soils may need to be removed and/or other stabilization
methods used, such as a coarse crushed rock working mat to develop a stable condition if silty
subgrade soils are disturbed in the presence of excess moisture. The severity of construction
disturbance will be dependent, in part, on the precautions that are taken by the contractor to
protect the moisture- and disturbance -sensitive site soils. If overexcavation is necessary, it
should be confirmed through continuous observation and testing by a representative of our firm.
9.6 Temporary and Permanent Cut Slopes
In our opinion, stable construction slopes should be the responsibility of the contractor and
should be determined during construction. For estimating purposes, however, we anticipate
that temporary, unsupported cut slopes in the existing fill and recessional outwash sediments
above the ground water level can be made at a maximum slope of 1.5HAV
(Horizontal: Vertical) or flatter. As is typical with earthwork operations, some sloughing and
raveling may occur, and cut slopes may have to be adjusted in the field. If ground water
seepage is encountered in cut slopes, or if surface water is not routed away from temporary cut
slope faces, flatter slopes will be required. In addition, WISHA/OSHA regulations should be
followed at all times. Permanent cut and structural fill slopes that are not intended to be
exposed to surface water should be designed at inclinations of 2H: 1V or flatter. All permanent
cut or fill slopes should be compacted to at least 95 percent of the modified Proctor maximum
dry density, as determined by ASTM:D 1557, and the slopes should be protected from erosion
by sheet plastic until vegetation cover can be established during favorable weather.
9.7 Frozen Subgrades
If earthwork takes place during freezing conditions, all exposed subgrades should be allowed to
thaw and then be recompacted prior to placing subsequent lifts of structural fill or foundation
components. Alternatively, the frozen material could be stripped from the subgrade to reveal
unfrozen soil prior to placing subsequent lifts of fill or foundation components. The frozen
soil should not be reused as structural fill until allowed to thaw and adjusted to the proper
moisture content, which may not be possible during winter months.
July 27, 2010 ASSOCIATED EARTH SCIENCES, INC.
BWGltb - KE100209A2 - Projects120100209WEMP Page 13
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Report
Edmonds, Washington Preliminary Design Recommendations
10.0 STRUCTURAL FILL
All references to structural fill in this report refer to subgrade preparation, fill type and
placement, and compaction of materials, as discussed in this section. If a percentage of
compaction is specified under another section of this report, the value given in that section
should be used.
After stripping, planned excavation, and any required overexcavation have been performed to
the satisfaction of the geotechnical engineer, the upper 12 inches of exposed ground in areas to
receive fill should be recompacted to 90 percent of the modified Proctor maximum density
using ASTM:D 1557 as the standard. If the subgrade contains silty soils and 'too much
moisture, adequate recompaction may be difficult or impossible to obtain, and should probably
not be attempted. In lieu of recompaction, the area to receive fill should be blanketed with
washed rock or quarry spalls to act as a capillary break between the new fill and the wet
subgrade. Where the exposed ground remains soft and further overexcavation is impractical,
placement of an engineering stabilization fabric may be necessary to prevent contamination of
the free -draining layer by silt migration from below.
After recompaction of the exposed ground is tested and approved, or a free -draining rock
course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as
non -organic soil, acceptable to the geotechnical engineer, placed in maximum 8-inch loose
lifts, with each lift being compacted to 95 percent of the modified Proctor maximum density
using ASTM:D 1557 as the standard. In the case of roadway and utility trench filling, the
backfill should be placed and compacted in accordance with current City of Edmonds codes
and standards. The top of the compacted fill should extend horizontally outward a minimum
distance of 3 feet beyond the locations of foundations and roadway edges before sloping down
at an angle of 2H: IV.
The contractor should note that any proposed fill soils must be evaluated by AESI prior to their
use in fills. This would require that we have a sample of the material 72 hours in advance to
perform a Proctor test and determine its field compaction standard. Soils in which the amount
of fine-grained material (smaller than the No. 200 sieve) is greater than approximately
5 percent (measured on the minus No. 4 sieve size) should be considered moisture -sensitive.
Use of moisture -sensitive soil in structural fills should be limited to favorable dry weather
conditions. The native and existing fill soils present on -site contained significant amounts of
silt and are considered moderately moistur'e-sensitive. These on -site soils are expected to be
suitable for reuse in structural fill applications during dry site and weather conditions when
moisture cond ' itions can be controlled by aeration and drying, as needed, and providing that
concrete and asphalt rubble larger than 4 inches in diameter is removed from excavated
existing fill. If fill is placed during wet weather or if proper compaction cannot be obtained, a
July 27, 2010 ASSOCIATED EARTH SCIENCES, INC.
BWGltb - KE100209A2 - Projects 1201002091KEI WP Page 14
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Report
Edmonds, Washington Preliminary.Design Recommendations
select import material consisting of a clean, free -draining gravel and/or sand should be used.
Free -draining fill consists of non -organic soil with the amount of fine-grained material limited
to 5 percent by weight when measured on the minus No. 4 sieve fraction with at least
25 percent retained on the No. 4 sieve.
A representative from our firm should inspect the stripped subgrade and be present during
placement of structural fill to observe the work and perform a representative number of
in -place density tests. In this way, the adequacy of the earthwork may be evaluated as filling
progresses, and any problem areas may be corrected at that time. It is important to understand
that taking random compaction tests on a part-time basis will not assure uniformity or
acceptable performance of a fill. As such, we are available to aid the owner in developing a
suitable monitoring and testing program.
11.0 FOUNDATIONS
Spread footings may be used for building support when founded directly on undisturbed
recessional outwash sediments, advance outwash sediments, or on structural fill placed above
suitable native deposits, as previously discussed. We recommend that an allowable bearing
pressure of 3,000 pounds per square foot (psf) be used for design purposes, including both
dead and live loads. An increase of one-third may be used for short-term wind or seismic
loading. If higher foundation soil bearing pressures are needed, we should be allowed to offer
situation -specific recommendations.
Perimeter footings should be buried at least 18 inches into the surrounding soil for frost
protection. However, all footings must penetrate to the prescribed bearing stratum, and no
footing should be founded in or above organic or loose soils. All footings should have a
minimum width of 18 inches.
It should be noted that the area bound by lines extending downward at 1H: 1V from any footing
must not intersect another footing or intersect a filled area that has not been compacted to at
least 95 percent of ASTM:D 1557. In addition, a 1.5H:lV line extending down from any
footing must not daylight because sloughing or raveling may eventually undermine the footing.
Thus, footings should not be placed near the edge of steps or cuts in the bearing soils.
Anticipated settlement of footings founded as described above should be on the order of 1/4 inch
or less. However, disturbed soil not removed from footing excavations prior to footing
placement could result in increased settlements. All footing areas should be inspected by AESI
prior to placing concrete to verify that the design bearing capacity of the soils has been attained
and that construction conforms to the recommendations contained in this report. Such
July 27, 2010 ASSOCIATED EARTH SCIENCES, INC.
BWG11b - KE100209A2 - Projects 120100209WD WP Page 15
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Report
Edmonds, Washington Preliminary Design Recommendations
inspections may be required by the governing municipality. Perimeter footing drains should be
provided, as discussed under the "Drainage Considerations" section of this report.
11. 1 Drainage Considerations
Foundations should be provided with foundation drains. Drains should consist of rigid,
perforated, polyvinyl chloride (PVC) pipe surrounded by washed pea gravel. The drains
should be constructed with sufficient gradient to allow gravity discharge away from the
proposed building. Roof and surface runoff should not discharge into the footing drain 'System,
but should be handled by a separate, rigid, tightline drain. In planning, exterior grades
adjacent to walls should be sloped downward away from the proposed structure to achieve
surface drainage.
12.0 FLOOR SUPPORT
Floor slabs should be underlain by recessional outwash, advance outwash, or structural fill as
described in the site preparation section of this report. Floor slabs should be cast atop a
minimum of 4 inches of clean, washed, crushed rock or pea gravel to act as a capillary break.
Areas of subgrade that are disturbed (loosened) during construction should be compacted to a
non -yielding condition prior to placement of capillary break material. Floor slabs should also
be protected from dampness by an impervious moisture barrier at least 10 mils thick. The
moisture barrier should be placed between the capillary break material and the concrete slab.
13.0 FOUNDATION WALLS
All backfill behind foundation walls or around foundation units should be placed as per our
recommendations for structural fill and as described in this section of the report. Horizontally
backfilled walls, which are free to yield laterally at least 0. 1 percent of their height, may be
designed using an equivalent fluid equal to 35 pounds per cubic foot (pcf). Fully restrained,
horizontally backfilled, rigid walls that cannot yield should be designed for an equivalent fluid
of 50 pcf. Walls with sloping backfill up to a maximum gradient of 2H: IV should be designed
using an equivalent fluid of 55 pcf for yielding conditions or 75, pcf for fully restrained
conditions. If parking areas are adjacent to walls, a surcharge equivalent to 2 feet of soil
should be added to the wall height in determining lateral design forces,
As required by the 2006 IBC, retaining wall design should include a seismic surcharge
pressure in addition to the equivalent fluid pressures presented above. Considering the site
soils and the recommended wall backfill materials, we recommend a seismic surcharge
July 27, 2010 ASSOCIATED EARTH SCIENCES, INC.
BWGItb - KE100209A2 - Project 0201002091KE1 WP Page 16
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Report
Edinonds, Washington Preliminary Design Recommendations
pressure of 5H and 10H psf, where H is the wall height in feet for the "active" and "at -rest"
loading conditions, respectively. The seismic surcharge should be modeled as a rectangular
distribution with the resultant applied at the midpoint of the walls.
The lateral pressures presented above are based on the conditions of a uniform backfill
consisting of excavated on -site soils, or imported structural fill compacted to 90 percent of
ASTM:D 1557. A higher degree of compaction is not recommended, as this will increase the
pressure acting on the walls. A lower compaction may result in settlement of the slab -on -grade
or other structures supported above the walls. Thus, the compaction level is critical and must
be tested by our firm during placement. Surcharges from adjacent footings or heavy
construction equipment must be added to the above values. Perimeter footing drains should be
provided for all retaining walls, as discussed under the "Drainage Considerations" section of
this report.
It is imperative that proper drainage be provided so that hydrostatic pressures do not develop
against the walls. This would involve installation of a minimum 1-foot-wide blanket drain to
within I foot of finish grade for the full wall height using imported, washed gravel against
the walls. The blanket drain should be continuous with and freely communicate with the
footing drain.
13.1 Passive Resistance and Friction Factors
Lateral loads can be resisted by friction between the foundation and the natural soils or
supporting structural fill soils, and by passive earth pressure acting on the buried portions of
the foundations. The foundations must be backfilled with structural fill and compacted to at
least 95 percent of the maximum dry density to achieve the passive resistance provided below.
We recommend the following allowable design parameters:
• Passive equivalent fluid = 250 pcf
• Coefficient of friction = 0.30
14.0 PAVEMENT RECOMMENDATIONS
On -site pavement areas should be prepared in accordance with the "Site Preparation" section
of this report. If the stripped native soil or existing fill pavement subgrade can be compacted
to 95 percent of ASTM:D 1557 and is firm and unyielding, no additional overexcavation is
required. Soft or yielding areas should be overexcavated to provide a suitable subgrade and
backfilled with structural fill.
July 27, 2010 ASSOCIATED EARTH SCIENCES, INC.
B WGIrb - KEI 00209A 2 - Projects 1201002091KEI WP Page 17
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Report
Edinonds, Washington Preliminary Design Recommendations
The pavement sections included in this report section are for driveway and parking areas on -
site, and are not applicable to right-of-way improvements. At this time, we are not aware of
any planned right-of-way improvements; however, if any new paving of public streets is
required, we should be allowed to offer situation -specific recommendations.
The exposed ground should be recompacted to 95 percent of ASTM:D 1557. If required,
structural fill may then be placed to achieve desired subbase grades. Upon completion of the
recompaction and structural fill, a pavement section consisting of 21/2 inches of asphaltic
concrete pavement (ACP) underlain by 4 inches of I 1/4-inch crushed surfacing base course is
the recommended minimum in areas of planned passenger car driving and parking. In heavy
traffic areas, a minimum pavement section consisting of 3 inches of ACP underlain by 2 inches
Of '/8-inch crushed surfacing top course and 4 inches of 1 1/4-inch crushed surfacing base course
is recommended. The crushed rock courses must be compacted to 95 percent of the maximum
density, as determined by ASTM:D 1557. All paving materials should meet gradation criteria
contained in the current Washington State Department of Transportation (WSDOT) Standard
Specifications.
Depending on construction staging and desired performance, the crushed base course material
may be substituted with asphalt treated base (ATB) beneath the final asphalt surfacing. The
substitution of ATB should be as follows: 4 inches of crushed rock can be substituted with
3 inches of ATB, and 6 inches of crushed rock may be substituted with 4 inches of ATB. ATB
should be placed over a native or structural fill subgrade compacted to a minimum of
95 percent relative density, and a 11/2- to 2-inch thickness of crushed rock to act as a working
surface. If ATB is used for construction access and staging areas, some rutting and
disturbance of the ATB surface should be expected. The general contractor should remove
affected areas and replace them with properly compacted ATB prior to final surfacing.
15.0 PROJECT DESIGN AND CONSTRUCTION MONITORING
Our report is based on the project concept that was current at the time it was written. We
recommend that AESI perform a geotechnical review of the plans prior to final design
completion.
We are also available to provide geotechnical engineering and monitoring services during
construction. The integrity of the foundation system depends on proper site preparation and
construction procedures. In addition, engineering decisions may have to be made in the field
in the event that variations in subsurface conditions become apparent. Construction monitoring
services are not part of our currently approved scope of work.
July 27, 2010 ASSOCIATED EARTH SCIENCES, INC.
BWGI[b - KE100209A2 - Projects 1201002091KEI WP Page 18
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Report
Edmonds, Washington Preliminary Design Recommendations
We have enjoyed working with you on this study and are confident that these recommendations
will aid in the successful completion of your project. If you should have any questions or
require further assistance, please do not hesitate to call.
Sincerely,
ASSOCIATED EARTH SCIENCES, INC.
Kirkland, Washington
BrIKe W. Guenzler, L.E.G.
Project Geologist
Attachments: Figure 1: Vicinity Map
Figure 2: Site and Exploration Plan
Appendix: Exploration Logs
Laboratory Testing Results
M 6'9--
'9 � A" '%X4 1
� r-1 �'
f 4eJ
21�15809��
TE
1�1/-ONAL
Kurt D. Merriman, P.E.
Principal Engineer
I/C
July 27, 2010 ASSOCIATED EARTH SCIENCES, INC
BWGltb - KE100209A2 - ProjecW201002091KEW Page 19
.. .. .. ... . .. ..... . . .. .
. . . . ......
......... . . .... .. .. . .
.............. ..
. ... . .. ...
............. .......
...... .. .
al
C)
Aj-,U; IA Or '*t:
�e
z
<C
co z
CL
w 0
< " z
Z> c):
u-
0
Z
LU
LU
Eo-
P
. 4
APPROXIMATE. LOCATOW
OF EXPLORATI.ON BORING
TYP
EB�-2:
EBA
ME=
APPENDIX
0 '� 0
Well -graded gravel and
Terms Describing Relative Density and Consistency
M
GW
gravel with sand, little to
(2
Density SPT )blows/foot
-9
LL
no fines
Very Loose 0 to 4
Coarse -
tp-- d�_ .
0 '
00,0
0 0 0 0 0
0 0
—
GP
Poorly -graded gravel
a)
>
2
M >
0 (D
005
'R
Loose 4 to 10
Grained Soils
Medium Dense 10 to 30 Test Symbols
U)
'6 -,*
000
0"000
and gravel with sand,
Dense 30 to 50
C)
CD
Ci
0(000
OD 0
little to no fines
Very Dense >50 G = Grain Size
C�
Z
00
M = Moisture Content
Silty gravel and silty
0
Z
C
in 0
-0
SPT("blows
ons stency A = Atterberg Limits
c:
0
C
M CD
C
C
C
GM
gravel with sand
Very Soft 0 to 2 C = Chemical
Fine-
V
0)
:s S;
ID
Soft 2 to 4 DD = Dry Density
Grained Soils
Medium Stiff 4 to 8 K Permeability
2
2
Stiff 8 to 15
Clayey gravel and
Very Stiff 15 to 30
GC
clayey gravel with sand
Hard >30
>
12
Component Definitions
r_
Well -graded sand and
ca
Descriptive Term Size Range and Sieve Number
SW
sand with gravel, little
Boulders Larger than 12"
0
to no fines
Cobbles 3" to 12'
U)
(D
Gravel 3" to No. 4 (4.75 mm)
Poorly -graded sand
0
co
0 >
D
0 L
U)
Ln
vit
SP
and sand with gravel,
Coarse Gravel 3".to 3/4"
Fine Gravel 3/4" to No. 4 (4.75 mm)
0
2! 01
little to no fines
Sand No. 4 (4.75 mm) to No. 200 (0.075 mm)
0 Z
2
Coarse Sand No. 4 (4.75 mm) to No. 10 (2.00 mm)
U)
U)
15 Q
SM
Silty sand and
silty sand with
Medium Sand No, 10 (2.00 mm) to No. 40 (0.425 mm)
Fine Sand No, 40 No.
(0.425 mm) to 200 (0.075 mm)
0
0
a,
CD
w
S
LL
gravel
Silt and Clay Smaller than No, 200 (0.075 mm)
sc
C layey sand and
(3) Estimated Percentage Moisture Content
clayey sand with gravel
Percentage by Dry - Absence of moisture,
U)
Component Weigh dusty, dry to the touch
Trace <5 Slightly Moist - Perceptible
Silt, sandy silt, gravelly silt,
C)
ML
silt with sand or gravel
Few 5 to 10 moisture
>
Little 15 to 25 Moist - Damp but no visible
2D
U)
With Non -primary coarse water
Clay of low to medium
C)
0
cc
—
constituents: > 15% Very Moist - Water visible but
0
-Do
plasticity; silty, sandy, or
Fines content between not free draining
Z
0
M
, E
CL
gravelly clay, lean clay
5% and 15% Wet - Visible free water, usually
(D
—
= _j
from below water table
M
U) �O
Organic clay or silt of low
Symbols
OL
plasticity
Blows/6"or
0
Sampler portion of 6'
Cement grout
0
Type \�"
surface seal
Elastic silt, clayey silt, silt
2.0"OD Sampler Type
C'
43)
MH
with micaceous or
'S Description
Split -Spoon] (4)
Bentonite
seal
1?
8
diatomaceous fine sand or
silt
W
Sampler 3.0'OD Split -Spoon Sampler
Filter pack with
0
0
(SPT) 3.25"OD Split -Spoon Ring Sampler
blank casing
Clay of high plasticity,
U)
CD
:=
C H
sandy or gravelly clay, fat
Bulk sample
'p
3.0'OD Thin -Wall Tube Sampler
section
Screened casing
E
V)
clay with sand or gravel
(including Shelby tube)
or Hydrolip
with filter pack
0
Grab Sample
Mp
Organic clay or silt of
6
C
1
0 Portion not recovered
j_j-
End cap
LL
Zi
OH
medium to high
(4)
plasticity
Percentage by dry weight Depth of ground water
(2)
(SPT) Standard Penetration Test _T ATD = At time of drilling
(ASTM D-1586)
(3) �Z Static water level (date)
in General Accordance with
E.)
Peat, muck and other
2) 0
PT
highly organic soils
(5) Combined USCS symbols used for
Standard Practice for Description
0
and Identification of Soils (ASTM D-2488) fines between 5% and 15%
Classifications of soils In this report are based on visual field and/or laboratory observations, which include density/consistency, moisture condition, grain size, and
plasticity estimates and should not be construed to Imply fleld or laboratory testing unless presented herein. Visual -manual and/or laboratory classification
methods of ASTM D-2487 and D-2488 were used as an identification guide for the unified Soil Classification System.
Associated Earth Sciences, Inc.
EXPLORATION LOG KEY FIGURE Al
Associated Eartb Sciences, Inc.
Exploration Log
1-7771 K] 177771
Project Number
Exploration Number
Sheet
KE100209A
EB-1
1 of 1
Project Name Edmonds First Security Bank Ground Surface Elevation (ft)
Location Edmonds. WA Datum N/A
Driller/Equipment Boretec Date Start/Finish 7/16/in 7/16/10
Hammer Weight/Drop 140# 130" Hole Diameter (in) All
CL
a>)
t5lows/Foot
(D
a
E
E2
u)
E
2
0
T
DESCRIPTION
0
0
M
0
10 20 30 40
Bark Mulch
Fill
S-1
Loose, moist, brown, fine SAND, few silt, thin roots (SP).
5
3
A5
2
5
S-2
Recessional Outwash
13
Medium dense, moist, brown, fine SAND, few fine gravel, trace silt (SP); no
11
'L21
visible stratification.
10
10
Medium dense, moist, brown, fine SAND, trace to few silt (SP); no
5
S-3
stratification.
6
Al2
6
---------------------------------
Advance Outwash
15
Very dense, moist, gray, fine to coarse SAND, with fine to coarse gravel,
20
S4
trace silt (SW); no visible stratification.
26
A
661
35
Bottom of exploration boring at 16.5 feet
20
25
30
35
Sampler Type (ST):
2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: BWG
3"'OD Split Spoon Sampler (D & M) U Ring Sample -7 Water Level() Approved by:
Grab Sample Z Shelby Tube Sample T Water Level at time of drilling (ATD)
Associated Eartb Sciences, Inc.
Exploration Loci
Project Number
Exploration Number
Sheet
KE100209A
E13-2
I of 1
Project Name Edmonds First Securily Bank Ground Surface Elevation (ft)
Location Edmonds, WA Datum N/A
Driller/Equipment Boretec Date Start/Finish _7/16/1() 7/1f3/1n
Hammer Weight/Drop 140# 30" Hole Diameter (in)
cn
E
B lows/Foot
(n
a)
F-
S E
E
Z5
�:
T Um)
(9 u)
DESCRIPTION
0
U
1�
3:
-2
in
C
10 20 30 40
Topsoil
Recessional Outwash
Medium dense, moist, light brown, fine to coarse SAND, little silt, few fine
4
S-1
gravel (SM); no stratification.
6
A14
---------------------------------
Advance Outwash
5
Very dense, moist, gray, fine to coarse SAND, with fine to coarse gravel,
25
S-2
few silt (SW); no visible stratification.
28
61
33
10
Becomes dense, gradation as above.
6
S-3
24
A17
23
15
1 S-4
As above.
50/!
Bottom of exploration boring at 15.5 feet
20
25
30
35
Sampler Type (ST):
ID 2" OD Split Spoon Sampler (SPT) nNo Recovery M - Moisture Logged by: BWG
T' OD Split Spoon Sampler (D & M) 1] Ring Sample -7 Water Level() Approved by:
Grab Sample Z Shelby Tube Sample -T Water Level at time of drilling (ATD)
GRAIN SIZE ANALYSIS - MECHANICAL
Date
7/22/2010
Project
Edmonds First Security
Bank
Project No.
KE100209A
Soil Description
Sand few gravel trace silt
Tested By
SS/NKA
Location
Onsite
EB/EP No
EB-11 S-2
Depth
5'
Wt. of moisture wet sample + Tare
Total Sample Tare
Wt. of moisture dry
Sample + Tare
...........
843.95
Total Sample wt +tare
Wt. of Tare
297.09�1-
Total Sample Wt
578T
Wt. of moisture Dry
Sample
546.86
Total Sample Dry Wt
546.9
Moisture %
6%
Specification equirements
Sieve No.
Diam. (mm)
Wt. Retained (g)
% Retained
Passing
Minimum
Maximum
3.5
90
100.00
3
76.1
100.00
2.5
64
100.00
2
50.8
100.00
1.5
38.1
100.00
1
25.4
100.00
3/4
19
100.00
3/8
9.51
6.49
93.51
#4
4.76
12.43
87.57
#8
2.38
18.44
81.56
#10
2
20.73
79.27
#20
0.85
�A 78.63.
32.66
67.34
#40
0.42
�370.94
67.83
32.17
#60
0.25
88.64
11.36
#100
0.149 1
530.59- . .. ..
97.021
2.98
#200
0.074
99.55
0.45
4nn
80
60
U.
40
20
0
100
US STANDARD SIEVE NOS.
T 3/4" NOA NO.16 NO 40 NO200
10 1 0.1 0,01
Grain Size, mm
ASSOCIATED EARTH SCIENCES, INC.
9 11 5th Ave., Suite 100 Kirkland, WA 98033 425-827-7701 FAX 425-827-5424
llttt� �Vt TrtranSPOGROUP
WHAT TRANSPORTATION CAN BE
T, 1 *1 q,91 X11 I I I- P U N
Date: March 14, 2011 TG: 10169.00
To: Mat Bergman, BCRA
From: Dan McKinney Jr.
Scott Lee, PE
cc:
Subject: 1 st Security Bank — Traffic Analysis
This memorandum provides an analysis prepared for the proposed re -development of the 1 st
Security Bank in Edmonds, WA. Based on coordination with City staff, this memo addresses the
following elements:
Project Description
Trip Generation N":)
Sight distance analysis V91?
'Y
Impact Fee
Project Description
The proposed project would include the redevelopment of th t.�'_ ecurity Bank located on the
northwest corner of Edmonds Way / Paradise Lane interse i n i Edmonds, WA. The existing
bank is an approximately 1,500 sf existing drive -through bank. The proposed re -development
would include an approximately 2,500 sf walk-up bank. Currently four driveways are used to
access the property, two on Edmonds Way and two on Paradise Lane. The proposed
development would close one access on Edmonds Way and one access on Paradise Lane. A site
plan of the development is shown in Attachment 1. The development is anticipated to be
constructed and occupied by 2012.
Trip Generation
This section summarizes the trip generation assumptions and methodology used for the proposed
Walk-in Bank (ITE LU# 911). Trip generation estimates for this project are based on rates
summarized in the Institute of Transportation Engineers' (ITE) Trip Generation Manual (8th Edition,
2008). The net new trip generation takes into consideration the existing Drive -Through Bank (LU
912). The anticipated trip generation during the weekday PM peak hour for the proposed
development is shown in Table 1. It should be noted that ITE does not identify a pass -by rate for
Walk-in Bank, therefore no pass -by reduction was assumed.
Table 1. Weekday PIVI Peak Hour Trip Generation
Project Trips
Land Use Size Rate' Pass-B Y2 Total In Out
Proposed Use
Walk-in Bank (LU 911) 2,474 sf 12.13 30 13 17
Existing Use
Bank With Drive -Through (LU 912) 1,437 sf 25.82 -17 20 10 10
Total New Trips 10 3 7
1. Trips rates from ITE Trip Generation Manual, 8th Edition (2008).
2. Pass -by rates based on Trip Generation Handbook (2001).
Transpo Group 11730 118th Avenue N.E., Suite 600 Kirkland, WA 98034 425-821-3665 Fax: 425-825-8434
As shown in Table 1, the proposed project results in 10 new trips during the weekday PIVI peak
hour. Since the project adds less than 25 peak hour trips to the site, no further analysis is
necessary based on City of Edmonds traffic impact analysis requirements.
Sight Distance Analysis
A sight distance analysis was conducted at the proposed site access driveways to determine if
adequate sight distance will be available to meet stopping and entering sight distance. The City of
Edmonds has adopted sight distance standards outlined within AASHTO. Stopping sight distance
was measured using an eye height of 3.5 feet and an object height of 2.0 feet. Entering sight
distance was measured using an eye height of 3.5 feet for both vehicles.
The posted speed along Edmonds Way is 35 mph, thus a design speed of 45 mph was used to
calculate stopping and entering sight distance requirements. The posted speed limit along
Paradise Lane is 25 mph, thus a design speed of 35 mph was used to calculate stopping and
entering sight distance requirements. Table 5 summarizes the results of the sight distance
analysis.
Table 2. Sight Distance Analysis
.
Stopping Sight Distance
Measured'
Standard
Standard Met?
Edmonds Way Driveway
East of Site Access
West of Site Access
>400
>400
360 feet
360 feet
Yes
Yes
Paradise Lane Driveway
East of Site Access
West of Site Access
Clear to intersection
Clear to intersection
250 feet
250 feet
Yes
Yes
Entering Sight Distance
Measured'
Standard
Standard Met?
Edmonds Way Driveway
East of Site Access (Right Turn)
West of Site Access (Left Turn)
>5002
-4002
430 feet
500 feet
Yes
No
Paradise Lane Driveway
East of Site Access (Left Turn)
West of Site Access (Right Turn)
Clear to intersection
Clear to intersection
335 feet
390 feet
Yes
Yes
1 . Rounded to nearest five feet; approximated based on field measurement
2. Assuming tree/shrubs removed from sight lines.
As shown in Table 2, entering sight distance is not met at
for left turns out of the site access driveway on Edmonds
Way. Currently a tree blocks the view at this location. If
the tree was removed it is anticipated that the sight
distance would increase to approximately 400 feet, which
is less than the 500 foot requirement in AASHTO.
Shrubs block the view for right turning vehicles out of the
Edmonds Way access. By trimming or removing the
shrubs, sight distance is anticipated to be met.
T—tranSPOGROUP
Entering sight distance looking to the west
With entering sight distance not being met for left -turns out of the Edmonds Way driveway, it is
recommended that this driveway be restricted to right-in/right-out only access. In addition, shrubs
should be trimmed or removed east of the Edmonds Way driveway to meet site lines for vehicles
making a right -turn.
Impact Fee
An impact fee for the proposed development has been estimated based on City of Edmonds
Impact Fee Rates. For a change in use of an existing building, the impact fee is the applicable
impact fee for the ITE land use of the new use, less an amount equal to the applicable impact fee
for the ITE land use of the prior use, established at the time the prior use was permitted. Since the
original bank was developed prior to 2004, 2004 rates were used to determine the impacts
imposed by the existing use. Table 3 summarizes the impact fees for the proposed development.
Table 3. Impact Fee Summary
ITE Land Use Trip Rate
% New
Trips
Trip Length Development
Factor Size (sf)
Impact Fee Per
Unit
Impact Fee
Proposed Use
LU 912 Drive-in Bank 25.82
55%
0.47 2,474
$1,049.41
$17,328.53
Existing Use
LU 912 Drive-in Bank 54.77
51%
0.47 1,437
$763.66
$14,40 0
Total Impact Fee
$2,?7TMi\
1. Closest land use desiqnation within CitV of Edmonds Impact Fee Rate Table.
As shown in Table 3, the impact fee estimate for the proposed development is $2,921.73.
WO,
17rtranSPOGROUP 3
0�-�
1ST SECURITY BANK, EDMONDS BRANCH
o
V
PROJECT TEAM
MER
I UM ST. W.. 3M5
S-3
T 425- 775
F. 425-77
L — I——
ARCH[TM
21. P� ��E S�
T-A � S 2
T (253) 627
OWM�TDR �. cw��
23� 5. A� SW.
CDMWS 0 =20
T: (4�) 774-41M
F. (425) 4187
PROJECT DATA
P�L 2— 7-.
27�=
jjmmcT: V W�
ME
.4
BUILDING PERMIT DATA
2.41 S�
2.1. SF/— - I
�.W UWM M T� 2SU I
1 1 c_
I I c-
1 .6
9�
2.474 Sf/ 25
Im
1�7 F__7
z
"RE
COVER SHEET
SITE PLAN ;FL 0 P G1.01
A SC&L I' - 20'-0*
0
BU110ING
JAN I U 1996
STREET USE PERMIT APPLICATION
NAME OF APPLICANT:- WASHINGTON CREDIT UNION
NAME OF BUSINESS: WAS�k.NGTON- -CRED.IT UNION
MAILING ADDRESS: PO BOX 1196, Edmonds, WA 98020-0119
CONTACT PERSON AND PHONE NUMBER: Robert Arbuckle 771-5299
ADDRESS OF PUBLIC USE: 620 Edmonds Way, Edmonds, WA 98020
Describe the public place or portion of public space to be utilized:
Six existing parking stalls north of the building along
Paradise Lane.
Specify the type of use desired Continue to use as parking stalls.
Specify the length o ' f time for use: Ongoing
NOTE. The issuance of this permit is understood by the applicant to be ofa temporary nature and that no vested right is
granted
INDEAdNITY. The applicant understands and by hislher signature to this application, agrees to hold the City of Edmonds
harmlessfromany injuries, damages pr claims of any �ifid o description.whats6e er,,foreseen or unforeseen, that may
be made against the applicant or the City of
Edmonds, or any of its departments, or employqes, including but not limited
to� the defense or an� lega'I'p'roceedings inclu . d . ing defense costs, cou�t c-.ost*s' a'
nd attorneyf�es by rea�on ofgrqntft this
permit. In addition, the appli6ation understands that the City �hall'be provid&d a Certifilcai� 6flhsur6nce to indemnity
and hold harmless the City ofEdmondsfrom all claims andlor property damage, and naming the City ofEdinonds as an
additional insured
CODEAPPLIC4 TION. By signing the application below the applicant warrants that s1he has read or had the
opportunity to read Chapter 18 of the Edmonds Community Development Code and s1he understands that all terms of the
adopted ordinance are incorporated herein as ifsetforth in full and this application andpermits therefore are subject to
the terms of that Chapter.
N I LiN A I U KE V,'IC& d�- DATE I/q/9
Robert D. Arbuckle VP/C'00
Washington Credit Union
STRUSEHO.DOCJLG/2-95
SIGNATURE OF APPROVAL FROM ABUTTING PROPERTY OWNERS
When applicable, if the street use proposal directly impacts any adjacent business or private property
owner the applicant must obtain written approval from the affected parties. This requirement is
evaluated by City Staff after the initial submittal of the application.
Signature.
Signature
Signature
Signature
Address
Address
Address
,Address
DO NOT WRITE BELOW TFHS LINE --FOR CITY USE ONLY
Planning Division Review: ADB#
Approved Date
B
Public Works Review: Approved B Date I-, 1(e-J(e
Fire Department Review: Approve :4 Date L J ey-6
d By A eMWtfr=__
Police Department Review: Approve y Date 111-1 /J�
Permit Coordinator Review: Certificate of Insurance Verified
Engineering Division Review: Bond Required A-)J,4 Amount $.
. Approved By Dated
Remarks or Comments: &,n; � 6 At val,*,l iln C�g;l"�l e";0C,11 ;'F1 /e -
0'r clatlapmad p400t� en
I L :&
0/ e-_ "
PERMIT # —DATE OF ISSUANCE -
RELEASED BY S_ X)n4l4,,,) RECEIPT -78D 11/51�P6 991
r]
40
STRUSEHODOOLG/2-95
0
SITE PLAN
ftjjj�,01,08
4V 0.1
3 3
6
t
46
CITY OF EDMONDS
250 5TH AVENUE NORTH - EDMONDS, WA 98020 - (206) 771-0220 - FAX (206) 771-0221
COMMUNITY SERVICES DEPARTMENT
Public Works * Planning e Parks and Recreation e Engineering
May 20, 1997
Washington Credit Union
Robert Arbuckle
PO Box 1196
Edmonds, WA 98020
Re: Street Use Renewal Fee Permit #96-4
rij
BARBARA FAHEY
MAYOR
�e 11 ! c6-0
'0%�3
00
As required by City Ordinance #2972, Street Use permit renewal fees are now
collected every three years instead of yearly. The first effective billing date was l/l/96
however, due to staff shortages, the City was unable to send out this billing for the
period 1/96 to 1/99. Please remit renewal fees in the amount of $25.00 to the City of
Edmonds, c/o Building Division, Permit Specialist, 250 5th Avenue North, Edmonds,
Washington 98020 within 15 days date of this letter.
If this permit is no longer applicable i.e., you no longer utilize that portion of the City
right-of-way granted under the street use permit; please notify the Building Division in
writing so that we may cancel the permit. As permit holder it is your responsibility to
inspect the permitted use for safety hazards on a yearly basis.
If you have any questions please feel free to call me at 771-0220
Thank you,
Vivienne Myers
Permit Specialist
0 Incorporated August 11, 1890 0
-Sister Cities International — Hekinan, Japan
/"Ic. ISC)o
CITY OF EDMONDS
121 5th AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221
Website: wwwxi.edmondsma.us
DEVELOPMENT SERVICES DEPARTMENT
PLANNING DIVISION PRELIMINARY REVIEW
FINDINGS, CONCLUSIONS, &DECISION
Project: First Security Bank Lot Line Adjustment
File Number: PLN20100067
Date of Report: November 17, 2010
MIKE COOPER
MAYOR
I have determined that the application is complete and have reviewed the lot.
line adjustment application pursuant to Chapters 20.01, 20.02, and 20.75. of.
the Edmonds Community Development Code. '
Reviewed By:
Jennifer M rhuga
Planner
1. INTRODUCTION.
A. SUMMARY OF APPLICATION: The subject application was submitted by Prizm
Surveying Inc. on behalf of Washington Credit Union for a lot line adjustment to combine
three existing parcels into one parcel at 620 Edmonds Way. The site is located within the
Planned Busine'ss (BP) zone. See the Zoning and Vicinity Map for reference (Attachment 1).
The purpose of the proposed lot line adjustment is to remove all interior property lines
between the three existing parcels as part of the redevelopment of the site. First Security
Bank currently operates in an older structure at the site. The existing structure will be
demolished and a new bank building will be constructed pursuant to a conditional use
permit (CUP) granted for the facility on November 3, 2010 (PLN20100060). Beforethe
new bank building can be constructed, however, Condition #3 of the CUP requires the
subject lot line adjustment "be approved by the City prior to issuance of a building
permit for the new bank." An application for a building permit for the new bank building
has not been submitted to date.
The subject land use application is included as Attachment 2, and the proposed lot
combination is shown on the lot line adjustment map (Attachment 3). The existing
interior lot lines between Parcels A, B, and C will be removed to create one parcel as
shown on the map.
I A /I Edmonds Community Development Code (ECDC) citations can be accessed online at www. ci. edmonds. wa. us
Incorporated August 11, 1890
Sister City - Hekinan, Japan
First Security Bank Lot Line Adjustment
620 Edmonds Way
File No. PLN20100067
B. DECISION OF LOT LINE ADJUSTMENT: Based on the Findings of Fact, Conclusions,
and Attachments to this report, the following decision is issued by the City of Edmonds
Planning Division. The lot line adjustment, as proposed, is APPROVED with the
following conditions:
1. Prior to submitting documents to the Planning Division for "Final Review," please make
the following changes:
a. On all sheets, revise to state the file number as PLN20100067.
b. Add the following statement to the face of the recording documents: "Setbacks
shown are for reference only and vest no right." Or, setback lines must be
removed from the plans.
c. Include all required information, including owner's certification and staff s
approval block.
2. As part of the submittal to the Planning Division for "Final Review," provide evidence
that the individual(s) who will be signing the recording documents are authorized to sign
on behalf of the property owner.
3. After the above changes have been made, submit revised documents to the Planning
Division for "Final Review." Once "Final Approval" has been issued from the City, the
applicant shall take the documents to the Snohomish County Auditor's Office for
recording. Please make sure that all documents to be recorded meet the Snohomish
County Auditor's requirementsfor recording, including all signatures in black ink.
4. After recording the lot line adjustment, the applicant must provide the City of Edmonds
Planning Division with two (2) copies of the recorded map (with the recording number
shown). The City will not consider the lot line adjustment to have been completed
until this is done.
5. The applicant must file new deeds for each of the parcels with Snohomish County, as
appropriate, and provide the Planning Division with copies of the deeds.
11. FINDINGS AND CONCLUSIONS
A. GENERAL INFORMATION
1. Request: The applicant is proposing to eliminate the interior boundary lines among
three parcels addressed as 620 Edmonds Way in order combine the three parcels into
one parcel. All three subject parcels are located in the Planned Business, BP, zone.
See the Zoning and Vicinity Map for reference (Attachment 1).
2. Review Process: A lot line adjustment is a Type I permit pursuant to ECDC 20.01.003.
The director reviews the project and issues an administrative decision pursuant to ECDC
20.75.050(C).
3. Owner: Washington Credit Union
4. Avplicant: Gary Letzring with Prizm. Surveying, Inc.
5. Tax Parcel Numbers: 27032500307300 (Parcel A), 27032500307200 (Parcel B), and
27032500303500 (Parcel Q
6. Location: 620 Edmonds Way, Edmonds WA 98020
7. Zonin2: Planned Business (BP)
Page 2 of 5
First Security Bank Lot Line Adjustment
620 Edmonds Way
File No. PLN20100067
8. Acreau / Square Footage: The proposal will combine the area of Parcels A, B, and C
into one parcel. The area of the resulting parcel will be equivalent to the sum of the
areas of Parcels A, B, and C.
9. Existin Use: The three parcels are currently developed as one commercial site. The
existing building'on the subject site is used by First Security Bank.
10. Proposed Use: The use of the site will not change with the subject proposal; however,
First Security Bank plans to remove the existing bank building and construct a new
building further west on the site as indicated in PLN20100060.
11. Shoreline Management: The proposal is not subject to Shorelines of the State
regulations.
12. Access: The site will continue to take access directly from Edmonds Way and Paradise
Lane.
13. Dedications: No dedication of land is required by the City Engineer with the proposed
lot line adjustment.
14. Improvements: No improvements are required by the City Engineer with the proposed
lot line adjustment.
B. SEPA THRESHOLD DETERMINATION
Review by the State Environmental Policy Act (SEPA) is not required with this application
because the proposal is to combine three parcels into one parcel and is exempt under
WAC 197-11-800 (1)(b)(i) (Categorical Exemptions).
C. TECHNICAL COMMITTEE
This application was reviewed by the City's Engineering Division and the Public Works
Department. Both reviewers had no comments on the proposed lot line adjustment
(Attachments 4 and 5).
D. NEIGHBORHOOD CHARACTERISTICS
The subject site is comprised of three smaller parcels and is triangular in shape; it is bounded
by Edmonds Way on the south and Paradise Lane on the north. Adjacent to the west are
sin gle-family zoned and developed parcels as are those parcels to the north across Paradise
Lane. The parcels along Edmonds Way to the east are zoned Planned Business (BP) and
Neighborhood Business (BN). While some of these parcels do have businesses on them,
others are currently underdeveloped with older single-family residences and thus are -
candidates for redevelopment. Further back from Edmonds Way, on both the north and the
south, are single-family residential areas.
E. COM[PREHENSIVE PLAN COMPLIANCE
The Comprehensive Plan designation for the subject site is "Planned BusinesslNeighborhood
Business." There is no proposed change to the existing designation. The current proposal
meets the intent of the Comprehensive Plan, as the proposal is simply to remove interior
parcel lines on a site that is already developed as one site.
Page 3 of 5
First Security Bank Lot Line Adjustment
620 Edmonds Way
File No. PLN20100067
F. ZONING CODE COMPLIANCE (ECDC 16.53)
1. Lot Area: The BP zone does not have a minimum required lot size.
2. Lot Width: The BP zone does not have a minimum required lot width.
3. Setbacks: The BP zone requires a 15-foot street setback and no side or rear setbacks
unless adjacent to an R-zoned property, then the side or rear setback is required to be 15
feet. The southern and northeastern boundaries of the subject site are adjacent to streets
and require a 15-foot setback. The western boundary of the subject site is adjacent to
RS-6. zoned properties and therefore requires a 15-foot setback. Although the existing
building is located within the 15-foot setback from the northeastern property line, the
proposed lot combination will not bring the building any further out of compliance. In
fact, the purpose of the proposed lot line adjustment is to eliminate the interior property
lines between the three existing parcels so that the property lin ' es of the site will reflect
the fact that all three parcels are developed as one site and to eliminate any conflict with
interior lot lines when the site is redeveloped.
Lot Coverape / Floor Area: The BP zone does not have a maximum allowed lot
coverage or floor area requirement.
5. Corner Lot Determination: The proposed parcel is considered a comer lot, as it has
frontage on both Edmonds Way and Paradise Lane.
6. Fla2 Lot Determination: The proposed parcel is not considered a flag lot.
The proposal appears to.meet the intent of the Zoning Ordinance.
G. ENVIRONMENTAL ASSESSMENT
A critical areas determination was conducted for the subject site in 1992 under File No.
CRA 19920092, and a waiver from further study was issued at that time. There are no
apparent topographical considerations driving the proposed lot line adjustment.
H. LOT LINE ADJUSTMENT COMPLIANCE ECDC (ECDC 20.75.050)
The lot line adjustment shall be approved unless the proposed adjustment will:
1. Create a new lot, tract, parcel, site, or division;
2. Reduce the setbacks of existing structures below the minimum required by code or make
existing nonconforming setbacks of existing structures more nonconforming than before;
3. Reduce the lot width or lot size below the minimum requiredfor the applicable zone;
4. Transform a nonbuildable lot, tract, parcel, site or division into a buildable lot, tract,
parcel, site or division;
5. Would otherwise result in a lot which is in violation of any requirement of the ECDC.
The proposal will not create a new lot, tract, parcel, site or division — there are three existing
parcels, and the proposal will result in one parcel. No existing setbacks will be reduced
below the minimum required by code with the proposed lot line adjustment. In fact, by
combining the three parcels into one parcel, any previous conflict with interior prope rty lines
will be eliminated. There is no minimum required lot area or lot with for the BP zone.
Therefore, the proposal will not reduce the lot area or width of the site below the minimum
required. The proposal is not transforming a nonbuildable lot into a buildable lot — the three
parcels are currently developed as one site and the lot combination will formalize this fact by
Page 4 of 5
First Security Bank Lot Line Adjustment
620 Edmonds Way
File No. PLN20100067
combining the lots into one parcel. There is no indication that this proposal is in violation of
the Edmonds Community Development Code.
111. APPEALS
Pursuant to ECDC 20.75.050(G), decisions on lot line adjustment applications may be appealed
by a party of record to the Hearing Examiner as a Type 11 decision as set forth in ECDC 20.06.
IV. LAPSE OF APPROVAL
Section 20.75.050.F states, "An application for a lot line adjustment shall 6xpire one year after a
complete application has been filed with the city. An extension up to an additional year may be
granted by the Edmonds planning manager or his/her designee upon a showing by the application
of reasonable cause,"
V. NOTICE TO THE COUNTY ASSESSOR I
The property owner may, as a result of the decision rendered by the staff, request a change in the
valuation of the property by the Snohomish County Assessor's Office.
VI. PARTIES OF RECORI)
Planning Division
Washington Credit Union
P.O. Box 97000
Lynnwood, WA 98046
Mr. Gary Letzring
Prizm Surveying Inc.
P.O. Box 110700
Tacoma, WA 98411
VII. ATTACHMENTS
1. Vicinity / Zoning Map
2. Land Use Application Form
3. Proposed Lot Line Adjustment Map
4. Engineering Division Comment Form
5. Public Works Department Comment Form
Page 5 of 5
I CO
10
Subject$
,620 Edmond
A\
v v \
v A y A Y\\
A A v A v A y A
v v v v v v v
A A A A A A A A A��-
v N/ v y v v v y V//
AA,A.AAAAA-"-,/,A/
v v v v v v v v " -"'� v v /// v
AAAAAAA/�AAlfAA-A
V V V V V v V11 V Y %/ v %I V
A AAA AA//A AAAY1A%A k A A
v v y v v V V v v vxv v y v v
A AAA AzA AA A A A A A A
V
AAAAA11A.AAAA�AAAR
vv%/vv,�*yvvv vvv
A A A A A
V'vv'R P V
A A A ky' AS 1'� ,
v v v %r I ' v IV
A A A A A A �'A A ArIvAYA A
V V y V V , V :�, i v y v
A AAA AIAA�,A -. 1� A A A
v v y v y v v 1(,
A A A A A A A A A A A A
v v y v v ' v I ( v v v
A AAA AAJ A A �� A A A
BqlR0-/---
ST
I s
'spnIa'.4
13TH WAY
v
A A
A
V V1 S
A A A
v V
A A A A A
A A
A A A)� F-A
% A v A
A
A. /jA A. A J. A
t5l
0 V E [),v 0
Zoning and Vicinity Map N
0 62.5 125 250
File No. PLN20100067 Feet
Attachment I
city of edmonds
land use application
0 ARCHITECTURAL DESIGN REVIEW
0 COMPREHENSIVE PLAN AMENDMENT
0 CONDITIONAL USE PERMIT
0 HOME OCCUPATION
0 FORMAL SUBDIVISION
0 SHORT SUBDIVISION
7( LOT LINE ADJUSTMENT �!WCOAPW AT)ON
0 PLANNED RESIDENTIAL EVELOPMENT
0 OFFICIAL STREET MAP AMENDMENT
0 STREET VACATION
0 REZONE
0 SHORELINE PERMIT
0 VARIANCE / REASONABLE USE ExcEPTioN
0 OTHER:
PROPERTY ADDRESS OR LOCATION 620 EDMONDS WAY
PROJEcr NAME (IF APPLICABLE) FIRST SECURITY BANK LOT COMBINA
N
PROPERTY OWNER WASHINGTON CREDIT UNION PHONE it 800-683-0973
ADDRESS PO Box 97000 LYNNWOOD, WA 98046
E-mAiT, FAX 4
TAx ACCOUNT # 27032500307300, 27032500307200 & 27032500303500 SEt, 25 TWp. 27 N. RNO. 3 E.
DESCRIPTION OF PRo.TEcr OR PROPOSED USE (ATTACH COVER LETTER AS NECESSARY) LOT COMBINATION
DESCRIBE HOW THE PROJECT MEETS APPLICABLE CODES (ATTACH COVER LETTER AS NECESSARY)
PER ECDC SECTION 20.75.050. THIS PROJECT DOES NOT CREATE ANY ADDITIONAL LOT, TRACTOR PARCEL
APPLICANT PRIZM SURVEYING INC. PHONE It (253) 404-0983
ADDRESS PO BOX 110700 TACOMA WA 98411
E-MAIL GLETZRING@PRIZMSURVEYING.COM FAX# (253) 404-0984
CONTACT PERSONIAGENT GARY LETZRING HONE# (253) 404-0983
ADDRESS (SAME AS ABOVE�
E-MAIL FAX #
The undersigned applicant, and histher/its heirs, and assigns, in consideration on the processing of the application agrees to
release, indemnify, defend and hold die aty of Edmonds harn-dess from any and all damages, including reasonable attorney's
fees, arising from any action or infracdon based in whole or part upon false, misleading, inaccurate or incomplete information
furnished by the applicam his/her/its agents or e ees.
By my signature, I certify that the inform ti ex ' its r wi bqtted are true and correct to the best of my knowledge
and that I am authorized to file this applic o n the ehal , e ne a listed below.
SIGNATURE OF APPLicANT/AoENT.,.,:
Propert r's Authorization
� �Pl
I, / � 13 4-7D fO IC Q CfAIF16�Z 41ify under the penalty of perjury under the laws of the State of
Washington that the following is a tr6e and correct statement: I have authorized the above Applicant/Agent to apply for the
subject land use application, and grant my perryussion for the public official d the staff of the City of Edmonds to enter the
subject property for the purposes of 1 5od,� d posting attend' to thi pplication.
SIGNATURE OF OWNER o I
DATE
This application form /revised on 8/10104Questions? Call (425) 771-0220.
LALJBRARY\PLANNING\Fonu3 & tfandouts�bfic Handout&UAnd Use Application.doe
Attachment 2
RECORD -OF SURVEY FOR. LOT COMMsMION
A'PORTION OF THE:S.W. 1/4 -AND N.W. 1/4 OF TBE:S.W. 1/4 OF SECTION 25, TOWNSHM 27 NORTI-L
CrlY OF.EDMONDS, SNOHOMISH COUNTY, WASHNGTON
FOUND LEAD & TA(
7/22/10
FOUND 5/8'REBAR, 0.2'S.
& MISL OF CALL POSI
ACCEPTED AS COW P(
CALL S.W. CORNER.
SL 1/4,-Kz I&SM-114
-SEC 25. PER PLAT OF
PARADISE LANE
f OPJGINAL
P ARCa
v,
FOUND CASS MONUMENT .5
TACK IN DONC� /70
.AF.N.
BASIS OF BEARINGS
NORTH AMERICAN DATUM 83/07 (WASHINGTON
STATE PLANE NORTH ZONE) HOLDING NORTH
.63V'55- WEST FOR CENTERUNE OF S.R. 104
ALONG THE SOUTH BOUNDARY OF THE SUBJECT
PARCEL
11,31:1019041) IN 7-*Tfi -1; 1 7XI 1_1 A", � qv
SURVEY. PERFORMED NTH A r
TOTAL STATION,
USING TRAVERSE AND RADIAL SURVEY METHODS.
SURVEY -WEETS OR EjLCEEDS ACCURACY
REQUIREWENTS CONTAINED IN W.A.C. 332-130.090
FOUND LEAD & TACK
S 88'41'09' E
RIC
0 ,JNAL
-F-ss RON 25
\A N. LINE 171-14, itV_l1ZFC
PARCEL
PER PLAT. OF PARADISE. LANE
PARCEL DATA
-ORIGIkk PARCEL NUMBERS,-
10
. . . . . . . .
270325003073. 27D3250[1307Z 270325003035
ZONING: PLANNED BUSINESS (SP)
SETBAOM. .
-V MINIMUM STREET SETBACK - IS'
MINTMUM SIDE SETBACK 15' FROM ADJACENT
RESIDENTIAL ZONE
A A,
lb
All,
0
cj
0�
-1 . 701
d,
g.
A
TACK IN CONC.
7/22/10
`9
K
FOUND CASED MONUMENT
BRASSLE IN COW- 7122)1-6-0
V UNE DATA
NO. BEARING DISTANCE
LI N 50;56'08' W 8.00
L2 S 6515,.30' W. .23.86,
J�
FOUND CASED UOWUMENr
COMMOL DIAGRAM TACK 01 COW- 7/22/jo
FOUND CASED MONUMENT— 'GRAPEUC.SCALP6 (U.S. FEET)
BRASSIE IN CONC, 7/2�/IO 100 50 100
I inch 100 fL
AUDITOR'S CERMCATE
FILED FOR RECORD THIS— DAY OF-
20—, AT
AT THE REQUEST OF PRIZIM SURVEYING INC.
SNOHOMISH COUNTY AUDITOR DEPUTY AUDITOR
SMAVEYOR'S . : CERMCATE
THIS -MAP CORRECTLY. REPRESENTS. A SURVEY MIADE BY -ME OR
UNDER MY DIRECTION- IN 'CONFORMANCE VA71i. THE
REQUIREMENTS OF THE SURVEY RECORDING ACT AT THE
REQUEST OF -5PST �SECURITY BANK, IN JULY, 2010.
D. LE7ZRING P.L.S. J.
T T'OF 1
I
RANGE'3'EAST, WM,
REVISIM LWAL DESCRIFITON .0100114AL LECTAL
THAT PORTION OF THE NORTHEAST QUARTER OF THE SOUTHWEST PARPEL-W:
-QUARTER OF THE SOUTHWEST OUARTER.AND THAT POR71ON OF THE
SOUTHEAST QUARTER OF THE NORTHWEST QUARTER OF THE - ALL THAT PORTION OF THE NORTHEAST QUARTER OF THE SOUTHWEST
SOUTHWEST QUARTER IN SECTION 25 . TOWNSHIP 27 NORTK RANGE 3 QUARTER OF THE SOUTHWEST OUARIM OF SECTION 2S.-TOWNSHIP 27
N EAST. W.U.. DESCRIBED AS FOLLOWS;' NORTH. RANGE 3 EASG W.M_ DESCRIBED AS FOLLOWS:
BEGINNING AT THE SOUTHWEST CORNER OF THE SOUTHEAST QUARTER
COMMENCING AT THE NORTHWEST CORNER OF THE ABOVE DESCRIBED
OF THE NORTHWEST QUARTER OF THE SOUTHIMEST QUARTER OF SAID SUBDIVISIOI4 THENCE SOUTH 6816'50' EAST ALONG THE NORTH LINE
SEC71ON 25; THENCE NORTH 00*511.3" EAST. ALONG THE WES! LINE OF* SAO) SUBDIVISION 62M FEET To AN WTERSEnON WITH THE' -
OF SAID SUIRDIVISI.O.H. 73.44 FEET To THE SOUTHWESTERLY MMGIN,OF SOUTHWESTERLY MARGIN OF PARADISE LANE: THENCIE SOUTH
PARADISE LANE, THENCE SOUTH 3913-16- EAST,. ALONG SA16 38WOO" EAST. ALONG SAID MARGIN, 73.11 FEET M* THE'TRUE POINT
SOUTHWESTERLY MARGIN. 350.73 FEET. THENCE SOUTH 0515'30' OF BEGINNING OF THE TRACT OF LAND HERJEN DESCRIBM - THENCE
WEST. 23.86 FEET TO THE NORTHERLY MARGIN OF STATE *ROM 104 dON71NUING SOUTH 38-50-00- EAST, ALONG SAID MARGIN 255.00 FEET
LEGEND (S.Sl-L NO. 1-W/EDMONDS WAY� THENCE NORTH 63-01-5T WEST, TO AN INTERSECTION WITH THE NORTHERLY MARGIN OF S.S.H; NO.
ALONG SAID NORTHERLY MARGIN, 220.50 FEEL THENCE NORTH I-W (EDMONDS WAY) AND THE ARd OF A CURVE. FROM WHICH
50'56'08' WEST, CONTINUING ALONG SAID NORTHERLY MARGIN, &CO INTERSECTION WTH THE RADIUS POINT OF SAID CURW BEARS SOU
x(g) .0- FOUND MONUMENT. AS NOTED FEET TO THE WEST UNE OF THE *AFOREMENTIONED NORTHEAST . TH
31*D�06' WEST 065.�!. FEET-. THENCE NORTHWESTERLY ALONG SAID
QUARTER OF THE SOUTHWEST QUARTER OF. THE SOUTHWEST QUARTER NORTHERLY MARGIN AND SAID CURVE, BEING Ai CURVE TO THE LEFT
0 FOUND CORNER. AS NOTED OF SAID SECTION 25; I�IENCE NORTH 00*51'13� EAST, ALONG SAID AND CONSUMING 'A CENTRAL ANGLE OF 3-46'08-. AN ARC DISTANCE
WEST LINE 1113.24 FEET TO THE POINT OF BEGINNING. OF 64.81 FEEL- THENCE NORTH - 62*42'00- 'WEST, AND CONTINUING
CALCULATED MONUMENT POSITION ALONG SAID NORTHERLY MARGIN, 18 . 6.00 FEET,. THE14CE NORTH
EXCEPTING THEREFROM.ANY PORTION THEREOF. CONDEMNED BY THE '37Mg'+4!* EAST, 102,56 FEET TO THE TRUE POINT OF BEGINNING.
SET 5/6- REBAR AND CAP, STATE OF WASHNGTON FOR HIGHWAY PURPOSES IN'SHOHMPSH
LS 3806 & 41278 COUNTY SUPERIOR COURT CASE NO. 105843. EXCEPT-7HE SOUTHWESTERLY 10 FEET IN WIDTH THEREOF; AND
SITUATE IN'THE CITY OF EDMONDS, COUNTY OF SNOHOISSK EXCEPT THAT PORTION CONDSANED BY THE STATE OF WASHINGTON
STATE*OF WASHINGTON. FOR HIGHWAY PURPOSES IN SNOHOMISH COUNTY SUPERIOR COURT
CASE NO. 105M.
,__-FOUND LEAD TACK
7/22/16 1
K_ 11 PARCEL 'B':
ALL THAT PORTION OF THE NORTHEAST QUARTER OF THE SOUTHWEST
OUARTER OF THE SOUTHWEST QUARTER OF SECTION 25, TOWNSHIP 27
NORTH, RANGE 3 EAST, W.M,; DESCRIBED AS FOLLOWS -
BE
gg GINNING AT THE NORTHWEST CORNER -OF THE ABOVE. DESCRIBED
SUBDIVISION-' THENCE SOUTH BBIS!50' EAST, ALONG THE NORTH UNE
OF SAID SUBDIVISION, 52.25 FEET TO AN INTERSECTION WITH'THE
SOUTHWESTERLY MARGIN OF PARADISE LANE, THENCE SOUTH
FOUND LEAD & TACK 38WOO" iAST. ALONG -SAID . . 7S.Ii FEET;
SOUTHWESTERLY, MARGIN,
7/22/fq THENCE SOUTH 37'09'W. WEST, 10156 FEET To AN INTERSEC71ON
WITH THE HORTHERIN MARGIN OF S.Sjj No. I-W (EDMONb� WAY�
IHENCE NORTH ST42-00- WEST, ALONG SAID NORTHERLY. MARGIN TO
THE VEST LINE OF SAID SUBDIVISION; THENCE NORTH 115-32- EAST,
82.21' CALL ALONG THE MST UNE- OF THE ABOVE SAID SUEIMVISIOK To THE
-POINT OF BEGNNING�
!3 ti 75Z.25' LEGAL)
M LINE OF1 Z 1/4,
EXCEPT THE SOUTHWESTERLY 10 FEET- IN WIDTH THEREOF.
(S 88-16-50- E LEGAL) SECTION 25 PER
114
46 PLAT OF PARADISE LAK-
PARCEL 'C:
THAT PORTION OF.THE SOUTHEAST QUARTER OF THE NORTHWEST
O,j
QUARTER OF THE SOUTHWEST QUARTER OF SEC17ON 25, TOWNSHIP 27
NORTHL RANGE 3 EAS
T.' W.M., SNOHOMISH COUNTY� WASHINGTON,
LYING SOUTHWESTERLY OF THE SOUTHIAESTERLY MARGIN OF PARADISE
FOUND CASED
LANE. -AS ESTABLISHED ELY"DEED RECORDED UNDER AUDITOR'S FILE
.UONUIfENT TACK 91 qp NUMBER 22116.4.
CONC, 714110 SITUATE 04 THE COUNTY OF SNOHOMISH.
STATE OF WASHUNGTON.
THE BOUNDARY LINES AND CORNERS
DEPICTED ON .11-11S SURVEY REPRESENT DEED
Aw POSITIONS ONVe. THEY DO NOT, PURPORT 70
% SHOW OV44ERSHIP LINES THAT MAY
FOUND REBAR
LS. 9891 0.2's. OTHERWISE BE DETERMINED BY A COURT (IF
OF CALL 412 %
TION Aw AS FOUND 11 :;% . V,
ANGLE PONT OCCUPATION AND/OR POSSESSION (I.E.
POSI
L367-
AR
Qkl� I I
a 5"E. Q. FENCING. BUILDINGS. DRIVEWAYS; MAINTAINED
MEAS,'tTC.)UOON Ok'ACROSS T14E SUBJECT
41 45, ts
CALL POSITION PARCELS DEED BOUNDARY MAY. BE EVIDENCE
-16V OF THE RIGHTS OF OTHERS.
SM DETAIL-- FOUND CASED-
- UONUUENT TAC�T_iv
SCALE 50- CONC. 7/22/10 F
:.-N-T. X
CORC. 7/22AD
A- PORTION OF THE SW 1/4 AND
N.W. 1/4 OF THE S.W. 1/4 OF
SECTION 25, TOWNSHIP 27 NOM
. RANGE 3 EAST WIYL .
CHY OF EDMONDS, SNOHOMISH
COT-INW, WASI-MUMN -
- PluzM
M. suRvF_ylN4a INC.
1j. '0*. 13OX 11,6700
TACOMA WA.
=rABLJSnBD OF.MCE 253-404-0983
1993 'FAX 253-404-0984
001ismvcrioti LAYouT - Toponome sumis - Hountuiry
JOB NO.
HE.
C 7
^%"W'T 13 2010
PERMIT COUNTER
Attachment 3
CITY OF EDMONDS — PLANNING DIVISI.UN
REQUEST FOR COMMENT FORM
PW-Engineering Fire PW -Maintenance [3-Parks -L Rec. 11 Building
0 Treatment Plant Ec'onomic Dev.
Project Number: PLN2010-0067 RIFCEIVED
Applicant's Name: FIRST SECURITY BANK ocr 2 n
P . roperty Location: 620 EDMONDS WAY FJVA I F- 46 U Zulu
Date of Application: 10/13/10 Date Form Routed: 10/19/10 DIVJSIO�V
Zoning: PLANNED BUSINESS (BP)
Project Description: LOT LINE ADJUSTMENT
"PER ECDC 20.02.005 ALL COMMENTS MUST BE SUBMITTED WITHIN 15 DAYS OF THE DATE
THIS FORM WAS ROUTED: DUE BY 11.03.10
lf'you have any questions or need clarification on this project, please contact:
Responsible Staff: JEN MACHUGA Ext. 1224
Name of Individual,Submitting Comments:
Title: I VM I if 0 VMv\ya11V1 nm,
* J 'I U
have reviewed this land use proposal
for my department and have
concluded that IT WOULD NOT AFFECT
MY DEPARTMENT, so I have no
comments. My department may also
review this project during the building
permit process (if applicable) and
reserves the right to provide additional
comments at that time.
I hove reviewed this land use proposal
for my department and hove
concluded that IT WOULD AFFECT MY
DEPARTMENT, so I hove provided
comments or conditions below or
attached.
Comments (please attach memo if additional space. is needed):
The following conditions should be attached to this permit to ensure compliance with the
requirements of this department (please attach memo if additional space is needed):
Date
Signc
Phon
Aftachment 4
CITY OF EDMONDS - PLANNING DIVISION
REQUEST FOR COMMENT FORM
El Fire P"'PW - Maintenance Parks & Rec.
0 PW-Engineering Building
0 Treatment Plant Economic Dev.
Project Number: PLN2010-0067
Applicant's Name: FIRST SECURITY BANK
Property Location: 620 EDMONDS WAY
Date of Application: 10/13/10 —Date Form Routed: 10/19/10
Zoning: PLANNED BUSINESS (BP)
Project Description: LOT LINE ADJUSTMENT
"PER ECDC 20.02.005 ALL COMMENTS MUST BE SUBMITTED WITHIN 15 DAYS OF THE DATE
THIS FORM WAS ROUTED: DUE BY 11.03.10
If you have any questions or need clarification on this project, please contact:
Responsible Staff: JEN MACHUGA Ext. 1224
Name jai -individual Submittina Comments:
Title:
to I have reviewed this land use proposal
for my department and hove
concluded that IT WOULD NOT AFFECT
MY DEPARTMENT_ so I have no
comments. My department may also
review this project during the building
permit process (if applicable) and
reserves the right to provide additional
comments at that time.
I have reviewed this land use proposal
for my department and hove
concluded that IT WOULD AFFECT MY
DEPARTMEN so I have provided
comments or conditions below or
attached.
meats (please attach memo if additional space is needed):
zwr
The following conditions should be attached to this permit to ensure compliance with the
requirements of this department (please attach memo if additional space is needed):
Date: I I I I (^-, / / C)
Signature: ii
Phone/E-mail:
Affachment 5
. . 4
Linda N. Mazzuca
625 Paradise Lane * Edmonds, WA 98020
206-776-5650
Paul Mar, Director Community Services Department
City of Edmonds
250 - 5th. Avenue North
Edmonds, WA 98020
Dear Mr. Mar:
12/4/96 %'%'r
Ir. .- ro
r
I am writing to you to request an Initiation of Review of a Street Use Permit with the
Washington Credit Union. This falls under Edmonds Community Development Code sections
20.100.040 Review of approved permits. My neighbor, Ardell Morgan and I met with Gordy
Hyde Monday, December 2, 1996 to find out what could be done to eliminate the hazardous
condition this street use permit has caused. After looking at the plan that had been signed we
found that the Washington Credit Union had added 1 1/2 more parking places than were shown
on the plan signed by the city officials.
The Washington Credit Union has provided 18 on -site parking spaces. The majority of the 18
spaces are seldom used by bank patrons or bank employees. 'Me vast majority (estimate of 90%)
of bank traffic uses the parking places allowed by the Street Use Permit. These cars use Paradise
Lane to gain access to the parking places. These are pull in spaces and require backing out onto
Paradise Lane to exit. The spaces are narrow and there is no way cars can back out without
backing across one or both lanes of traffic on Paradise Lane.
This is a very popular walking area for many Edmonds seniors and this area is also.used by local
school children as they walk to and from school. Not only is this parking hazardous to passers-
by, the local neighborhood cars are being exposed to cars backing into traffic lanes. This permit
with the Washington Credit Union was signed before they were actually open for business. It is
now apparent that the Washington Credit Union has more than enough on -site parking to
accommodate their patrons and employees. They do not need the spaces gained by the Street Use
Permit.
When I spoke with Edmonds police officer Perry, I was told the Washington Credit Union has
had 2 armed robberies in three months. As we talked the officer suggested that the bank may not
be so attractive to crime if there was no parking access on Paradise Lane, as bank robbers am
looking for a quick exit from the area. If all the bank parking was on -site, the exit might not look
so quick and easy to the criminal element.
We have lived in our home for 26 years and we are feeling very uncomfortable with this type of
crime in our neighborhood. I ask you to review the street use permit and recommend that the
permit be revoked. This action will help return our street and neighborhood to a safer less
hazardous area.
I look forward to your response regarding the review of the Street Use Permit. On behalf of our
family and our neighbors in the Paradise Lane area I thank you in advance for your help with this
matter.
cc: Barbara Fahey - Mayor
Robert Chave - Planning Manager
Gary McComas - Fire Marshall
Robin Hicock Police Chief
James Walker Community Services
Gordon Hyde Traffic
Noel Miller - Superintendent of Public Works
Respectfully,
All&
MEMORANDUM
March 27, 1996
TO: Jeannine Graf, Building Official
FROM: Gordy Hyde, Engineering Coordinator
SUBJECT: Final Review for Washington Credit Union 0. 620 Edmonds Way
(Plan Check 95-204)
The Engineering Division has reviewed these improvements and has noted
the following three deficiencies:
• The approved plans required construction of six inch extruded curb on both
sides of the drive up lane. This needs to be constructed as approved.
• Three parking stalls were shown between the drive up lane and Edmonds
Way. These need to be painted. Wheel stops should also be placed on these
stalls.
• Pavement arrows have not been placed per the approved plan.
When these have been constructed per plan', the Engineering Division will
sign off the plan as complete.
WACUAS8.00C
BU11DING
JAN I U 1996
STREET USE PERMIT APPLICATION
NAME OF APPLICANT:- WASHINGTON CREDIT UNION
NAME OF BUSINESS: . WASHINGTON CREDIT UNION
MAILING ADDRESS: PO BOX 1196, Edmonds, WA 98020-0119
CONTACT PERSON AND PHONE NUMBER: Robert Arbuckle 771-5299
ADDRESS OF PUBLIC USE: 620 Edmonds Way, Edmonds, WA 98020
Describe the public place or portion of public space to be utilized:
Six existing..parking stalls north of the building along
Paradise Lane.
Specify the type of use desired Continue to use as parking stalls -
Specify the length of time for use: -- qng-q�in
NOTE. The issuance of this permit is understood by the applicant to be ofa tempo rary nature and that no vested right is
granted
IjVDEA,fN]TY.* The applicant understands and by hislher signature to f his application, agrees to - hold the City of Edmon ds
harmlessfrom any injuries, damages or claims of any kind or, description whatsoever, foreseen or unforeseen, that may
be made against the applicant or the City ofEdnionds, or any of its departments or employees, inciuding but not limited
to the defense or any legal proceedings including defense costs, court costs, and attorneyfees by reason ofgrqnting this
permit. In addition, the application understands that the Ciry shall be provid�d a Certificate ofInsuraince to indemnity
and hold harmless the City ofEdmondsfrom all claims andlor property damage, and naming the City ofEdmonds as an
additional insured
CQDE-4PPLJC-4 TIOM BY signing the application below the applicant warrants that s1he has read or had the
opportunity to read Chapter 18 of the E, dinonds Community Development Code and s1he understands that all terms of the
adopted ordinance are incorporated herein as ifsetforth in full and this application and permits therefore are subject to
the terms of that Chapter. I
21
Robert D. Arbuckle VP/dOO
Washington Credit Union .
STRUSEHO.DOCJLG/2-95
0
SIGNATURE OF APPROVAL FROM AI3UTTING PROPERTY OWNERS
When applicable, if the street use proposal directly impacts any adjacent business or private property
owner the applicant must obtain written approval from the affected parties. This requirement is
evaluated by City Staff after the initial submittal of the application.
Signature —Address
Signature —Address
Signature Address
Signature —Address
DO NOT WRITE BELOW TFUS LINE --FOR CITY USE ONLY
Planning Division Review: ADB#
'Z'Z 4
-7
Approved
Date
Public Works Review: Approved By Date I.Ce
Fire Department Review: Approved By,61
Date_L/(-2-/q6
Police Department Review: Approve y
Permit Coordinator Review: Certificate of Insurance Verified
Engineering Division Review: Bond Required A_)�A Amount $ — ,
Approved BY—WX _Bait�ed/ ?��
PERMIT # DATECIFISSUANCE
RELEASED BY RECEIPT #
111:Pe' P21
STRUSEHODOOLG/2-95
h�O
SITE PLAN
ftvj�,O,Afs
,14,V 1 q
. 1396
&IS INSURANCE SOCIEW, is 146-0012-4
4TM W AND ron ClIrlay UNION PROPLE
CIRTIFICATE OF INSURANC9
This is to certify that such insurance policies as indicated below b policy number have been issued on forms
in current use by tht Society. Hazards covered are indicated by (Z.
This CERTIFICATE OF INSURANCE ntither affirmatively nor
Name and Addre3s of Certificate Holder negatively amends, extends, or alters the coverage afforded
CITY OF EDMONDS, BUILDING DIVISION by these policie I a.
250 5TH AVE. NORTH
EDMONDS, M20
ATTN: SHARON NOLAN
policy
Expiration
Type of Insurance
Number
Date
Limits of Liability
WOR-KERS'COMPEN5ATION
Statutory
EMPLOYERS' LIABILITY
$
COMPREHENSIVE
Combined Single Limit
GENERAL LIABILITY
POP1460012
CONTINUOUS
$300,000 Each Occurrence
AUTOMOBILE LIABILITY
Combined Single Limit
Owned Automobiles
$ Each Occurrence
Hired Automobiles
Non —Owned Automobiles
Repossessed Automobiles
EXCESS LIA131LITY
Combined Single Limit
POP146OOi2
CONTINUOUS
$2,000,000 Each Occurrence
Should any of the described policies be cancelled before the expiration date noted? the Society will mail _45 -
days prior written notice of suth cane.-olIntion tn tho ahovp nRmed Certlftirat,- Hnldp.r. Tho mailing of notic'-. shall 6'..
sufficient proa of notice.
Description and location of operations and/or autornobiles. and/or Property covered:
Name and Address of Insured Vd
LO
WASHINGTON CREDIT UNION
PO BOX 97000 Date
LYNNWOOD, WA 98046-9700
ATTN: ROB ARBUCKLE By
IGL200-A27(" AUTHORZEDAEPRESENAf-w�
SHARON LANGDON
X(
TOTAL P.02
jai)
STREET FILE
4 "19
CITY OF EDMONDS -71fEE
RECT
BOARD OF ADJUSTMENT V! ie 1 (f�
APPLICATION FOR VARIANCE APO'S
# U -So -7q
0 -,;I-q --7
HEARING DATE:
q-7
APPLICANT—
Mel Steinke
ADDRESS
620 Edmonds Way
CITY & ZIP-
Edmonds 98020
PHONE—
776-2128
INDICATE TYPE OR DEGREE OF INTEREST -IN PROPERTY Purchaser
LOCATION OR ADDRESS OF PROPERTY-FLotated behii-,n&'21214 - 96th AVe. 'West
LEGAL DESCRIPTION OF PROPERTY N.E. 'a of Section 25, T. 27 N. , -R. 3 East, W.M.
VARIANCE REQUESTED: Allow access to seven lots on a private easement.
FOR OFFICE USE ONLY
P — 6
USE ZONE: —
ZONING ORDINANCE REQUIREMENT:
S- tqq--�q
STATE OF WASHINGTON) ss.
COUNTY OF SNOHOMISH)
Signature o9//ARPx%xxxxxMxxxx)�W
Representative
On this date, before me, the undersigned, a Notary Public in and for the State
of Washington, duly commissioned and sworn, personally appeared /C 9 Cow
who, being duly sworn, on his/her oath deposes and says that (s he has prepared
and read the attached statements and has acknowledged to me that the recititations
contained therein are true, and has signed this instrument as his/her free and
voluntary act and deed for the purposes therein mentioned.
Subscribed and sworn to before me this—/:Z day of 19
Notary
lic in and for the State of Washington
04b
DECLARATIONS OF APPLICANT
Please answer all questions
What are the physical characteristics, (i.e. topography, shape
of lot, etc.) which create a hardship for you in regard to
development of your property?
Except for the existing easement, no other point of access is
available to the subject parcel.
2. How does your property differ from other property in the same
vicinity?
Access which would allow development according to existing zoning
is not presently available.
3. Will this variance be detrimental to the public or damaging to
other property or improvements in the vicinity?
No
4. What hardships will result to you if the variance is not granted?
Will these hardships have been caused by your own action?
The property could not be developed in accordance with the lot size
denoted in the RS-6 zone.
5. Can you make reasonable use of your property without the variance?
Without the variance, the sttuation would revert to the current Status
wherein four parcels have access to the -easement. This would limit the
property owner to, at best, one building site, provided a variance for
four lots accessing onto a private easement were granted.
GERALD W. LOVELL, P.L.S.
JURGEN P. SAUERLAND, P.L.S.
LOUIS F. CAVIEZEL, P.E.
Lovell-Sauerland & Associates, Inc.
S/ Engineers * Surveyors * Development Consultants Planners
The'applicant is requesting a variance to the regulation which limits
access (onto a private easement) to three lots. Presently, the
existing 30-foot easement is being utilized by two lots which abut
96th Avenue West. A third lot, owned by David Brudvik, is entitled
to access, however, his property is developed in such a way as to
negate use of the easement for vehicles. Also access is currently
attained by Mr. Brudvik onto E"pruce Street, to the south.
If approved, the variance would aliow six lots access onto the
private easement. It should be noted that the lots denoted in the
short subdivision have been designed according to the underlying
zone of RS-6. Without a variance, the applicant would be limited
to placing one home on the entire parcel.
23106 - 100TH W. EDMONDS, WASH. 98020 PHONE 775-1593
oil
7777-7T
71
Put
Of TWO
"Al, OF
'WAY11C )N-M U
0
C )EPAiTMi
. . . . . . . . . . .
-7 —7,
7
7
A 'k
J,
b-
to
M: 0 bc
ao-,
_60* wi
Plat' 0 Singli Fai
MAY
�O Aot, to4a
0.
4ty':
C, u
1 AJO
Cil 1-11il
40
P,
Q
"ty
0 � WORK,
MOOP, CIE
3r
hy _,k
Ott
'assw"' 66. fibld the Cit Oftdinmds -hartialess
77,
or, -
an s kw
y injwws,�, am Wit 4 1
1: `J� 11 t
Ott*
Ot, Ot to, e
.�Sglmwt the
'Inclu ing c h,
cl vt ts" COW: y
I W
7
V
'for a onoypa
T *77, f,,
CCP**
16A at of -tht si4riu
Aitlas, hek: frol �i6, at
"'rity, ''"It, (�sii tea
stmet, patch is c 4jetc
o d
'it, it *ill,bt to"'t or.
4 COAL,
1 tu= _f,
h
ich
i� il�c
Wto ins]
;I wit�� TtWic
A
by, E*
n",
fio", Or-
P� ql� 0 at st",
"teMon,
'$I or -in, all'itimic
t t pernui f
Voomrstand tha fu t t
S.
_S' 6a
Agent,:
TH PERMIT, MUST, K MSTED'AT IM JOB PURPOSES
CALLDIA 0 R,
-,_L'P1G,,PR1OR 'T, Bf
7
_7 7 P_
77771
VOS
Os
T4nt,AuA,6n'ztdi- VOjAfter
�Z4 At Ot
1, � tly
S f- ial r Ocipt No.,
p:d Pondi
T
U&I It F ft,
6a
t
A
N$
t
_40
x
MG1
IN M
_3
Eng. Div. December 1978
b I htt I NLI-
TO A PROSPECTIVE APPLICA14T FOR A BUILDING PER1,1IT
PROJECT: a. /3 &
The plans you have submitted for -the -Amenities Design Board or the
preliminary plan submitted, prior to the application for a Building
Permit, has been reviewed for general conformance to the.City Codes
in regar.ds to site improvements. You are required to submit comolete
development.plans for utility and street improvements required by
the City Code. In addition, you,are required to post performance
guaranteds with the City. The above items must be don . e prior to
issuance of a Buildin,�, Permit. The following items are brought to
your a:ttention at.this time for' your act ion prior to submittal of
the Building Pe�mit Application:
79 - 6mwi6,,�t
12,2- 5 "-�AW IV
vt ono � W4.1,
If you have any questions, contact Bill Nims
at 775-2525, ext. 220.
Reviewed I
10/771v
of the Engineering Div.
;�'f 40e
ke
STREET FILE
October 24, 1972
MEMO TO: Mayor H. H. Harrison
and City Council
VIA: Ronald L. Whaley
C.A.0.
rRom: Leif R. Larson
City Engineer
SUWECTi Street Use Permit fbr Dairy Queen on Edmonds WAY at Paradise
Lane
The applicant has submitted a plan requesting use of the right-
of-way between the existing concrete pavement on Paradise Lan* and the
right-of-way line behind the building. The access to the restaurant is
not controlled by driveway openings and the parking is not controlled
by signing or pavement markings. This proposal would encourage angled
parking adjacent to Paradise Late. Angled parking has been considered
unsafe. This policy has been enforced in other locations e.g., Dick's
Ski Shop on Howell Way.
It is recommended that this proposal be denied as submitted.
As an alternative, it Is suggested that Paradise Lau* be developed with
a normal street cross section with curbs and sidewalk, which would allow
parallel parking for approximately eight vehicles. See Exhibits 1 and
2 attached as reference.
RHA:LRLimjf
Attachments
Lo
, jt
1A
00
lk
Gv
4bl.
I
7-1,V
Pilo-,
ACI.V/je )e
LC -
VC
If
OF
10-0
0000
'07
,'7-/-7' .5 TR,-'677- 11VPRCVFMEA17--5
CITY
�7
;�R
0v.1
V A."
OF E"MUimDS
:i-.- CHY
DEPA
RTMENT OF BUILDINGS
CERTIFICATE OF OCCUPANCY
UNIFORM BUILDING CODE, Sec. 306
2 Edmonds Wav, Edmonds, WashinFto Building Permit Narnber— 93-64.
.'A
0
',Occupa ncy established by this certificate: ',,To. Stories One
Fire Zone
RESTAURANT
v Bo cnl
Type Const. None
Capacity posted (per Sec. 3301 (i) U.B.C.)
LOO oad signs
F! in plice (per Sec. .1308 U.B.C.)
Floor oid roonj capacity signs, u,hen reqiiirrd, niust renlain Posted at all tinies.
7/
THE BUJILUNG HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH
PROVISIONS OF. THE EDMONDS BUILDING CODE AND WITH UNIFORM BUILDING CODES.
ADril 19 65
Isstied this 15th day of
By
CHIEF BUILDING OFFIC114XI W —T.- S 1-a augh
obscured and shall be main-..
arr.a and shall not be removed, mutilated or
This certif icate� shall be posted in a conspicuous public ccupancy requires a new certificate.
tained in legibli condition at all times. Any change of o
PERMIT
APPLICAT & WORK Application NO.
Building Department Permit Limit, One xiax
CITY OF, EDMONDS
accomp anv—ing-plans'.
APPLICATION is hereby made for a pern-dt to construct the following work, in accurdance with the
and,spec icati
17S
0. Stories ..........
....... .....
New/Addn. .......... ................... Ground Area ................................... N
.......................... Const. Type ........................................ Height .......... . ... . . .... .
,�6�br�it'ted ..................... ..........................................................
A
z . ........................ Tise Fire Zone ........
ON — Address ...... 49.�� ....
"See "Remarks"
...... Sewerage ....................................
ed_;�d Lot ................... Block ................... Add'n .............................. ............................................................
...................... Width ............................ Min. Bldg. Setbacks, Front and Rear ................................ Sides ........................ ... .
e.
...... . Phon
...................... Address...
............ ......
................ Ph6ne .................... . . . ....... . . . . . .
Address ..........................................................
I Address... ............. PhoneJd��
411
. .......... ....... ...... ...............
........... . .......
..........................................
... .......... Address.. ..................... .... Phone ..........
by ...................................................................... .....
1-P
.4
. .......... Phone ........ ................. .......
.......... Address ................................................... .. ..... .
ea�ting. by ................................................................................
Phone.................... .........
.......... Address ........................................................................
Elect. by ..... ....... . ....... . .........................................................
4 ... of
Secx ... 2.&._T2.7N ... R�aF -8!� V OL
3 . 7
ri�,� of .,�' 6ionds
"ZI R�marks --- cor_01AM-1/4 ... of.. -AN 14
e E
he B.th:-c'6nt- on same course for 46.781 to. westerly lin Of
for:. to*t� 1?0
e.-xester y:
... paved; ... th-S ... 3
d
df,said-:road to"an",intersection with the*NE r/w line of Edron s. to..,.
& I onstr_uC_tP_d.,.Ah..XW1y .. along ... &-curmed ... I ineL..tQ.-the�*..Ief:t..haiKi�ii..,a-.,�r�i�ii.
eAdter y,:.
t
--y 6.11"to a � point
.54 hence tangent to said curve N 620571 W for 22
bp
t x
oint-;of"--
5-vi
t1ir Jnp f .... to
_.of ai
the' k
e wor
Thb above' s -a' I agree to comply with.all applicable Codes and State Laws regulating
corTect statement and
....... Address ............................. .................. .. Date_...-
..............................
.-Signed: 'Owner/Agent)�
e approved plans.
PERMIT for the above' work is hereby approved, subject to the above conditions, and to compliance with,th
Building Department notations thereon.
and specifications and
PER31IT FEES
VALUATION
Bldg. $ ........................................
$ ........................................
Plbg. $ ........................................
Heat$ ........................................
APPROVED:
Date........ ........ ... .......................... Elect. $ .........................................
Others ... $ .... ......
BUILDING /DEPARTMENT
TOTAL FEE .............
NOTES: No work requiring Building D artment or City Engineer?s inspection shall be covered before Inapection and approval.
Twenty-four (24) hour notice requested. Contact the City Engineer prior to construction of all site utilities, such as
curbs, paving, driveways, sewer, water and street connections.
AM& CITY OF EDMONDS 1215 1h AVENUE NORTH e EDMONDS, WA 98020
iEw PHONE: 425.771.0220 FAX: 425.771.0221 0 WEB: www.edmondswa.go
'qW DEVELOPMENT SERVICES DEPARTMENT: PLANNING 9 BUILDING
,-�ocanned
August 1, 2014
Joe C. Adams
Chief Executive Officer, I't Security Bank
6920 220th St. SW, #202
Mountlake Terrace, WA 98043
RE: LANDSCAPE MAINTENANCE A BIOND #5150536750
Dear Surety,
The City of Edmonds accepted Maintenance Bond #5150536750, in the amount of $4,500.00,
from 1't Security Bank of Washington as assurance and guarantee that 1st Security Bank of
Washington (the "Principal") would adequately maintain Ian dscaping in connection with the
construction project at 620 Edmonds Way through March 5, 2014 (24 months after the
acceptance of the bond).
The Principal has failed to adequately maintain the landscaping through the specified time and
has not responded to. three inquiries about the site's landscaping deficiency on February 27,
April 8 and June 16, 2014. As noted in the referenced letters, portions of landscaping on the
site must be brought into compliance with approved plans in concert with the Edmonds
Community Development Code.
As a result, the City hereby demands the release of the full amount ($4,5 " 00.00) of bond number
5150536750 from 1s' Security Bank of Washington within 10 days from the date of this letter.
If you have any questions, please contact Mike Clugston at
michael.clugston@edmondswa.gov or at (425) 771-0220.
Sincerely,
S' ne e
Director, Development Services
Cc:v6uilding Permit File — BLD20110158
Mike Clugston, Planner
Rob Chave, Planning Manager
Drew Ness, Chief Operating Officer, 1st Security Bank
PLANNING DATA
-- Signs --
Name:
Date.
Site Address: �-o
VJ A
Plan Check BLD-2Of4-
0
Project Description:
k W01 S.
S
Reduced Site Plan Provided: NO)
I Zoning:
Comprehensive Plan Designation:
WJJ,±X,
I_ 00r.
Map Page:
Eorne:rLot: NO)
Flag Lot: (YES t6
ADB File # (or date waived): yLjJg () lq9 0
TOTAL Area 2!�r
Typpe o6f
Type of Sign
Allowed
in
Matrix
conditions
Allowed
area per
Unit
TOTAL sign
area
Proposed
zone?
met?
unit
allowed for
sign area
this sign
Example
Wall wlinternal
illumination
Yes, with
conditions
Yes
It.11ineal
ff atfached
41 It. attached
Wall
41 square feet
20 square ieet
Wal/
#
Sign 1
-2. er
Sign #2
k)4
I
"Aw'i
Sign #3
—Tpre.vious
TOTAL
5ign Area for Tenan4l5lte.
Max Permitted: L L�
Total:
Proposed Total: L-10,
5igfi Height
Sign Type: ft VW-J 0-IJ
Max Permitted:
ILI
Actual Height 3
Sign Type: wckw
Max Permitted:
I
Actual Height:
Sign Type:
Max Permitted:
Actual Height:
��n Ligh6n,7.
Sign Type: "S—
Proposed:
Allowed in 4-We: e-:5,
Sign Type:
Proposed:
Allowed in Z)oae: A-P- �
CT
PLANNING DATA EILE I
-- 5ign-5 --
-59
qn Color5
Proposed:
Acceptable?
Requires ADS Approval?
Sign, L oca tion
If freestanding and 3-feet or over (unless a fence) meets setbacks?
kov�.vV"tt-
qequirpd-,;�--ffiacks
Street: ...........................
�id
Side:
Rea r:
ActualSethJcksi.
Street:
Side:
Side:
Rear:
Lan�&
SIgns
Size:
Location:
Critical Areas Determination #: (_�kXN
Study Required
Waiver
Plan Review By:
PLANNING DATA 10
New Commercial I Multi -Family Projects
�FILE]
Name.
Site Address--
Date.- 311qlt(
Plan Check #: BLD - ?-Ott -O(Ex
Pro'ect Description: '(A/ 6aA 14
j Ale
Use(s) Proposed: f(POIAC(J i'-'4AA6'1
Allowed Use: & NO)
CUP File Number: PtN-�o Q-oo 60
To Allow What Uses:
Legal Nonconforming Land Use Determination Issued: (YES I
Reduced Site Plan Provided: (&- NO)
Zonina: 'Sp A -
Map Page-_----
Comp Plan Designation. P4,14 W11Ve(7�barh'o4 NuS
'MIA Alu-14e 6or�
eun.eyt0rTVT7S71TCTJ-
Flag Lot (YES /'(§P
AbB File Number (date waived).-
Lot Area: oVe—S
Plans Match ADB Approved: (YES I NO)6im-
Shoreline Required: (YES
Critical Areas Determination #-. OqZ -Jov 92-
.11 Study Required
W-Waiver
SEP'A etermination:
XExempt
El Needed (for sites with 500,cubic yards of grading or within 200 feet of Puget Sound or Lake
Pta
Ballinger. Requires: (1) Fee, (2) Environmental Checklist, and (3) APO List with n rized form)-
wl'&C? 96q uked.&�4pqqks
8t et: t� 1 1 _96e -
UvRt
Actual'Se'tha&ks
Street-
ts
Side:
Side,
1-57
Rear:
Lot Coverage/FAR Required:
Lot Coverage/FAR Provided:
Lot Coverage/FAR Calculations- fVA_
Building'ffei�lfit
Datum Point:
Datum Elevation: ID
Maximum Height: z y
Actual Height: Z Z- - 3 -7
Subdivision:
Lot Aggregation Required: 006-7 —AeedS Y� re6J fck
L�M74SO
Landscaping Matches ADB Approved:
Landscaping Bid Provided NO)
Bond Amount (100% Bid):;$
Plan Review By
1 0
tl�-Ooa (�-/o
300 /, C 17 �O
e-e_a teul
0 0
PLANNING DATA
New Commercial I Multi -Family Projects
P
A� �inifter�cial, �arking:AnalyF&
Business Name
Type/Use
Parking
Ratio
Tenant
Area
Required
Parking
J-
-z- c.) e,
-z � -7q
Total Parking Required. -
Total Parking Provided
# Bedrooms per Owelling Unit
Parking Ratio
Uni
�Required
Parking
Studio
1-21D.U-
1 Bedroom
1-51
2 Bedrooms
1-8/0.U.
3 + Bedrooms.,,__�
2.0/0.U_
Total Parking Required.
Total Parking Provided.
066r.
. -(I k
A/"*t- CAA S 3 7-rask
S +cv—
of. OW r 0
I J I P 9
-Z) C-lor e /�u 5
3�1.12-lq q7-79 /VJ6k"v Wcf,
AA V
ef -
t7 0 W /44 C CtI A t)Ae tz. �,_- J 7
(4f C C., <1 I"Jpc, t "4is 4 —
Vvt q � c�jr. f C L'V rk ? 4- &
Plan Review By:
-X) -1 .1
0
ADDRESS:
TAX ACCOUNTIPARCEL
BUILDING PERMIT (NEW STRUCTURE):
COVENANTS (RECORDED)
/?/2 lq2
CRITICAL AREAS: DETERMINATION: 0 Conditionat Waiver F] Study Required dwaiver
DISCRETIONARY PERMIT #'S: f I ") T-It Lo W-L-TQ I j I I , r/ 1--lof -/-/' I lt4 / -
DRAINAGE PLAN DATED:
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORDED
PLANNING DATA CHECKLIST DATED:
SCALED PLOT PLAN DATED:
SEWER LID FEE $: LID
SHORT PLAT FILE: LOT. BLOCK:
SIDE SEWER AS BUILT DATED:- /ojo-e*
SIDE SEWER PERMIT(S) #:
GEOTECH REPORT DATED:
STREET USE / ENCROACHMENT PERMIT #:
WATER METER TAP CARD DATED:
OTHER:-mw
�agd ark)blj"&�-
LATEMP\DS'rs\Forms\Street File Checklist.doc
V
LAN FILE NUMBER BUILDING
PERUTr
rm -
eRAO
NUMBER
-OF! BUSINESS)
i ADDRE138
620 Edmonds W
SET BACK REAR YARD
SIDE Y RD
�;,Ro,jq D tv JR.,
VAC SITE
TELEPHONE NUMB&R
us 0 MAP 14 ER
Wk. EA 4 -7414
- IV NO
z
ARLANCE NUMBER !
B DI LOT AREA v 2,
Inc.
GHT ALL BUMDING SET33ACKS
NOTE- LINES
TE&LEUrill; INUMBE.R
ged restaurant service ONLY. At no time
us"ed-ty-present or,
MV z.-o-
shall,said.,structiire.be I
d� -restc"Ir-CLILL With
fut=_ s.for ISO
car -side servic e. Operation shall'bd govdrnsi
rity, Code_�_�__�_.
JMDIUM,j) ` -
0 Of
rd
'by No. 5-19,050 LECK
Encroachment Permit -PvJU&TT. Numftpm
I.. Z
M: .-- I
Required
rON 1. —_
'IM
T LEPHONE NUMB�-
ME C AJL&NCE cHEC
to
;STATE LICENS NUMBER cifryf —LICENSE NUMBER
RE RKS
LO1r I BLOCK TRACT
-ion of the NE 1/4, SW 1/4,
All that PorL —
BY
SW 1/4-of Sec. 25, T27N, 9
TYPE CONNECTI1 N VERIFIED
Jying between 'the southerly margin of
� - 11,11 _ ,
-.Paradi e Lane; ani 'EE.,e no.rt er y margin
PERC. TEST
6`f.Sta�e secondary highway No. 1-W,
exce t.the west-15-.00 aet.
P
OF CONSTRUCTI 9TR 0TIMPMON FED
ZONE ON
1,,TYPE
0 YES .0 No
z
SPECIAL INSPJP&ffR REQUIRED OCCUPA14CY U.KVtJr
0 YES 0 NO
-PLAN CHECKED BY
_J
Q
_V70_RK TO BE �DONE
NO. or 82-OG PERIBLOG. TOTAL rat z
BUILDING
A/1
VALUATION
BUILDjj�G PERNUT
STORM
2 FEE
NEW DEMOLISH
ADD
.3
PLUMT.ING
I 'FEE
IPERMI
IrEAT & GAS LINE
PERMIT FEE
ALTER RESIDENTIAL
REPAIR NON-RESIDENTIAL
NUMBER OF
ELLI NG
lu)NVVITS
4
5
DEMbLITION
PERMIT FEE
-FROPOkFED USE 4 .64 6
Self-encloGed Restaurdrit
AMC,)UNT DUE
I hereby ackocwledge that I have read this applica4on; that the In-
formution given is correct; and that I am the owner, or the duly author-
ized agent of the Ovrtler, I agree to comPlY with city and state Lnws regu-
lating coax,,ruction: and In doing the wor), authorized thereby, no person
will be employed In violation of the Labor Code of the State of Washingtcki
relatinl� to , Workmiju-0 Compensation Insurance.
T�HIS PERMIT
AUTHORIZES
!ONLY THE
JIVORK NOTED
APPLICATION APPROVAL
This application is not a permit until
signed by the Director of Building Inspec-
tion, or his deputy; and fees are paid, and
receipt is acialowledged in space provided.
NOTE: PFRMIT LIMIT ONE YEAR
_91_G-.qATUW7(_0V" GENT) DATE SIGNED
CHECK & APP
INSPECTION
EPARTMENT
CITY OF
EDMONDS
PR C-1107
DIRECT
'9XIs GNAT RZ
DATE
7;31
—
I
_1�/'
. FILE
STREET FILE
& 9 0 - 19 9 -
City of Edmonds
Critical Areas Checklist
'Me Critical Areas Checklist contained on
thisforin-istobeffiledoutbyanyperson -
preparing a Development Permit
Application for the City of Edmonds prior
to his/her submittal of a development -permit
to the City.
7he purpose of the Checklist is to enable
City staff to deteamnewhether any potential
Critical Areas are or may be present on the
subject property. The information needed. to
complete the CheMist should be easily
available fi-orn observations of the site or
data available at City Hall (Critical Ar6as
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'4
the checklist, rn a pr==ry site visit, -
and malm a on of the subsequent
steps necessary to complete a development
permit application.
VVith a signed copy of this form, the
applicant should also submit a vicinity map
of the parcel with enough detail that City
staff can find and identify the subject
parcel(s). In addition, the applicant is
encouraged to include any other pertinent
information or studies in conjunction with
this Checklist to assist staff in completing
their preliminary assessment of the site.
I have completed the attached Critical Area Checklist and attest that the answers provided are
factual, to the. best of my knowledge (fill'out the appropriate column below).
Owner / Applicant:
Mel Steinke
Naxne
Owner
Title
620 Edmonds Way
Street Address
-Edmonds, WA 98020
City, State, ZIP Phone
Signature Date
Applicant Representative:
Hank Lewis
Name
Title
C/O The Hovde Company
PO Box 658
Street Address
Edmonds, WA 98020
City, State, ZIP Phone
Signature Date
0
Site Information
Project Name: Unnamed
Critical Areas Checklist
Permit Number. N/A
SiteLocation: 620 Edmonds Way_ Property Tax Account Number. Multiple Ps -see
as-builY —survey
Approximate Site Size (acres or square feet): 12 1, 0 0 0 s - f + - *7- 0-3 3 - 6 -7 —3 - C� 0
Have you filled out a Critical Areas Checklist for a project on this site before? No
General Site Conditions
1. Has the site been cleared or logged7
Soils'/ Topography
Date of most recent action: Unknown
c2z% <1
2. In the Snohomish County Soil Survey, what is the mapped soil type(s)? Unknown
3. Describe the general site topography. Check all that apply.
Yes
XXX Flat less than 5 feet elevation change over enti re site.
Rolling: slopes on site generally less than 15% (a vertical rise of 10 feet over a
horizontal distance of 66 feet.)
Hilly: slopes present on site of more than 15% and less than 30% ( a vertical rise
of 10 feet of horizontal distance.)
- Steep: grades of greater than 30% present on site.
Comments
Hydrology/Vegetation
4. Site contains areas of year-round standing water: No
5. Site contains areas of seasonal standing water. No --Approx. Depth:
6. Site is in the floodway No floodplain No of a water course.
7. Site contains a creek or an area where water flows across the grounds surface? No flows
are year-round? Flows are seasonal?
8. Site is primarily: forested meadow shrubs _;mixed XX
9. Obvious wetland is present on site: No
10. Wetland inventory or map indicates wetland present on site. No
11. Critical Areas inventory or map indicates any Critical Area on site: No
For -City Use Only
J
"W
CITY OF EDMONDS
le
Vzi, -
"VIC CE-NTE]Ft—WATER-SEWER DEPARTMENT
C Call PRospect 6-1107 when work
is ready for inspection. (No InsPee_
SIDE SEWER PERMIT tions Saturday, Sunday or . holidays.) N2 1178
ADDRESS ............ AZQ ... KOPPA4 ... WV ...............
OWNER ..... P4rY Queen .................................
.. ........................ .................................... ................... CONTRACTOR ...... Lee Wooley
.............
P6rmisslon Is granted ...... ft:t9bgr
_1Z ....... for ---------------------- days) to REPAIR or CONNECT a side sewer
With City Sewers in accordance with appUcation on file and governing ordinances.
T-TENTION IS CALLED TO THE FOLLOWING:
—kOTE No. I —The owners of the Property may obtain a Permit to construct sewer Inside Property line. A licensed Side Sewer Contractor must
be employed to construct side sewer In street area. Do not cover any portion of sewer before it has
5N' been Inspected.
No. 2--Obtain full Information regarding Ordinance 11-16-030 and Regulations governing side sewers when you get permit.
Nq,_.,No. 3—Top Of side sewer must have at least 30 Inches coverage at property line and 12 inches inside Property line; minimum grade of 2%.
No bends In grade sharper than % will be permitted .
)1E No. 4—Trenches in street must be water settled and surface of street restored to original condition. Contractors shall be responsible for
failure due to improper work which may develop within one year of completion.
"D No. 5--It is unlawful to alter or do any other work than Is provided for In the permit, or to do any work on the main sewer or its ap-
purtenances except to insert the Pipe into the wye.
a
al-
f �-; -
I hereby state that this report for the First Security Bank project has been prepared by me or
under my supervision and meets the standard of care and expertise which is usual and
customary in this community for professional engineers.
,r-/ I I I t t
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Table of Contents:
I
Construction Stormwater Pollution Prevention Elements .............................................. 1
Element 7.- Mark Clearing Limits .......................................................................... 1
Element 2- Establish Construction Access ............................................................ I
Element 3.- Control Flow Rates ............................................................................ 1
Element 4.- Install Sediment Controls ................................................................... 2
Element 51- Stabilize Soils ................................................................................... 2
Element 6.- Protect Slopes ................................................................................... 2
Element 7- Protect Drain Inlets ............................................................................ 3
Element 8.- Stabilize Channels and, Outlets .......................................................... 3
Element 9.- Control Pollutants .............................................................................. 3
Element 70.- Control De -Watering ...................................................................... 4
Element 7 7.- Ma i nta i n BMPs ............................................................................... 4
Element 72.- Manage the Project .......................................................................... 5
2.
Project Description ................................................................................................. 5
3.
Existing Site Conditions .......................................................................................... 6
4.
Adjacent Areas ...................................................................................................... 6
5.
Critical Areas ........................................................................................................ 6
6.
Soil ....................................................................................................................... 6
7.
Potential Erosion Problem Areas .............................................................................. 7
8.
Construction Phasing .............................................................................................. 7
9.
Construction Schedule ............................................................................................ 7
10.
Financial/Ownership Responsibilities ...................................................................... 8
11.
Engineering Calculations ........................................................................................ 8
12.
Certified Erosion Control Specialist .......................................................................... 8
AftchmentA Vicinity Map
Aftchment B Geotechnical Report
Aftchment C NRCS Soil Report
Affachment D Stormwater Pollution Prevention Plans (C1.01 and C1.1 1)
I
it
I
I
I
I
I
I
I
I
I
I
r]
I
I
I
I
CONSTRUCTION STORMWATER
POLLUTION PREVENTION PLAN REPORT
on
The following paragraphs describe how each of the Construction Stormwater
Pollution Prevention Plan (CSWPPP) elements has been addressed in this plan.
Element 7: Mark Clearing Limits
The clearing limits are shown on the drawings, which are included as Attachment D.
Prior to beginning land disturbing activities, including clearing and grading, the
clearing limits within the construction area will be marked. Any areas that are to be
protected or restricted from construction activities shall be identified with BMP C703:
High Visibility Plastic or Metal Fence. Siltation fence will be placed around the
perimeter of the site where stormwater has the potential to be released from the site
as indicated on the CSWPPP drawings.
Natural vegetation and native topsoil will be preserved to the maximum extent
possible (BMP C101: Preserving Natural Vegetation). If retained on -site, the native
topsoil will be stockpiled and protected from erosion.
Element 2- Establish Construction Access
A construction entrance (BMP C705: Stabilized Construction Entrance) will be
installed at the location indicated on the plans to provide access to the site. Only one
construction access point will be provided. The access will be stabilized with a pad of
quarry spalls or crushed stone. If the entrance mat becomes filled with dirt, it will be
refurbished by dislodging the riprap and reconstructing the pad. Alternatively, new
material will be added to the pad to provide storage for additional sediment.
Should sediment be tracked on to the street, it shall be cleaned thoroughly at the end
of each day, or more frequently during wet weather. Sediment will be removed by
shoveling or pickup sweeping to prevent it from entering waterways. Only after street
cleaning takes place in this manner, can street washing take place. Wastewater from
street washing shall be pumped back on -site or otherwise be prevented from
discharging into systems tributary to state surface waters.
Element 3: Control Flow Rates
Properties and waterways downstream will be protected from erosion due to
increases in runoff volume, velocity, and 'peak flow that are caused by construction
activities. This will be accomplished by installing silt fence (BMP C233: Silt Fence). Silt
fence will provide some runoff volume control, although its primary function is the
I
I
I
I
I
I
I
I
I
I
I
'I
I
settling of suspended pollutants. Silt fence will be constructed prior to clearing and
grading. It will be functional prior to construction of site improvements.
Element 4.- Install Sediment Controls
All stormwater runoff from disturbed areas will pass through a sediment removal BMP
prior to discharging off the site. The grading and TESC plans for this project specify
the use of various erosion/sediment control measures intended to trap sediment on
site. These measures include: siltation fence and inlet protection. Siltation fence (BMP
C233.- Silt Fence) will be installed on all downstream sides of the project site to
minimize the potential of sediment laden runoff leaving the site. Inlet Protection (8MP
C220.- Storm Drain Inlet Protection) will be installed in all existing (both on- and off -
site) and new storm drain inlets that have the potential to receive runoff from the
construction site.
Element 5.- Stabilize Soils
From October 1 through April 30, no soils will remain exposed and unworked for
more than 2 days. From May I to September 30, no soils will remain exposed and
unworked for more than 7 days. Soils will also be stabilized at the end of a shift
before a holiday or weekend if a storm event is forecasted. These aforementioned
conditions apply to all soils on site, whether at final grade or not.
Soil stabilization BMPs include, but are not limited to BMP C720.- Temporaly and
Permanent Seecling, BMP C724.- Soolding, BMP C727.- Mulching, BMP C723.- Plastic
Covering, BMP C726.- Polyaclylamide for Soil Erosion Protection, the early
application of gravel base on areas to be paved, and BMP C740.- Dust Control
When soil stockpiles are required, they must be stabilized from erosion and protected
with sediment trapping measures. When possible the stockpiles shall be located away
from storm drain inlets.
Element 6. Protect Slopes
The project site is gently sloped with slopes ranging from approximately 0 to 5
percent. It is not expected that any mulching, nets, blankets, or plastic covering will
be required to stabilize the on -site slopes.
In the unexpected case that on -site slopes require protection, they will be protected
with BMPC727.- Mulching, BMP C722.- Nets ancl Blankets, or BMP C723.- Plastic
Covering. Where possible, storm drainage will be collected at the top of slopes using
an interceptor dike and swale (bMP C20O.- Interceptor Dike ancl Swale) or silt dikes
(BMP C208.- Triangular Silt Dike) and will be routed downstream by means of a
2
I
piped system or controlled conveyance ditch with check dams (BMP C207- Check
Dams).
Off -site runoff currently does not run onto the site. It will continue to do so during
construction and during final stabilization.
Element 7- Protect Drain Inlets
All existing drain inlets, both on and off -site, that may receive runoff from the
construction site will be provided with inlet protection (8MP C220: Storm Drain Inlet
Protection) as shown on the CSWPPP plans. All new drain inlets will also have inlet
protection installed. Inlets will be inspected weekly at a minimum and daily during
storm events. Inlet protection devices should be cleaned or removed and replaced
when sediment has filled one-third of the available storage (unless a different
standard is specified by the product manufacturer).
Element & Stabilize Channels and Outlets
It is not expected that temporary channels or outlets will be required on the First
Security Bank site.
Element 9- Control Pollutants
Control of pollutants other than sediments is the responsibility of the construction
superintendent. At a minimum, he/she will provide a centralized area for the
storage, maintenance, and refueling of construction equipment (BMP C707-
Construction RoadlParking Area Stabilization) and for washing of concrete truck
drums (BMP C757: Concrete Handling). All runoff from the area shall be intercepted
by a trench around the low side of the area and detained until it can be removed by
a 'vactor' truck and properly disposed of in an approved. facility.
Maintenance and repair of heavy equipment and vehicles involving oil changes,
hydraulic system drain down, solvent and de -greasing cleaning operations, fuel tank
drain down and removal, and other activities that may result in discharge or spillage
of pollutants to the ground or into stormwater runoff must be conducted using spill
prevention measures, such as drip pans. Contaminated surfaces will be cleaned
immediately following any discharge or spill incident. The superintendent will be
expected to use his/her best judgment in addressing any and all conditions that are
potentially damaging to the environment. Emergency repairs may be performed on-
site.using temporary plastic placed beneath, and if raining, over the vehicle.
All pollutants, including waste materials and demolition debris that occur on -site
during construction will be handled and disposed of in a manner that does not cause
contamination of stormwater. Cover, containment, and protection from vandalism will
3
I
I
I
I
I
I
I
11
I
I
I
be provided for all chemicals, liquid products, petroleum products, and non -inert
wastes present on the site (BMP C753.- Material Deliver, Storage and Containmen4.
Any slurry or process water that is generated by sawcutting or other surface
operations will be prevented from entering the waters of the state (BMP C752.-
Sawcuffing ano(Surfacing Pollution Prevention)
Element 70. Control De -Watering
If the need for cle-watering is encountered, water from trench cle-watering shall be
discharged into a closed conveyance system prior to off -site discharge. Highly turbid
or otherwise contaminated clewatering water, such as that from construction
equipment operation will be handled separately from stormwater. Other site disposal
options may include: 1) infiltration, 2) transport off -site in a vehicle, such as vacuum
flush truck, for legal disposal in a manner that does not pollute state waters, 3)
Ecology -approved on -site chemical treatment or other suitable treatment technologies,
4) sanitary sewer discharge with local sewer district approval, if there is no other
option, or 5) use of sedimentation bag with outfall to a ditch or swale for small
volumes of localized cle-watering.
Element 7 7: Maintain BMPs
All temporary and permanent erosion and sediment control BMPs shall be maintained
and repaired as needed to assure -continued performance of their intended function.
All maintenance and repair will be conducted in accordance with standard
procedures for the BMPs.
Sediment control BMPs will be inspected weekly at the end of each work week, after a
runoff -producing storm event during the dry season, and daily during the wet season.
All temporary erosion and sediment control BMPs will be removed within 30 days
after final site stabilization is achieved or after the temporary BMPs are no longer
needed. Trapped sediment shall be removed or stabilized on site. Disturbed soil
areas resulting from removal of BMPs or vegetation will be permanently stabilized.
Sediment accumulation in excess of design limits will be removed from the facilities
upon identification of the condition and prior to a forecasted storm event. The
construction superintendent responsible for these actions will be responsible for
maintenance of the erosion and sediment control facilities. Grading will not occur on
the site until after the aforementioned BMPs have been installed. Only then, may site
grading commence.
4
ED
IM
Element 72- Manage the Project
The First Security Bank site is small and will not require phasing. Site clearing and
grading will be performed after the erosion and sediment control measures have
been constructed.
Trenches will be opened only immediately prior to installation of stormwater or utility
lines and the trenches will be backfilled immediately after any required testing or
inspections have taken place. Trenching spoils will be treated as other disturbed
earthwork: measures will be taken to cover or otherwise stabilize the material, as
required.
A Certified Erosion Control Lead (CECL), who can be on -site or on -call at all times,
has been identified by the contractor.
The First Security Bank project is envisioned as a new bank branch building and
parking lot. Once BMPs have been installed, the first phase of work will include the
demolition and removal of an existing bank branch building and associated parking
lot.
The First Security Bank site is approximately 0.59 acres in size and consists of parcels
tm' numbered 27032500307300, -7200, and -3500. Most of the site will be disturbed
during construction. In the proposed condition, the site will have approximately 0.34
acres of impervious cover and 0.25 acres of pervious cover. It is bounded by
MR Edmonds Way (State Route 104) to the south, Paradise Lane to the northeast, and
private property to the west.
The proposed storm drainage system will collect runoff and direct it to an infiltration
facility located centrally on the site. Water quality treatment will be provided by a
Contech Manhole StormFilter@ located at the north corner of the parking lot.
This First Security Bank site is located in Section 25 of Township 27 North and Range
3 East in Snohomish County, WA. Existing on -site stormwater runoff is conveyed off -
site by overland flow and an enclosed stormwater conveyance system. No stormwater
is conveyed onto the First Security Bank site.
The First Security Bank project will include the following site improvement elements:
5
am
SQ
F"
a. Clearing and grading approximately 0.5 acres of existing developed and
undeveloped area (including the removal of a commercial building,
parking area, sidewalks, vegetation, and utilities).
b. Construction of a First Security Bank branch facility.
c. Construction of new driveways, sidewalks, and a parking lot.
d. Construction of new utility services (including water, sanitary sewer, storm
drainage, natural gas, power, and communications).
The First Security Bank site is expected to have approximately 400 CY of earthwork.
A vicinity map of the site has been included in this CSWPPP as Attachment A.
3.
Currently, the First Security Bank site is gently sloped, with elevations ranging from
approximately 283 feet to 271 feet. This highest point is located at the southeast
corner of the site and the lowest point is located in the northwest corner.
The site consists of an existing bank building, asphalt parking area, and wooded and
landscaped areas. The entire site appears to gently drain towards the northwest
corner of the site. Runoff from the existing parking lot and building roof appears to
drain to a conveyance system located in Paradise Lane.
4.- A01*000ON �,,
As previously mentioned, the project site is bound by Edmonds Way (State Route
104) to the south, Paradise Lane to the north, and private property to the west.
Currently, stormwater from the existing building and parking area discharges off the
site by means of an underground conveyance pipe near the middle of the most
northeasterly property line. This conveyance pipe connects to a public stormwater
conveyance system in Paradise Lane. Stormwater runoff from the remainder of the
site (i.e. the wooded area located near the northwest corner of the site) either
infiltrates directly into the ground or sheet flows onto adjacent property to the west.
There are no critical areas on or within the vicinity of the First Security Bank site.
There are not any other notable drainage features or problems within the area.
According to the Natural Resources Conservation Service (NCRS) soil survey, the First
Security Bank site soils are classified as Everett gravelly sandy loam, 0 to 8 percent
6
L-0
Zj
slopes. The NCRS soil survey, including a soil map and soil descriptions, can be
found in Attachment C.
A description of the existing soils as encountered in the geotechnical investigation has
also been provided in the attached geotechnical report in section 4.0 SUBSURFACE
CONDITIONS. The report was created by Associated Earth Sciences, Inc. and is
dated July 27, 2010. Refer to Attachment B.
T No ftl &6�1' Probim � A4m
The erosion potential for the soils on the First Security Bank site is high. See section
70 EROSION HAZARDS AND MITIGATION5 in the attached geotechnical report
(Attachment B) for further information. These erosion hazard areas will be stabilized
by implementing BMPs listed in Section 1 of this SWPPP.
At�
M
The recommended construction sequence for each sector includes the following steps
in this order. However, some portions of the steps may be performed out of sequence
as conditions require.
Stake and flag clearing limits
2.
Install inlet protection and siltation fence
3.
Install stabilized construction entrance
4.
Clear to limits shown on plans
5.
Rough grade to the design contours shown on plans
6.
Install sanitary side sewer
7.
Install storm drainage system
8.
Install domestic water and natural gas service lines
9.
Install irrigation system
10.
Install electrical and communication systems
11.
Fine grade and pave site per plans
12.
Stabilize site with final landscaping and paving per plans
13.
Remove TESC measures after site is stabilized.
W
7
N
Enginwing CoIcOations
Engineering calculations are not required for the First Security Bank site.
12. COMmid"Ermion Cor*ol SpwWist
Once a contractor is selected for the construction of the First Security Bank project, a
Certified Erosion Control Lead (CECL) will be designated.
The Washington State Department of Ecology (DOE) can be reached at
425.649.7000.
L;;J
L"-
L::
I
I
I
I
I
I
I
I
I
11
I
I
I
I
I
I
I
Attachment A
Vicinity Map
I
I
I
%J I I L. L %J kan I I %J 1'4
PROJECT SHEET TITLE
FIRST SECURITY BANK VICINITY MAP
620 EDMONDS WAY
EDMONDS, WA 98020
T
N
2000 1000 0 2000
SCALE: 1"= 2000'
ARCHITECTUREBCPA REVISIONS DATE SHEET
ENGINEERING
LAND USE PLANNING 01.17.2011
INTERIOR D SIGN
GRAPHIC DESIGN 13CRA NO. FIGURE 1
BUILDING SCIENCES
2106 PACIFIC AVENUE, SUITE WO TAWW, WASHINGTON 9M02 2M.627.4M7 --w-
TAWNA. WASHINGTON SEATTLE, WASHINGTON AILEXANDRIA, VIRGINIA 1 0 COPMGHT 2011 - OCRA, INC. ALL RIGHTS RESERVED
I)nfp Pinitpd- Inn 17 9011 — 19-f)gnm F'ilpnnmp- lf)l.lQr,—Vr.MPrlwn Rv- i.inwKjqnw
I
I
I
I
I
h
I
I
I
I
I
d
I
Attachment B
Geotechnical Report
(A copy of the geotechnical report shall be kept on site at all times.)
I
I
I
I
I
I
I
I
I
I
I
I
I
Associated Eardi Sciences, Inc.
IN a] N
Cek6ra6n
'q ow 25 Vats ofgen#ce
July 27, 2010
Project No. KE100209A
BCRA
2106 Pacific Avenue, Suite 300
Tacoma, Washington 98402
Attention: Mr. Mat Bergman
Subject: Subsurface Exploration, Geologic Hazards, and
Preliminary Geotechnical Engineering Report
Proposed First Security Bank Branch Replacement
620 Edmonds Way
Edmonds, Washington
Dear Mr. Bergman:
We are. pleased. to present these copies of our preliminary report for the referenced project.
This report 'summarizes the results of our subsurface exploration, geologic hazards, and
geotechnical engineering studies, and offers preliminary recommendations for the design and
development of the proposed project. Our report is based on the project concept that was
current at the time it was written. We should be allowed to review the recommendations
presented in this report and modify them, if needed, if the project changes substantially from
what is described in this report. We recommend that we be allowed to review project plans,
when they have been developed, to confirm that our recommendations have been properly
interpreted and incorporated into the project documents.
We have enjoyed working with you on this study and are confident that the recommendations
presented in this report will aid in the successful completion of your project. If you should
have any questions regarding this report or if we can be of additional help to you., please do
not hesitate to call.
Sincerely,
ASSOCIATED EARTH SCIENCES, INC.
Kirkland, Washington
Kurt V. Merriman, P. E.
Principal Engineer
copy via e-mail: Mr. Mat Bergman, BCRA, MBergman@bcradesign.com
KDM/tb - KE100209A2 - Projecu\20100209WEMP
Kirkland Everett Tacoma
425-827-7701 425-259-0522 253-722-2992
www.aesLyeo.com
Geotechnical Engineering
Water Resources
Environmental Assessments and
Remediation
Sustainable Development Services
Geologic Assessments
Associated Earth Sciences, Inc.
Subsurface Exploration, Geologic Hazards, and
Preliminary Geotechnical Engineering Report
PROPOSED FIRST SECURITY BANK
BRANCAREPLACEMENT
Edmonds, Washington
Prepared for
BCRA
Project No. KE100209A
July 27, 2010
SUBSURFACE EXPLORATION, GEOLOGIC HAZARDS, AND
PRELIMINARY GEOTECHNICAL ENGINEERING REPORT
PROPOSED FIRST SECURITY BANK
BRANCH REPLACEMENT
Edmonds, Washington
Preparedfor:
BCRA
2106 Pacific Avenue, Suite 300
Tacoma, Washington 98402
Prepared by:
Associated Earth Sciences, Inc.
9115' Avenue, Suite 100
Kirkland, Washington 98033
425-827-7701
Fax: 425-827-5424
July 27, 2010
Project No. KE100209A
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geolechnical Engineering Report
E&nonds, Washington Pr*ct and Site Conditions,
I. PROJECT AND SITE CONDITIONS
1.0 INTRODUCTION
This report presents the results of our subsurface exploration, geologic hazards, and
preliminary geotechnical engineering studies for the proposed new bank branch. The site
location is presented in the "Vicinity Map," Figure 1. Approximate locations of the
exploration borings completed for this study are shown on the "Site and Exploration Plan,"
Figure 2. Logs of the subsurface exploration borings completed for this study and copies of
laboratory testing results are included in the Appendix.
1. 1 Purpose and Scope
The purpose of this study was to provide geotechnical engineering design recommendations to
be utilized in the preliminary design of the project. This study included a review of selected
available geologic literature, advancing two exploration borings, and performing geologic
studies to assess the type, thickness, distribution, and physical properties of the subsurface
sediments and shallow ground water. Laboratory testing included completion of one grain size
analysis, the results of which are included in the Appendix. Geotechnical engineering studies
were completed to establish recommendations for the type of suitable foundations and floors,
allowable foundation soil bearing pressure, anticipated foundation and floor settlement,
pavement recommendations, and drainage considerations. This report summarizes our
fieldwork and offers recommendations based on our present understanding of the project. We
recommend that we be allowed to review the recommendations presented in this report and
revise them, if needed, if the project changes substantially from the project description
included in this report.
1.2 Authorization
Authorization to proceed with. this study was granted by means of a signed copy of our scope
of work and cost proposal, dated June 30, 2009. This report has been prepared. for the
exclusive use of BCRA, First Security Bank, and their agents for specific application to this
project. Within the limitations of scope, schedule, and budget, our services have been
performed in accordance with generally accepted geotechnical engineering and engineering
geology practices in effect in this area at the time our report was prepared. No other warranty,
express or implied, is made.
July 2 7, 2010 ASSOCIATED EARTH SCIENCES, INC
BWGItb - KE100209A2 - Projects1201002091KEMP Page 1
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Report
Edmonds, Washington Project and Site Conditions.
2.0 PROJECT AND SITE DESCRIPTION
The project site is that of the existing First Security Bank branch at 620 Edmonds Way in
Edmonds, Washington. The site'is approximately 0.22 acre in overall area, and slopes
generally down to the northwest with overall vertical relief visually estimated at about 10 feet.
Site topography includes a relatively flat parking lot northwest of the existing building,
transitioning to a slope that descends approximately 5 feet to the north. The slope appears to
be the north edge of a fill pad constructed to create the existing parking lot. The site is
currently occupied by an existing bank branch, with surrounding paving and landscaping. The
existing building has a footprint area of roughly 1,500 square feet, and shows normal
degradation for its age of approximately 45 years. Based on a visual reconnaissance of the
building exterior, we did not observe indications of unusual foundation settlement, or
settlement of surrounding sidewalks or paving. Existing parking lot paving includes areas of
varying age that range from fair to good condition. The north portion of the site, north of the
existing parking lot, is undeveloped and wooded. We observed debris in this area including
concrete and asphalt rubble. Some of the rubble appeared to be incorporated into the existing
fill pad, and some appeared to have been dumped on the surface.
The project will include demolition of the existing building, and construction of a new bank
branch building. The new building will occupy a footprint of roughly 3,000 square feet, and
will be located northwest of the existing building. We anticipate that the new building will be
a lightly loaded, single -story, wood -frame structure. We anticipate that the building will be
constructed on a fill pad to raise it roughly 3 to 5 feet to street grade. We anticipate that the
existing parking lot paving will be retained, where applicable. Areas of new paving and
sidewalks are also expected.
3.0 SUBSURFACE EXPLORATION
Our subsurface exploration completed for this project included advancing two exploration
borings. The conclusions and recommendations presented in this report are based on the
explorations completed for this study. The locations and depths of the exploration were
completed within site and budget constraints.
3.1 Exploration Borings
The exploration borings were completed by advancing hollow -stem auger tools with a track -
mounted drill rig. During the drilling process, samples were obtained at generally 2.5- to
5-foot-depth intervals. The exploration borings were continuously observed and logged by a
July 27, 2010 A SSO CIA TED E,4 R TH SCIENCES, INC.
BWG11b - KE100209A2 - Projects1201002091KEMP Page 2
I
I
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Report
Eftonds, Washington Project and Site Conditions
representative from our firm. The exploration logs presented in the Appendix are based on the
field logs, drilling action, and inspection of the samples secured.
Disturbed but representative samples were obtained by using the Standard Penetration Test
(SPT) procedure in accordance with American Society for Testing and Materials
(ASTM):D 1586. This test and sampling method consists of driving a standard 2-inch,
outside -diameter, split -barrel sampler a distance of 18 inches into the soil with a 140-pound
hammer free -falling a distance of 30 inches. The number of blows for each 6-inch interval is
recorded, and the number of blows required to drive the sampler the final 12 inches is known
as the Standard Penetration Resistance ("N") or blow count. If a total of 50 is recorded within
one 6-inch interval, the blow count is recorded as the number of blow& for the corresponding
number of inches of penetration. The resistance, or N-value, provides a measure of the
relative density of granular soils or the relative consistency of cohesive soils; these values, are
plotted on the attached exploration boring logs.
The samples obtained from the split -barrel sampler were classified in the field and
representative portions placed in watertight containers. The samples were then transported to
our laboratory for further visual classification and laboratory testing, as necessary.
1 4.0 SUBSURFACE CONDITIONS
Subsurface conditions at the project site were inferred from the exploration borings
accomplished for this study, visual reconnaissance of the site, and review of selected applicable
geolo ic literature. Because of the nature of exploratory work below ground, extrapolation of
19
subsurface conditions beyond the field explorations is necessary. It should be noted that
differing subsurface conditions may sometimes be present due to the random nature of
deposition and the alteration of topography by past grading and/or filling. The nature and
extent of any variations beyond the field explorations may not become fully evident until
construction.
4. 1 Stratigraphy
Topsoil
We observed topsoil at each of the boring locations to depths of approximately 6 to 10 inches.
Existing topsoil is not suitable for use in structural fill applications, or to support new
structures.
I
July 27, 2010 ASSOCIATED EARTH SCIENCES, INC.
BWGltb - KE100209A2 - Projects120100209WENP Page 3
I
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Report
Edinonds, Washington Project and Site Conditions
Existing fill was encountered in exploration boring EB-1 to a depth of approximately 5 feet
below the existing ground surface. The existing fill was observed to contain some concrete
and asphalt rubble, and additional rubble was observed at the ground surface on the north part
of the site. Existing fill is not suitable for structural support without remedial preparation, as
described in this report. Excavated existing fill material is suitable for reuse in structural fill
applications if it is free of oversized rubble, excessive organic material and other deleterious
materials, and at a moisture condition that allows compaction to the specified level for the
intended use.
IRecessional Outwash
Medium dense sand was observed below the fill in exploration boring EB-1, and below the
topsoil in EB-2 and is interpreted to represent recessional outwash sediments. Recessional
outwash was deposited by melt water streams from a retreating glacier and is similar in
appearance to alluvial deposits. Recessional outwash is typically loose, but is suitable for
support of lightly to moderately loaded foundations and normal paving sections with proper
preparation. Recessional outwash at this site contained some silt and is expected to be
moderately moisture -sensitive when used in structural fill applications, but is suitable for reuse
if proper moisture conditions can be established by drying during favorable weather conditions.
IAdvance Outwash Sediments
Each of the exploration borings encountered dense sand with gravel interpreted as advance
outwash sediments. Advance outwash was deposited at the base of an advancing glacier, and
was subsequently compacted by the weight of the overlying glacial ice. Advance outwash is
suitable for support of foundations and structural fill with proper preparation. Excavated
advance outwash sediments are expected to be suitable for reuse in structural fill applications,
and are expected to be moisture -sensitive, though somewhat less moisture -sensitive than siltier
existing fill.
Published Geologic Map
The encountered subsurface sediments were consistent with the geology mapped in the site
area, as shown on Booth, D. B., Cox, B. F, Troost, K., G., and Shimel, S. A., 2004, Composite
geologic map of the Sno-King area: University of Washington, Seattle -Area Geologic Mapping
Project, scale 1:24,000. The referenced map indicates that the site is expected to be underlain
at shallow depth by adva nce outwash sediments.
July 2Z 2010 ASSOCIATED EARTH SCIENCES, INC.
BWGIlb - KE100209A2 - Projects1201002091KEMP Page 4
I
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Report
Edmonds, Washington Project and Site Conditions
4.2 Hydrology
Ground water was not observed in our exploration borings at the time of drilling. Ground
water levels should be expected to vary in response to changes in season, precipitation,
changes in on- and off -site land usage, and other factors.
4.3 Laboratory Testing
We completed one grain size distribution test for this project. Laboratory test results are
included in the Appendix.
July 27, 2010 ASSOCIATED EARTH SCIENCES, INC.
BWGItb - KE100209A2 - Projecis1201002091KEMP Page 5
I
I
I
I
I
11
I
I
I
I
I
I
I
I
I
I
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Report
Edinonds, Washington Geologic Hazards and Mitigations
H. GEOLOGIC HAZARDS AND MITIGATIONS
The following discussion of potential geologic hazards is based on the geologic, slope, and
ground and surface water conditions, as observed and discussed herein. The discussion will be
limited to slope stability, seismic, and erosion issues.
5.0 SLOPE HAZARDS AND MITIGATIONS
The site contains no significant slopes, and is not adjacent to significant slopes. No slope
stability analysis was completed for this study, and none is warranted, in our opinion.
6.0 SEISMIC HAZARDS AND MITIGATIONS
We did not observe subsurface conditions that are likely to be subject to critical areas
requirements related to seismic issues. The following discussion is intended to provide the
owner a background understanding of seismic hazards, and to provide seismic design
recommendations to the structural engineer.
Earthquakes occur regularly in the Puget Lowland. The majority of these events are small,
and are usually not felt by people. However, large earthquakes do occur, as evidenced by the
1949, 7.2-magnitude event; the 2001, 6.8-magnitude event; and the 1965, 6.5-magnitude
event. The 1949 earthquake appears to have been the largest in this region during recorded
history and was centered in the Olympia area. Evaluation of earthquake return rates indicates
that an earthquake of the magnitude between 5.5 and 6.0 is likely within a given
20-year period.
Generally, there are four types of potential geologic hazards associated with large seismic
events: 1) surficial ground rupture, 2) seismically induced landslides, 3) liquefaction, and
4) ground motion. The potential for each of these hazards to adversely impact the proposed
project is discussed below.
6.1 Surficial Ground Rupture
The nearest known fault zone to the project site is the South Whidbey Island -Lake Alice Fault.
The fault is not well locaUed in the project area, however current research suggests that the
project is a few miles southwest of the fault zone. Recent studies indicate that this is an active
fault zone capable of generating surface ruptures. Investigation and analysis of the fault zone
July 27, 2010 ASSOCIATED EARTH SCIENCES, INC
BWGIO - KE100209A2 - Projects1201002091KERP Page 6
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Repoli
Edmonds, Washington Geologic Hazards and Mitigations
is actively underway, and much is left to be. learned. According to USGS studies, the
recurrence interval of movements along this fault zone is unknown, but is speculated to be on
the order of 1,100 years. The risk of damage to the proposed structure from surface rupture
appears to be low based on the distance from known surface faulting and the long recurrence
interval on the closest surface fault system.
6.2 Seismically Induced Landslides
In our opinion, the risk of seismically induced landslides at this site is low due to the lack of
significant slopes.
6.3 Liquefaction
Liquefaction is a process through which unconsolidated, saturated soil loses strength as a result
of vibrations, such as those whic6 occur during a seismic event. During normal conditions,
the weight of the soil is supported by both grain -to -grain contacts and by the fluid pressure
within the pore spaces of the soil below the water table. Extreme vibratory shaking can disrupt
the grain -to -grain contact, increase the pore pressure, and result in a temporary decrease in soil
shear strength. The soil is said to be liquefied when nearly all of the weight of the soil is
supported by pore pressure alone. Liquefaction can result in deformation of the sediment and
settlement of overlying structures. Areas most susceptible to liquefaction include those areas
underlain by non -cohesive silt and sand with low relative densities, accompanied by a shallow
water table. The site does not appear to contain loose, saturated soils that would be susceptible
to liquefaction during a design level seismic event. No detailed liquefaction analysis was
completed as part of this study, and none is warranted in our opinion.
6.4 Ground Motion
Structural design of the building should follow the current applicable building code. The
applicable code at the time this report was written is the 2006 International Building Code
(113C). The site soils are consistent with 2006 IBC Site Class "C". The 2006 IBC seismic
design parameters for short period (Ss) and 1-second period (SI) spectral acceleration values
were determined by the latitude and longitude of the project site using the USGS software
utility Seismic Hazard Curves and Uniform Response Spectra. The USGS software
interpolated ground motions at the project site as follows for periods of 0.2 and 1.0 seconds,
respectively, with a 2 percent chance of exceedence in 50 years: Ss = 1. 199, Si = 0.42.
July 2 7, 2010 ASSOCIATED EARTH SCIENCES, INC.
BWGltb-KE100209A2-Projectsl2OlOO2O9iKEIWP Page 7
I
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Report
Edmonds, Washinglon Geologic Hazards and Mitigations
7.0 EROSION HAZARDS AND MITIGATIONS
As of October 1, 2008, the Washington State Department of Ecology (Ecology) Construction
Storm Water General Permit (also known as the National Pollutant Discharge Elimination
System [NPDES] permit) requires weekly Temporary Erosion and Sedimentation Control
(TESC) inspections and turbidity monitoring for all sites I or more acres in size that discharge
storm water to surface waters of the state. Because we anticipate that the proposed project will
require disturbance of less than I acre, we anticipate that these inspection and reporting
requirements will not be triggered. The following recommendations are related to general
erosion potential and mitigation.
The erosion potential of the site soils is high. The most effective erosion control measure is
the maintenance of adequate ground cover. Maintaining cover measures atop disturbed ground
provides the greatest reduction to the potential generation of turbid runoff and sediment
transport. During the local wet season (October V through March 31"), exposed soil should
not remain uncovered for more than 2 days unless it is actively being worked. Ground -cover
measures can include erosion control matting, plastic sheeting, straw mulch, crushed rock or
recycled concrete, or mature hydroseed.
To mitigate the erosion hazards and potential for off -site sediment transport, we recommend
the following:
I . The winter performance of a site is dependent on a well -conceived plan for control of
site erosion and storm water runoff. It is easier to prevent suspension of silt than to
remove it from construction storm water. The owner and the design team should
include adequate ground -cover measures, access roads, and staging areas in the project
bid to give the selected contractor a workable site. The selected contractor needs to be
prepared to implement and maintain the required measures to reduce the amount of
exposed ground. A site maintenance plan should be in place in the event storm water
turbidity measurements are greater than the Ecology standards.
2. All TESC measures for a given area to be graded or otherwise worked should be
installed prior to any activity within that area. The recommended sequence of
construction within a given area would be to install sediment traps and/or ponds and
establish perimeter flow control prior to starting mass grading.
I
I
July 27, 2010 ASSOCIATED EARTH SCIENCES, INC.
BWGItb - KE100209A2 - ProjectsI201002091KENP Page 8
I
I
I
I
I
11
I
I
I
I
I
I
I
I
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Report
E&nonds, Washington GeoloRic Hazards and Mitigations
3. During the wetter months of the year, or when large storm events are predicted during
the surnmer months, each work area should be stabilized so that if showers occur, the
work area can receive the rainfall without excessive erosion or sediment transport. The
required measures for an area to be "buttoned -up" will depend on the time of year and
the duration the area will be left un-worked. During the winter months, areas that are
to be left un-worked for more than 2 days should be mulched or covered with plastic.
During the surnmer months, stabilization will usually consist of seal -rolling the
subgrade. Such measures will aid in the contractor's ability to get back into a work
area after a. storm event. The stabilization process also includes establishing temporary
storm water conveyance channels through work areas to route runoff to the approved
treatment facilities.
4. All disturbed areas should be revegetated as soon as possible. If it is outside of the
growing season, the disturbed areas should be covered with mulch, as recommended in
the erosion control plan. Straw mulch provides the most cost-effective cover measure
and can be made wind -resistant with the application of a tackifier after it is placed.
5. Surface runoff and discharge should be controlled during and following development.
Uncontrolled discharge may promote erosion and sediment transport. Under
no circumstances should concentrated discharges be allowed to flow over significant
slopes.
6. Soils that are to be reused around the site should be stored in such a manner as to
reduce erosion from the stockpile. Protective measures may include, but are not
limited to, covering with plastic sheeting, the use of low stockpiles in flat areas, or the
use of straw bales/silt fences around pile perimeters. During the period between
October 1" and March 3 1", these measures are required.
7. On -site erosion control inspections and turbidity monitoring should be performed in
accordance with Ecology requirements. Weekly and monthly reporting to Ecology
should be performed on a regularly scheduled basis, if required. TESC monitoring
should be part of the weekly construction team meetings. Temporary and permanent
erosion control and drainage measures should be adjusted and maintained, as necessary,
at the time of construction.
It is our opinion that with the proper implementation of the TESC plans and by field -adjusting
appropriate mitigation elements (best management practices) during construction, as
recommended by the erosion control inspector, the potential adverse impacts from erosion
hazards on the project may be mitigated.
July 2Z 2010 ASSOCIATED EARTH SCIENCES, INC.
BWGltb - KE100209A2 - Projects1201002091KEMP Page 9
I
I
I
I
I
I
I
I
I
I
Subsurface Exploration, Geologic Hazards, mid
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Report
E&nonds, Washington Preliminary Design Recommendations
III. PRELIMINARY DESIGN RECOMMENDATIONS
8.0 INTRODUCTION
The site is underlain by existing fill, recessional outwash, and advance outwash sediments.
These materials Warrant remedial preparation below foundations, floor slabs, walkways,
paving, and similar structures. Remedial preparation recommendations are included in the
following sections of this report.
9.0 SITE PREPARATION
Erosion and surface water control should be established around the clearing limits to satisfy
local requirements. Existing buildings, foundations, floor slabs, paving, buried utilities,
vegetation, topsoil, and any other deleterious materials should be removed where they are
located below planned construction areas. All disturbed soils resulting from demolition
activities should be removed to expose underlying, undisturbed native sediments and replaced
with structural fill, as needed. All excavations below final grade made for demolition activities
should be backfilled, as needed, with structural fill.
Once demolition has been completed, existing fill should be addressed. We recom ' mend that
existing fill be removed from below the planned building footprint, and any other foundation
areas. Recessional outwash, which was observed below the existing fill at EB-1 and below the
topsoil at EB-2, should be moisture conditioned and compacted to 95% of the modified Proctor
maximum dry density. If it is necessary to raise grades in structural areas, structural fill may
be placed above properly prepared subgrades. Structural fill recommendations are presented
later in this report. The excavated existing fill material appears to be suitable for reuse in
structural fill applications if all concrete and asphalt rubble larger than 4 inches in diameter is
removed and the material is at a moisture condition that allows compaction to the specified
level for its intended purpose.
Below areas of planned sidewalks and paving, it would be possible to leave existing fill in
place with some remedial preparation. We recommend that paving areas be stripped of
existing topsoil, and proof -rolled and compacted as described later in this report for
preparation of paving subgrades. If the resulting surface is firm and unyielding and compacted
to 95 percent or more of the modified Proctor maximum dry density, no further preparation is
required. If the subgrade is wet or yielding, we recommend that a portion of the existing fill
be removed and replaced with material that is capable of being compacted under field
conditions that are present at the time the work is completed. Decisions on appropriate
July 2Z 2010 ASSOCIATED EARM SCIENCES, INC
BWGItb - KE100209A2 - Projects1201002091KEMP Page 10
I
I
Subsurfpce Exploration, Geologic Hazards, and
Proposed First Security Batik Branch Replacement Preliminary Geotechnical Engineering Report
Edmonds, Washington Preliminary Design Recommendations
preparation procedures should be made in the field at the time of construction when site, soil,
and weather conditions are known. A typical scenario might include replacement of the upper
2 feet of existing fill with new structural fill in any areas where soft or yielding subgrade soils
are present. During wet site or weather conditions, select fill may be needed for this
application. It should be noted that leaving existing fill in place below planned paving carries
some risks of future settlement. Such risks are offset by a substantial savings in initial
construction costs. We are available to answer questions regarding cost savings and risks
associated with leaving the existing fill in place below planned paving.
9.1 Construction Site Drainage and Surface Water Control'
The site should be graded to prevent water from ponding in construction areas and/or flowing
into excavations. Exposed grades should be crowned, sloped, and smooth -drum rolled at the
end of each day to facilitate drainage. Accumulated water must be removed from subgrades
and work areas immediately prior to performing further work in the area. Equipment access
may be limited, and the amount of soil rendered unfit for use as structural fill may be greatly
increased if drainage efforts are not accomplished in a timely sequence. If an effective
drainage system is not utilized, project delays and increased costs could be incurred due to the
greater quantities of wet and unsuitable fill, or poor access and unstable conditions.
We anticipate that perched ground water could be encountered in excavations completed during
construction. We do not anticipate the need for extensive dewatering in advance of
excavations. The contractor should be prepared to intercept any ground water seepage entering
I the excavations and route it to a suitable discharge location.
Final exterior grades should promote free and positive drainage away from the building at all
times. Water must not be allowed to pond or collect adjacent to foundations or within the
immediate building area. We recommend that a gradient of at least 3 percent for a minimum
distance of 10 feet from the building perimeters be provided, except in paved locations. In
paved locations, a minimum gradient of 1 percent should be provided, unless provisions are
included for collection and disposal of surface water adjacent to the structure.
9.2 Subgrade Protection
The native soils are expected to provide a suitable construction working surface except in areas
of concentrated wheeled traffic. If stripped areas are to be subjected to wheeled traffic,
particularly during wet site and/or weather conditions, a working surface of Quarry Spalls
(WSDOT 9-13.6) or recycled concrete of similar gradation should be used, as needed, with a
minimum thickness of 12 inches.
July 27, 2010 ASSOCIATED EARTH SCIENCES, INC.
BWGltb - KE100209A2 - Pmjecrs1201002091KE1WP Page 11
I
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Report
Edmonds, Washington Preliminary Des�gn Recommendations
9.3 Proof -Rolling and Subgrade Compactio
Following the recommended demolition, site stripping, planned excavation, and overexcavation
of existing fill, the stripped subgrade of paving areas should be proof -rolled with heavy,
rubber -tired construction equipment, such as a fully loaded, tandem -axle dump truck. Proof -
rolling should be performed prior to structural fill placement or foundation excavation. The
proof -roll should be monitored by the geotechnical engineer so that any soft or yielding
subgrade soils or areas of remaining existing fill can be identified. Any soft/loose, yielding
soils should be removed to a stable subgrade as described in the "Site Preparation" section of
this report. The subgrade should then be scarified, adjusted in moisture content, and
recompacted to the required density. Proof -rolling should only be attempted if soil moisture
contents are at or near optimum moisture content. Proof -rolling of wet subgrades could result
in further degradation. Low areas and excavations may then be raised to the planned finished
grade with compacted structural fill. Subgrade preparation and selection, placement, and
compaction of structural fill should be performed under engineering -controlled conditions in
accordance with the project specifications.
9.4 Overexcavation/Stabilization
Construction during extended wet weather periods could create the need to overexcavate
exposed soils if they become disturbed and cannot be recompacted due to elevated moisture
content and/or weather conditions. Even during dry weather periods, soft/wet soils, which
may need to be overexcavated, may be encountered in some portions of the site. If
overexcavation is necessary, it should be confirmed through continuous observation and testing
by Associated Earth Sciences, Inc. (AESI). Soils that have become unstable may require
remedial measures in the form of one or more of the following:
1. Drying and recompaction. Selective drying may be accomplished by scarifying or
windrowing surficial material during extended periods of dry and warm weather.
2. Removal of affected soils to expose a suitable bearing subgrade and replacement with
compacted structural fill.
3. Mechanical stabilization with a coarse -crushed aggregate compacted into the subgrade,
I possibly in conjunction with a geotextile.
1 4. Soil/cement admixture stabilization.
I
July 27, 2010 ASSOCIATED EARTH SCIENCES, INC
BWGItb - KE100209A2 - Projects1201002091KEMP Page 12
Subsuiface &ploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Georechnical Engineering Report
Edmonds, Washington Preliminary Design Recommendations
9.5 Wet Weather Conditions
If construction proceeds during an extended wet weather construction period and the moisture -
sensitive site soils become wet, they will become unstable. Therefore, the bids for site grading
operations should be based upon the time of year that construction will proceed. It is expected
that in wet conditions, additional soils may need to be removed and/or other stabilization
methods used, such as a coarse crushed rock working mat to develop a stable condition if silty
subgrade soils are disturbed in the presence of excess moisture. The severity of construction
disturbance will be dependent, in part, on the precautions that are taken by the contractor to
protect the moisture- and disturbance -sensitive site soils. If overexcavation is necessary, it
should be confirmed through continuous observation and testing by a representative of our firm.
9.6 Temporary and Permanent Cut Slopes
In our opinion, stable construction slopes should be the responsibility of the contractor and
should be determined during construction. For estimating purposes, however, we anticipate
that temporary, unsupported cut slopes in the existing fill and recessional outwash sediments
above the ground water level can be made at a maximum slope of 1.5H: IV
(Horizontal: Vertical) or flatter. As is typical with earthwork operations, some sloughing and
raveling may occur, and cut slopes may have to be adjusted in the field. If ground water
seepage is encountered in cut slopes, or if surface water is not routed away from temporary cut
slope faces, flatter slopes will be required. In addition, WISHA/OSHA regulations should be
followed at all times. Permanent cut and structural fill slopes that are not intended to be
exposed to surface water should be designed at inclinations of 2H: IV or flatter. All permanent
cut or fill slopes should be compacted to at least 95 percent of the modified Proctor maximum
dry density, as determined by ASTM:D 1557, and the slopes should be protected from erosion
by sheet plastic until vegetation cover can be established during favorable weather.
1 9.7 Frozen Subgrades
If earthwork takes place during freezing conditions, all exposed subgrades should be allowed to
thaw and then be recompacted prior to placing subsequent lifts of structural fill or foundation
components. Alternatively, the frozen material could be stripped from the subgrade to reveal
unfrozen soil prior to placing subsequent lifts of fill or foundation components. The frozen
soil should not be reused as structural fill until allowed to thaw and adjusted to the proper
moisture content, which may not be possible during winter months.
I
I
July 27, 2010 ASSOCIATED EARTH SCIENCES, INC
I BWGItb - KE100209A2 - Projecls1201002091KERP Page 13
I
I
I
I
I
I
11
I
I
I
I
I
I
I
I
I
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Report
Edmonds, Washington Preliminary Design Recommendations
10.0 STRUCTURAL FILL
All references to structural fill in this report refer to subgrade preparation, fill type and
placement, and compaction of materials, as discussed in this section. If a percentage of
compaction is specified under another section of this report, the value given in that section
should be used.
After stripping, planned excavation, and any required overexcavation have been performed to
the satisfaction of the ge'otechnical engineer, the upper 12 inches of exposed ground in areas to
receive fill should be recompacted to 90 percent of the modified Proctor maximum density
using ASTM:D 1557 as the standard. If the subgrade contains silty soils and too much
moisture, adequate recompaction may be difficult or impossible to obtain, and should probably
not be attempted. In lieu of recompaction, the area to receive fill should be blanketed with
washed rock or quarry spalls to act as a capillary break between the new fill and the wet
subgrade. Where the exposed ground remains soft and further overexcavation is impractical,
placement of an engineering stabilization fabric may be necessary to prevent contamination of
the free -draining layer by silt migration from below.
After recompaction of the exposed ground is tested and approved, or a free -draining rock
course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as
non -organic soil, acceptable to the geotechnical engineer, placed in maximum 8-inch loose
lifts, with each lift being compacted to 95 percent of the modified Proctor maximum density
using ASTM:D 1557 as the standard. In the case of roadway and utility trench filling, the
backfill should be placed and compacted in accordance with current City of Edmonds codes
and standards. The top of the compacted fill should extend horizontally outward a minimum
distance of 3 feet beyond the locations of foundations and roadway edges before sloping down
at an angle of 2H: IV.
The contractor should note that any proposed fill soils must be evaluated by AESI prior to their
use in fills. This would require that we have a sample of the material 72 hours in advance to
perform a Proctor test and determine its field compaction standard. Soils in which the amount
of fine-grained material (smaller than the No. 200 sieve) is greater than approximately
5 percent (measured on the minus No. 4 sieve size) should be considered moisture -sensitive.
Use of moisture -sensitive soil in structural fills should be limited to favorable dry weather
conditions. The native and existing fill soils present on -site contained significant amounts of
silt and are considered moderately moisture -sensitive. These on -site soils are expected to be
suitable for reuse in structural fill applications during dry site and weather conditions when
moisture conditions can be controlled by aeration and drying, as needed, and providing that
concrete and asphalt rubble larger than 4 inches in diameter is removed from excavated
existing fill. If fill is placed during wet weather or if proper compaction cannot be obtained, a
July 27, 2010 A SSO CIA TED FAR TH SCIENCES, INC
BWG11b - KE100209A2 - Projects1201002091KEMP Page 14
I
I
I
I
11
I
I
I
I
I
I
I
I
I
I
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geolechnical Engineering Report
Edmonds, Washington Preliminary Design Recommendations
select import material consisting of a clean, free -draining gravel and/or sand should be used.
Free -draining fill consists of non -organic soil with the amount of fine-grained material limited
to 5 percent by weight when measured on'the minus No. 4 sieve fraction with at least
25 percent retained on the No. 4 sieve.
A representative from our firm should inspect the stripped subgrade and be present during
placement of structural fill to observe the work and perform a representative number of
in -place density tests. In this way, the adequacy of the earthwork may be evaluated as filling
progresses, and any problem areas may be corrected at that time. It is important to understand
that taking random compaction tests on a part-time basis will not assure uniformity or
acceptable performance of a fill. As such, we are available to aid the owner in developing a
suitable monitoring and testing program.
11.0 FOUNDATIONS
Spread footings may be used for building support when founded directly on undisturbed
recessional outwash sediments, advance outwash sediments, or on structural fill placed above
suitable native deposits, as previously discussed. We recommend that an allowable bearing
pressure of 3,000 pounds per square foot (psf) be used for design purposes, including both
dead and live loads. An increase of one-third may be used for short-term wind or seismic
loading. If higher foundation soil bearing pressures are needed, we should be allowed to offer
situation -specific recommendations.
Perimeter footings should be buried at least 18 inches into the surrounding soil for frost
protection. However, all footings must penetrate to the prescribed bearing' stratum, and no
footing should be founded in or above organic or loose soils. All footings should have a
minimum width of 18 inches.
It should be noted that the area bound by lines extending downward at IH: IV from any footing
must not intersect another footing or intersect a filled area that has not been compacted to at
least 95 percent of ASTM:D 1557. In addition, a 1.5H:IV line extending down from any
footing must not daylight because sloughing or raveling may eventually undermine the footing.
Thus, footings should not be placed near the edge of steps or cuts in the bearing soils.
Anticipated settlement of footings founded as described above should be on the order of 3/4 inch
or less. However, disturbed soil not removed from footing excavations prior to footing
placement could result in increased settlements. All footing areas should be inspected by AESI
prior to placing- concrete to verify that the design bearing capacity of the soils has been attained
and that construction conforms to the recommendations contained in this report. Such
uly 27, 2010 ASSOCIATED EARTH SCIENCES, INC,
BWG11b - KE100209A2 - Projects 1201002091KEI WP Page 15
I
11
I
I
I
I
I
I
I
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Batik Branch Replacement Preliminary Geotechnical Engineerhig Report
Edmonds, Washington Preliminary Design Recommendations
inspections may be required by the governing municipality. Perimeter footing drains should be
provided, as discussed under the "Drainage Considerations" section of this report.
11. 1 Drainage Considerations
Foundations should be provided with foundation drains. Drains should consist of rigid,
perforated, polyvinyl chloride (PVC) pipe surrounded by washed pea gravel. The drains
should be constructed with sufficient gradient to allow gravity discharge away from the
proposed building. Roof and surface runoff should not discharge into the footing drain 'System,
but should be handled by a separate, rigid, tightline drain. In planning, exterior grades
adjacent to walls should be sloped downward away from the proposed structure to achieve
surface drainage.
12.0 FLOOR SUPPORT
Floor slabs should be underlain by recessional outwash, advance outwash, or structural fill as
described in the site preparation section of this report. Floor slabs should be cast atop a
minimum of 4 inches of clean, washed, crushed rock or pea gravel to act as a capillary break.
Areas of subgrade that are disturbed (loosened) during construction should be compacted to a
non -yielding condition prior to placement of capillary break material. Floor slabs should also
be protected from dampness by an impervious moisture barrier at least 10 mils thick. The
moisture barrier should be placed between the capillary break material and the concrete slab.
1 13.0 FOUNDATION WALLS
All backfill behind foundation walls or around foundation units should be placed as per our
recommendations for structural fill and as described in this section of the report. Horizontally
backfilled walls, which are free to yield laterally at least 0. 1 percent of their height, may be
designed using an equivalent fluid equal to 35 pounds per cubic foot (pcf). Fully restrained,
horizontally backfilled, rigid walls that cannot yield should be designed for an equivalent fluid
of 50 pcf. Walls with sloping backfill up to a maximum gradient of 211: 1V should be designed
using an equivalent fluid of 55 pcf for yielding conditions or 75 pcf for fully restrained
conditions. If parking areas are adjacent to walls, a surcharge equivalent to 2 feet of soil
should be added to the wall height in determining lateral design forces.
As required by the 2006 IBC, retaining wall design should include a seismic surcharge
pressure in addition to the equivalent fluid pressures presented above. Considering the site
soils and the recommended wall backfill materials, we recommend a seismic surcharge
July 27, 2010 ASSOCL4 TED EARTH SCIENCES, INC.
BWGlib - KE100209A2 - Pivjeas12O1OO2O91KMWP Page 16
I
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Report
Edmonds, Washington Preliminary Design Recommendations
pressure of 514 and 10H psf, where H is the wall height in feet for the "active" and "at -rest"
loading conditions, respectively. The seismic surcharge should be modeled as a rectangular
Idistribution with the resultant applied at the midpoint of the walls.
The lateral pressures presented above are based on the conditions of a uniform backfill
consisting of excavated on -site soils, or imported structural fill compacted to 90 percent of
ASTM:D 1557. A higher degree of compaction is not recommended, as this will increase the
pressure acting on the walls. A lower compaction may result in settlement of the slab -on -grade
or other structures supported above the walls. Thus, the compaction level is critical and must
be tested by our firm during placement. Surcharges from adjacent footings or heavy
construction equipment must be added to the above values. Perimeter footing drains should be
provided for all retaining walls, as discussed under the "Drainage Considerations" section of
this report.
It is imperative that proper drainage be provided so that hydrostatic pressures do not develop
against the walls. This would involve installation of a minimum 1-foot-wide blanket drain to
within 1 foot of finish grade for the full wall height using imported, washed gravel against
the walls. The blanket drain should be continuous with and freely communicate with the
footing drain.
13.1 Passive Resistance and Friction Factors
Lateral loads can be resisted by friction between the foundation and the natural soils or
supporting structural fill soils, and by passive earth pressure acting on the buried portions of
the foundations. The foundations must be backfilled with structural fill and compacted to at
least 95 percent of the maximum dry density to achieve the passive resistance provided below.
We recommend the following allowable design parameters:
* Passive equivalent fluid = 250 pcf
e Coefficient of friction = 0.30
14.0 PAVEMENT RECOMMENDATIONS
On -site pavement areas should be prepared in accordance with the "Site Preparation" section
of this report. If the stripped native soil or existing fill pavement subgrade can be compacted
to 95 percent of ASTM:D 1557 and is firm and unyielding, no additional overexcavation is
required. Soft or yielding areas should be overexcavated to provide a suitable subgrade and
backfilled with structural fill.
July 27, 2010 ASSOCIATED EARTH SCIENCES, INC.
BWGltb - KE100209A2 - Projects 120100209WEI WP Page 17
I
F1
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Report
Edinonds, Washington Preliminary Design Recommendations
The pavement sections included in this report section are for driveway and parking areas on -
site, and are not applicable to right-of-way improvements. At this time, we are not aware of
any planned right-of-way improvements; however, if any new paving of public streets is
required, we should be allowed to offer situation -specific recommendations.
The exposed ground should be recompacted to 95 percent of ASTM:D 1557. If required,
structural.fill may then be placed to achieve desired subbase grades. Upon completion of the
recompaction and structural fill, a pavement section consisting of 21/2 inches of asphaltic
concrete pavement (ACP) underlain by 4 inches of I 1/4-inch crushed surfacing base course is
the recommended minimum in areas of planned passenger car driving and parking. In heavy
traffic areas, a minimum pavement section consisting of 3 inches of ACP underlain by 2 inches
of '/8-inch crushed surfacing top course and 4 inches of I 1/4-inch crushed surfacing base course
is recommended. The crushed rock courses must be compacted to 95 percent of the maximum
density, as determined by ASTM:D 1557. All paving materials should meet gradation criteria
contained in the current Washington State Department of Transportation (WSDOT) Standard
Specifications.
Depending on construction staging and desired performance, the crushed base course material
may be substituted with asphalt treated base (ATB) beneath the final asphalt surfacing. The
substitution of ATB should be as follows: 4 inches of crushed rock can be substituted with
3 inches of ATB, and 6 inches of crushed rock may be substituted with 4 inches of ATB. ATB
should be placed over a native or structural fill subgrade compacted to a minimum of
95 percent relative density, and a 11/2- to 2-inch thickness of crushed rock to act as a working
surface. If ATB is used for construction access and staging areas, some rutting and
disturbance of the ATB surface should be expected. The general contractor should remove
affected areas and replace them with properly compacted ATB prior to final surfacing.
1 15.0 PROJECT DESIGN AND CONSTRUCTION MONITORING
I
I
I
I
Our report is based on the project concept that was current at the time it was written. We
recommend that AESI perform a geotechnical review of the plans prior to final design
completion.
We are also available to provide geotechnical engineering and monitoring services during
construction. The integrity of the foundation system depends on proper site preparation and
construction procedures. In addition, engineering decisions may have to be made in the field
in the event that variations in subsurface conditions become apparent. Construction monitoring
services are not part of our currently approved scope of work.
July 27, 2010 ASSOCIATED EARTH SCIENCES, INC.
BWGltb - KE100209A2 - Projects 1201002091KEI WP Page 18
F
I
I
I
I
I
I
I
I
I
I
I
I
I
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Report
Edmonds, Washington Preliminary Design Recommendations
We have enjoyed working with you on this study and are confident that these recommendations
will aid in the successful completion of your project. If you should have any questions or
require further assistance, please do not hesitate to call.
Sincerely,
ASSOCIATED EARTH SCIENCES, INC.
Kirkland, Washington
Ag'e�'-L�
Br1rce W. Guenzler, L.E.G.
Project Geologist
Attachments: Figure 1: Vicinity Map
Figure 2: Site and Exploration Plan
Appendix: Exploration Logs
Laboratory Testing Results
M ?�
WASly,',
0
.9 "351.80
bONAL
Kurt D. Merriman, P.E.
Principal Engineer
Ze
July'27, 2010 ASSOCIATED EARTH SCIENCES, INC
BWGltb - KE100209A2 - Projects1201002091KEW Page 19
I
I
I
I
I
I
I
I
11
I
I
I
I
I
1,177 oe_l
5?
6 9A Li
(A
I A-
� ro)
I e_ i3k I AD
fo,
FF �,
'14 11,
Ito hil
�j fL
U)
f
J, f9
7'�
L
a -0
�f �Sw
fij,
7ou
KV UA�
MR6
C C�
WOW,—
LJO,
�Tl 'L W-K
a OK
ou
�4
"F.TA,F9E—l_,l rl, �a , � � I
W&
ftww-�;l
OG
v I -
9
w
— 0 <
w
p w
LL
d
0.
lie
co z
0
D
w CO
C)
LL z
co 0
0 LLJ
ui
JPO'4ulOIA60ZOOt%spuowp3)lueg/4unoogis�6orDo�
F
m
ul
'a
M N
-6 20 40
E
FEET
REFERENCE: Warren Lafon Architect
FIGURE 2
Associated Earth Sciences, Inc. SITE AND EXPLORATION PLAN
EDMONDS FIRST SECURITY BANK OATE 7/10
EDMONDS, WASHINGTON
8 PROJ. NO. KE1 00209A
PLO
= = = = = = m = = = = = = = m = = m =
I
I
I
I
I
I
I
I
I
I
I
I
I
I',
I
V
Classilications of soils In this report are based on visual field and/or laboratory observations. which Include density/consistency. moisture condition, grain size, and
plasticity estimates and should not be construed to Imply field or laboratory testing unless presented herein. VIsual-manual and/or laboratory classification
methods of ASTIVI D-2487 and D-2488 were used as an Identification guide for the unified Soll Classification System.
0
Associated Earth Sciences, Inc.
EXPLORATION LOG KEY FIGURE Al
0
-0-0,
Well -graded gravel and
Terms Describing Relative Density and Consistency
U.
GW
gravel with sand, little to
2
Density SPTOblows/foot
4)
In
a)
-S�'
LL
no fines
Very Loose 0 to 4
Coarse-
0
0 000
op
Poorly -graded gravel
En
R;0;0-
th00000
vu
Loose 4 to 10
Grained Soils Medium Dense 10 to 30 Test Symbols
.0000
0100
and gravel with sand,
Dense 30 to 50
0
00000
little to no fines
Very Dense >50 G = Grain Size
C14
6
z
a a
LO
ODOOO
-0-00-
%IOWS/foo M = Moisture Content
Consistency SPT t A = Atterberg Limits
z
C
0
C M
F
,
Si Ity gravel and silty
Very Soft 0 to 2 C = Chemical
0
M a)
6 E
r
C
gravel with sand
Fine-Soft 2 to 4 DD = Dry Density
Grained Soils
22
jZ
Medium Stiff 4 to 8 K = Permeability
W
2
Z9
Stiff 8 to 15
6
Clayey gravel and
Very Stiff 15 to 30
ADM
GC
clayey gravel with sand
Hard >30
a
12
Component Definitions
Well -graded sand and
Descriptive Term Size Range and Sieve Number
0
SW
sand with gravel, little
Boulders Larger than 1
0
to no f Ines
Cobbles 3' to 12"
E2 4,
In
T
e
Gravel 3" to No. 4 (4.75 mm)
Poorly -graded sand
0
co
0 >
a
SP
and sand with gravel,
Coarse Gravel 3' to 3/4'
Fine Gravel 3/4"to No. 4 (4.75 mm)
4)
little to no fines
Sand No. 4 (4.75 mm) to No, 200 (0.075 mm)
9
0
2 ,
Coarse Sand No. 4 (4.75 mm) to No. 10 (2.00 mm)
0)
t2
0 U)
sm
sand and
Medium Sand No. 10 (2.00 mm) to No, 40 (0.425 mm)
Co
Co
U)
silty sand with
Fine Sand No. 40 (0.425 mm) to No. 200 (0.075 mm)
0
0
gravel
Silt and Clay Smaller than No, 200 (0.075 mm)
to
W
sc
Clay ey sand and
Estimated Percentage Moisture Content
Clay y sand with gravel
Percentage by Dry - Absence of moisture,
Component Weigh dusty, dry to the touch
Trace <5 Slightly Moist - Perceptible
Silt, sandy sift, gravelly silt,
u')
MIL
silt with sand or gravel
Few 5 to 10 moisture
Little 15 to 25 Moist - Damp but no Visible
U)
With Non -primary coarse water
Clay of low to medium
a
0
_M �;
constituents: > 15% Very Moist - Water visible but
6
V (D
a
CL
plasticity; silty, sandy, or
Fines content between not free draining
z
W
E
gravelly clay lean clay
5% and 15% Wet - Visible free water, usually
4)
0
W _j
from below water table
a.
co
Organic clay or silt of low
Symbols
e
:3
---
OL
plasticity
Blows/6'or
0
Sampler portion of 15' Cement grout
Type surface seal
Sampler Type
Elast c silt, clayey silt, silt
MH
with micaceous or
2.0"OD ID/ Banionile
ts Description
Split -Spoon M (4) seal
L?
diatomaceous fine sand or
silt
�Jon
Sampler 3.01 OD Split -Spoon Sampler Filter pack with
0
M 0
(SPT) 3.25* OD Split -Spoon Ring Sampler (4) blank casing
Clay of high plasticity,
to
(D
L)
CH
sandy or gravelly clay, fal
Bulk sample section
Tiple
3.0"OD Thin -Wall Tube Sampler Screened casing
clay with sand or gravel
or Hydrotip
(including Shelby tube) Wth filter pack
Grab Sample
mple
End cap
.9
Organic clay or silt of
0 Portion not recovered
U_
_j
OH
medium to high
Percent ge by dry weight (4) Depth of ground water
plasticity
(2) (SpT) Sa
tandard Penetration Test
(ASTM D-1586) ATD = At time of drilling
(3) Static water level (date)
In General Accordance with
>1 'E
2
Peat, muck and other
:E
cr)
M 0
PT
highly organic soils
Standard Practice for Description Combined USCS symbols used for
0
and Identification of Soils (ASTM D-2488) fines between 5% and 15%
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Ass ociated Earth Sciences, Inc.
Exploration Log
Project Number
Exploration Number
Sheet
KE100209A
EB-1
1 of 1
Project Name Edmonds First Securi"B nk Ground Surface Elevation (fi)
Location Edmonds. WA Datum N/A
Driller/Equipment Boretec Date Start/Finish 7/16/1171 7/113/11f)
Hammer Weight/Drop A 40# 130" Hole Diameter (in)
(n
A?
CL
9-6
-r- Z
0. E
.0
=Z
0)
72
Blows/Foot
13
S E
T Qw)
T
�E
0
4)
0
M
DESCRIPTION
10 20 30 40
0
Bark Mulch
Fill
S-1
Loose, moist, brown, fine SAND, few silt, thin roots (SP).
3
A 5
2
S-2
liecess ona dutiv sk'
F R -i
13
Medium dense, moist, brown, fine SAND, few fine gravel, trace silt (SP); no
I I
IL21
visible stratification.
10
10
S-3
Medium dense, moist, brown, fine SAND, trace to few silt (SP); no
5
stratification.
6
Al2
6
----------------------------------
Advance Outwash
15
S-4
Very dense, moist, gray, fine to coarse SAND, with fine to coarse gravel,
20
trace silt (SW); no visible stratification.
26
�61
35
Bottom of exploration boring at 16.5 feet
20
25
30
35
Sampler Type (ST):
[D 2- OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: BWG
[0 3"'OD Split Spoon Sampler (D & M) Ring Sample 7- Water Level() Approved by:
JN Grab Sample Z Shelby Tube Sample AT Water Level at time of drilling (ATD)
I
H
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Associated Eartb Sciences, Inc.
Exploration Log
Project Number
Exploration Number
Sheet
KE100209A
EB-2
I of 1
Project Name Edmonds First ecur ty Bank Ground Surface Elevation (ft)
Location Edmonds, WA Datum N/A
Driller/Equipment Boretec Date Start/Flnish 7/16/11) 7/16110
Hammer Weight/Drop 140#130" Hole Diameter (in) R"
rL
cL E
r-
.2
V
(D
>
-J
ZD
Blows/Foot
S
Q)
E
M
T
T >,
E
0
W
a)
DESCRIPTION
U
10 20 30 40
0
Topsoil
Recessional Oulwash
S-1
Medium dense, ist, light brown, fine to coarse SAND, little silt, few fine
4
A14
gravel (SM); no smto
ratification.
6
8
— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — —
Advance Outwash
5
Very dense, moist, gray, fine to coarse SAND, with fine to coarse gravel,
25
S-2
few silt (SW); no visible stratification.
28
A61
33
10
Becomes dense, gr6dation as above.
6
1 S-3
24
7
23
15
1 S-4
As above.
A
1,50n,
Bottom of exploration boring at 15.5 feet
20
25
30
35
Sampler Type (ST):
2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: BWG
[0 Y OD Split Spoon Sampler (D & M) Ring Sample Water Level 0 Approved by:
Grab Sample Z Shelby Tube Sample Water Level at time of drilling (ATD)
GRAIN SIZE ANALYSIS - MECHANICAL
Date
7/22/2010 -
Project
Edmonds First Security Bank
Project No.
KE100209A
Soil Description
Sand few gravel trace silt
Tested By
SS/NKA
Location
Onsite
EB/EP No
EB-1 S-2
Depth
51
Wt. of moisture wet sample + Tare
875.49
Total Sample Tare
297.09�
Wt. of moisture dry Sample + Tare
843.95
Total Sample wt + tare
875.49.',+:,:-
Wt. of Tare
Total SamDle Wt
578.4
I Q-M J.; � D-A--4�
Sieve No.
Diam. (mm)
Wt. Retained LqL
% Retained
% Passing
Minimum
Maximum
3.5
90
100.00
3
76.1
pi
100.00
2.5
64
100.00
2
50.8
-
-
100.00
1.5
38.1
- --------
100.00
1
25.4
100.00
3/4
19
100.00
3/8
9.51
35.5
6.49
93.51
#4
4.76
68
12.43
87.57
#8
2.38
100.84
18.44
81.56
#10
2
113.34
20.73
79.27
#20
0.85
78.63
32.66
67.34
#40
0.42
67.83
32.17
#60
0.25
484.73
88.64
1 11.36
#100
0.149
97.021
2.98 1
#200
0.074
:544.39
99.55
1 0.451
1
100
80
60
U-
2C
40-
20
0
100
US STANDARD SIEVE NOS.
3" 3/4' NOA NO.16 NO 40 NO200
10 1
Grain Size, mm
0.1
ASSOCIATED EARTH SCIENCE-$, INC.
911 5th Ave,, Suite 100 Kirkland, WA 98033 425-827-7701 FAX 425-827-5424
0.01
Associated Eardi Sciences, Inc.
N IE NJ 0 0
Ce(Wm6ny O�er 25 Veaff of SeMce
February 8, 2011
Project No. KE100209A
BCRA Design
2106 Pacific Avenue, Suite 300
Tacoma, Washington 98402
Attention: Mr. Mat Bergman
Subject: Infiltration System Recommendations
Edmonds First Security Bank
620 Edmonds Way
Edmonds, Washington
Dear Mr. Bergman:
As requested, this letter provides a summary.of our observations and recommendations related
to design of the storm water infiltration system for the Edmonds First Security Bank project.
We are familiar with the project through our previous participation, which has included drilling
exploration borings and preparing' a geotechnical engineering report for the project dated
July 27, 2010. This letter should be considered supplementary to our previous work on the
project, and should be used together with our previous report. Our work was performed in
accordance with our scope of work and cost proposal dated January 11, 2010, and we were
authorized to proceed by means of a signed copy of our proposal. Our work was performed in
accordance with local standards of practice in the field of hydrogeology at the time it was
written. No other warranty, express or implied, is made.
PROJECT DESCRIPTION
The project will include demolition of the existing bank branch building, and construction of a
new building northwest of the existing building. New paved parking areas and driveways will
be located south of the new building. A storm water infiltration system is planned, and will
consist of a series of Stormtech chambers below a portion of the new parking lot. Water
quality treatment will be provided by a cartridge filter system upstream from the infiltration
structure. The infiltration area will be in approximately the same location as the existing bank
branch building to be demolished, and the planned subgrade elevation of the infiltration system
is approximately 7.5 feet below existing grades, or approximately elevation 270 feet.
I
Kirkland Everett Tacoma
425-827-7701 425-259-0522 253-722-2992
www.aesgeo.com
I
ISITE DESCRIPTION
The project site is that of the existing First Security bank branch at the above -referenced
address, as shown on the "Vicinity Map," Figure 1. The site is irregularly shaped in plan
view and has a total area of approximately 0.4 acre. The site slopes gently down to the north,
with overall vertical relief of approximately 12 feet. The site was graded to its current
configuration during previous development. The north end of the existing parking area was
created by placement of fill approximately 5 feet thick. The fill resembles native sediments,
and may have been derived from cuts on the south part of the site. Existing site development
consists of a single story bank branch building on the south central part of the site, surrounded
by paved parking and driveway areas, and a gravel -surfaced apron along a portion of the
Paradise Lane frontage. Approximately the northern one-third of the site is currently
undeveloped, and covered with mature trees and understory plants.
AREA DESCRIPTION
The project site is located on the north side of Edmonds Way, and the adjacent Edmonds Way
frontage is occupied by existing houses and low rise commercial buildings. Away from
Edmonds Way, the neighborhood is primarily occupied by existing homes.
Area topography slopes generally down to the north and east. The site does not contain and is
not adjacent to regulated steep slopes. The nearest surface water body is Shelleberger Creek
with headwaters roughly 900 feet north of the site, based on the United States Geological
Survey (USGS) Edmonds East 7.5-Minute Quadrangle Map. A published geologic map of the
area, Booth, D. B., Cox, B. F., Troost, K. G., and Shimel, S. A., 2004, Composite geologic
map of the Sno-King area: University of Washington, Seattle -Area Geologic Mapping Project,
scale 1:24,000, indicates that advance outwash sediments are expected at shallow depths on the
site and in the area surrounding the site.
ISUBSURFACE CONDITIONS SUMMARY
We have completed a total of four subsurface explorations on -site, and installed one ground
water observation well. The attached "Site and Exploration Plan," Figure 2, depicts the
locations of all of the exploration borings, and logs of all of the explorations are also attached.
Exploration borings EB-1 and EB-2 encountered surficial topsoil approximately 8 inches thick,
while exploration borings EB-3 and EB-4 each encountered surficial asphalt paving observed to
be approximately 1 and 2 inches thick, respectively. Below the surficial topsoil and paving,
we encountered surficial fill that was observed to be 5 feet thick at the location of EB-.1 and 3
feet thick at the location of EB-4. Below the overlying man -placed materials, EB-1 and EB-2
encountered medium dense brown sand with generally small amounts of silt and gravel
interpreted as recessional outwash. The recessional outwash was observed to a depth of
approximately 12 feet at the location of EB-1, and 4 feet in EB-2. Below the recessional
I
1 2
I
I
I
I
I
11
I
I
I
I
I
I
I
I
I
11
I
I
outwash, each of our exploration borings encountered medium dense to dense gray sand, with
generally small amounts of silt and gravel. This material was observed to be gradationally
stratified, and is interpreted to represent advance outwash sediments. The advance outwash
was the deepest stratigraphic unit exposed in our subsurface explorations completed for this
study.
Free ground water was encountered only in one of our exploration borings, EB-3. We
installed a ground water observation well in EB-3 and measured a ground water level 28.3 feet
below the existing ground surface (approximately elevation 249.5 feet based on interpolation
between surface contours on the topographic survey). It should be noted that the borings other
than E13-3 advanced for this study were terminated shallower than elevation 249.5 feet, and
would not be predicted to encounter free ground water based on the water level observed in
EB-3.
LABORATORY TESTING
We completed grain size analyses of four sediment samples recovered from EB-3 at varying
depths. Each of the samples selected for grain size analysis originated from depths between
the base of the proposed infiltration facility and the observed ground water level. Results of
the grain size analyses are attached with this letter. The grain size analyses were completed
using American Societyfor Testing and Materials (ASTM):D 422 test procedures. The ASTM
test data were adjusted to provide soil textural classification based on United States Department
of Agriculture (USDA) textural classification procedure as described in the 1993 USDA Soil
Survey Manual, page 136. The adjustments we applied were to omit from the analysis that
portion of the tested samples that was retained on (coarser than) the US No. 10 Sieve, and to
assume that all materials passing (finer than) the US No. 270 Sieve classify as clay. After
applying these adjustments, each of the four sediment samples selected for testing was
determined to classify as Sand based on USDA classification criteria.
STORM WATER DESIGN REQUIREMENTS
The City of Edmonds has adopted the 2005 Washington State Department of Ecology
Stormwater Management Manual for Western Washington (Ecology Manual). The City also
has adopted the Stormwater Code Supplement to Edmonds Community Development Code
Chapter 18.30 (Edmonds Manual), dated April 10, 2010.
The project is considered a Small Site Project in accordance with Edmonds Manual Section
2. 1. The Edmonds Manual Appendix C allows design of the proposed infiltration structure to
use a long-term allowable design infiltration rate of 2 inches per hour (iph) based on grain size
testing results summarized above.
F_
L
3
I
ISTORM WATER INFILTRATION RECOMMENDATIONS
I
I
I
In Associated Earth Sciences, Inc.'s (AESI's) experience, advance outwash such as that we
observed below this site can successfully be used as an infiltration receptor as proposed.
Advance outwash sediments are commonly characterized by gradational stratification, and the
advance outwash sediments observed at this site exhibited such stratification. Gradational
stratification such as that we observed on the site has the potential to substantially limit the
downward movement of infiltrated water, which can cause unexpectedly slow infiltration
performance of advance outwash storm water receptors. We have previously recommended
installation of pit drains below infiltration structures that use advance outwash as the storm
water receptor with good results. Pit drains offer a relatively low cost and low complexity
way to penetrate stratified receptor sediments and substantially reduce the possibility of slower
than expected infiltration performance due to stratification. We recommend that pit drains be
installed below the planned infiltration structure for this project. With the installation of pit
drains, the 2 iph long-term design infiltration rate is acceptable for the project as currently
proposed, in our opinion.
PIT DRAIN RECOMMENDATIONS
Pit drains for this project should consist of excavated pits below the planned infiltration
structure that are backfilled with washed pea gravel that meets the following gradation:
Sieve Size
Percent Passing
1/2"
100
3/8"
90-100
#4
5-15
#8
0-10
#100
0-0.6
#200
0-0.4
#270
0-0.2
The gravel backfill shoul d extend from the base of the facility to a depth approximately 5 feet
above static ground water, or approximately elevation 255 feet. We understand that a
cartridge filter system will be used upstream from the infiltration facility. We recommend that
the gravel backfill in the pit drains be provided with a 6-inch-thick cap of water quality filter
sand that meets gradation requirements of the Ecology Manual, page 8-16. The purpose of this
filter sand is to trap any fine grained sediment that enters the infiltration structure so that it is
not carried down into the pit drains or the storm water receptor soils. If the filter sand
becomes clogged with silt, it can be removed and replaced to restore the original capacity of
the infiltration facility. The filter sand could be omitted considering the planned use of a
cartridge filter system and the fact that the sand will be essentially inaccessible for
1 4
I
I
I
I
I
I
I
I
I
I
I
I
I
I
maintenance, but the filter sand would provide a backup in the event that the cartridge filter
failed.
At this site, pit drains should have plan view dimensions of approximately 3 feet wide by 10
feet long, and should extend to an elevation of approximately 255 feet, which corresponds to a
depth of approximately 15 feet below the planned infiltration facility. The pit drains should be
spaced approximately 10 feet edge to edge, and we anticipate that a total of 3 to 4 pit drains
will fit within the footprint of the planned infiltration facility depending on the final size of the
pit drains that could be affected by caving of granular advance outwash sediments during pit
drain installation. A typical pit drain detail is included with this letter as Figure 3.
CONSTRUCTION VERIFICATION
We recommend that AESI be allowed to observe installation of the infiltration structure and pit
drains. The purpose of our observations would be to verify that the exposed receptor
sediments are consistent with those observed during our subsurface exploration program and
assumed for design. If subsurface conditions vary substantially from those observed during the
design phase, we may recommend capacity testing of one or more of the pit drains, or other
infiltration capacity verification procedures. Figure 3 depicts a water level sounding tube that
would facilitate pit drain infiltration capacity testing, if needed. We recommend that at least
two of the pit drains be provided with sounding tubes at the time of construction since later
installation of sounding tubes is difficult if the need for testing arises. If the subsurface
conditions observed at the time of construction are consistent with those observed during the
design phase of this report, we anticipate that no further testing would be needed. We
recommend that no turbid construction water be allowed to enter the infiltration system. The
infiltration system should be brought on line after all permanent paving, landscaping, and other
ground covers are in place, and after at lease one rain event that is sufficient to act as a "first
flush" to remove any remaining construction silt.
WELL ABANDONMENT
We recommend that abandonment of the existing well be included as a bid item on the
demolition drawings for the project. The well should be decommissioned by a Washington
State licensed well driller in accordance with Washington Administrative Code Section 173-
160. The required well decommissioning report should be filed by the licensed well driller in
a timely manner, and a copy of the decommissioning report should be provided to the owner.
Important construction details and the unique well identification number of the well (BCA 807)
are included on the log for EB-3 included with this letter. We recommend that the licensed
driller who decommissions the well be provided with a copy of the subsurface exploration log.
1 5
CLOSURE
We trust that the information presented in this letter meets your current project needs. Should
you have any questions, please contact us at your earliest convenience.
Sincerely,
ASSOCIATED EARTH SCIENCES, INC.
Kirkland, Washington -
Bruce W. Guenzier L.G., L.E.G.
Project Geologist
4-�gr /11;�
2'
/ f-4
bS—"ON A L
Kurt D. Merriman, P.E.
Principal Engineer
'Cr
drogeologis
496
0 17SL.
Cdl e
Curtis J. Koqer
Curtis J. Koger, L.G., L.E.G., L.Hg.
Principal Geologist/Hydrogeologist
Attachments: Figure 1: Vicinity Map.
Figure 2: Site and Exploration Plan
Figure 3: Pit Drain Detail
Subsurface Exploration Logs EB-1 through EB-4
Grain Size Analyses Results (4)
BWG/tb
KE100209A4
Piqjectsk20100209\KE\WP
OHIO
VAN
�j "
9 - VAR
k PAW,
Al
m m m m m m m m m m m m m m m m m m m
t
APPROXIMATE LO\C
OF EXPLORATION E
TYP
WIVA,
N
A
----------
FEET
REFERENCE: BCRA
Associated Earth Sciences, Inc. SITE AND EXPLORATION PLAN FIGURE 2
EDMONDS FIRST SECURITY BANK DATE 2/11
EDMONDS, WASHINGTON PROJ. NO. KE100209A
I
IGEOLOGIC LOG
I
Advance Outwash
I
11
I
I
I
I
CONSTRUCTION DETAILS
NOTE: AN AESI REPRESENTATIVE MUST BE PRESENT AT ALL TIMES
DURING ADVANCEMENT AND BACKFILLING OF THE PIT DRAINS.
Associated Earth Sciences, Inc.
PIT DRAIN DETAIL
EDMONDS FIRST SECURITY BANK
ED ONDS WASHINGTON
FIGURE 3
DATE 2/11
PROJECT NO. KE100209A
I
I
I
I
I
I
I
I
11
I
I
I
I
I
I
I
V
Classifications of soils In this report are based on visual field and/or laboratory observations, which Include density/consistency, moisture condition, grain size, and
plasticity estimates and should not be construed to Imply field or laboratory testing unless presented herein. Visual -manual and/or laboratory classification
methods of ASTM D-2487 and D-2488 were used as an Identification guide for the UnIfied Son Classification System.
0
Associated Earth Sciences, Inc.
EXPLORATION LOG KEY FIGURE All
0
N lid N ONA' M
C
0
�0�
Well -graded gravel and
Terms Describing Relative Density and Consistency
La
GW
gravel with sand, little to
Density SPTmblows/foot
U_
4)
10
u-
:1 tn' a
no fines
—
Very Loose 0 to 4
Coarse-
M ?
co
Z9.
00
VV
!�-. �-.
woo
o0000
GP
Poorly -graded gravel
Grained Soils Loose 4 to 10
Medium Dense 10 to 30 Test Symbols
0000
0
0 00 0
and gravel with sand,
Dense 30 to 50
C;
0 0
00
. . 0
0 0.
little to no fines
Very Dense >50 G = Grain Size
6
z
0 o?
M = Moisture Content
Consistency SPT%IowS/f0ot A = Afterberg Limits
Z
0
a
C
C
GM
Silty gravel and silty
gravel with sand
Very Soft 0 to 2 C = Chemical
Fine -
"a
a)
LD
C
IZ
Soft 2 to 4 DD = Dry Density
Grained Soils Medium Stiff 4 to 8 K = Permeability
0
2
Stiff 8 to 15
Clayey gravel and
Very Stiff 15 to 30
AD
Gc
clayey gravel with sand
Hard >30
LO
La
Component Definitions
C
Well -grade d sand and
C
W
Descriptive Term Size Range and Sieve Number
0
sw
sand with gravel, little
Boulders Larger than 121
0
U.
to no fines
Cobbles 31 to 121
.5
12 a)
Gravel 3"to No. 4 (4.75 mm)
Coarse Gravel 30 to 3/41
Poorly -graded sand
uo)
2-
SP
and sand with gravel,
Fine Gravel 3/42 to No. 4 (4.75 mm)
0
0
little to no fines
Sand No. 4 (4.75 mm) to No 200 (0.075 mm)
a
0
2
Coarse Sand No, 4 (4.75 mm) to No. 10 (2.00 mm)
E
0
0
"
--
skq
Silty sand and
silty sand with
Medium Sand No. 10 (2.OD mm) to No. 40 (0.425 mm)
No. No.
Fine Sand 40 (0.425 mm) to 200 (0-075 mm)
cc
o
S.
gravel
Slit and Clay Smaller than No 200 (0.075 mm)
Ln
"'D
sc
Clayey sand and
(3) Estimated Percentage Moisture Content
r_
M
clayey sand with gravel
PercentaAe by Dry - Absence of moisture,
Component WeIcjht dusty, dry to the touch
Trace <5 Slightly Moist - Perceptible
Silt, sandy silt, gravelly silt,
MIL
silt with sand or gravel
Few 51010 moisture
U)
Little 15 to 25 Moist - Damp but no visible
With Non -primary coarse water
Clay of low to medium
constituents: > 150/6 Very Moist - Water visible but
C�
co
'03
r_
CIL
plasticity; silty. sandy, or
Fines content between not free draining
z
gravelly clay, lean clay
5% and 15% Wet - �Aslble free water, usually
V)
2
from below water table
W
M
Fn
Organic clay or silt of low
Symbols
Cr
zi
OIL
plasticity
Blows/61-or
0
Sampler portion of 6' Cement grout
r_
-silt
T a surface sea,
_pe
2 yp Sampler Ty
Elastic silt, cTa-y—ey FIF,
MH
with micaceous or
S�O'�IOD
I _Sp :5 Description Bentonhe
C on
oon 20 (4) seal
0
diatomaceous fine sand or
silt
Sampler 3.0"OD Split -Spoon Sampler - Filter pack w0h
'I
0
20
(SPT) 3.25"OD Split -Spoon Ring Sampler blank casing
Clay of high plTsticit�'
00
-02
CH
sandy or gravelly clay, fat
Bulk sample section
pl
3.0"OD Thin -Wall Tube Sampler Screened casing
120
clay with sand or gravel
(including Shelby tube) or Hydrotip
with filter pack
I
mple
Grab Sample
Endcap
E
U.
17
Organic clay or silt of
r _Lj_ I
Portion not recovered
OH
medium to high
(1) Percentage by dry weight (4) Depth of ground water
plasticity
(2) (SPT) Standard Penetration Test _X ATD = At time of drilling
(3) (ASTM D-1586) Static water level (date)
In General Accordance with
2.
Peat, muck and other
PT
highly organic soils
Standard Practice for Description Combined USCS symbols used for
09
and Identification of Soils (ASTM D;2488) fines between 5% and 15%
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
7
L
I
I
Associated Earth Scienices, hic.
Exploration LqqT_
Project Number
Exploration Number
Sheet
KE100209A
EB-1
1 of 1
Project Name Edmonds First Security Bank Ground Surface Elevation (ft) 277 feet
Location Edmonds. WA Datum N/A
Driller/Equipment Boretec Date Start/Finlsh 7/16/10 7/16/10
Hammer Weight/Drop 140# 30" Hole Diameter (in)
OL
CL
cu
=0
a)
(Da
I>D
_J
-
-(A
�;
Blows/Foot
S E
T
E
0
M
M
DESCRIPTION
L5
3:
10 20 30 40
0
Bark Mulch
Fill
S-1
Loose, moist, brown, fine SAND, few silt, thin roots (SP).
5
A5
3
2
5
S-2
Recessional Outwash
Medium dense, moist, brown, fine SAND, few fine gravel, trace silt (SP); no
13
11
IL21
visible'stratification.
10
10
S-3
Medium dense, moist, brown, fine SAND, trace to few silt (SP); no
5
Al2
stratification.
6
6
Advance Outwash
15
S-4
I
Very dense, moist, gray, fine to coarse SAND, with fine to coarse gravel,
20
trace silt (SW); no visible stratification.
26
A
661
. . I . � .. — -- . - . - - , � � I -
35
Bottom of exploration boring at 16.5 feet
20
25
30
35
Sampler Type (ST):
[fl 2- OD Split Spoon Sampler (SPT) 0 No Recovery M - Moisture Logged by: BWG
[D Y OD Split Spoon Sampler (D & M) Ring Sample �7- Water Level Approved by:
5 Grab Sample Shelby Tube Sample T Water Level at time of drilling (ATD)
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
F
Associated Earth Sciences, Inc.
Exploration Loa
rL-
�-J IL72 0 Ka
Project Number
Exploration Number
Sheet
- U0170J,
KE100209A
EB-2
1 of 1
Project Name Edmonds First Securily Bank Ground Surface Elevation (ft) 274 feet
Location Edmonds. WA Datum N/A
Driller/Equipment Boretec Date Start/Finish WIWI() 7/16/10
Hammer WeighttDrop 140# L 30" Hole Diameter (in)
cL
E
C
>1
Blows/Foot
U)
4)
E
T cu
E
0
a)
V)
DESCRIPTION
0
10 20 30 40
0
Topsoil
Recessional Outwash
S-1
I
Medium dense, moist, light brown, fine to coarse SAND, little silt, few fine
4
A14
gravel (SM); no stratification.
6
8
.. .. ... - - ... .. I � 1 .1 �- - - .. - . - � - . 1
. Advance Outwash
5
S-2
Very dense, moist, gray, fine to coarse SAND, with fine to coarse gravel,
25
few silt (SW); no visible stratification.
28
A
L61
33
10
S-3
Becomes dense, gradation as above.
6
A 17
24
23
15
1 S-4
..,As above.
0/9
Bottom of exploration boring at 15.5 feet
20
25
30
35
Sampler Type (ST):
E] 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: BWG
[D T' OD Split Spoon Sampler (D & M) Ring Sample -7 Water Level Approved by:
E Grab Sample Shelby Tube Sample I Water Level at time of drilling (ATD)
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Associated Earth Sciences, Inc.
Geologic & Monitoring Well Construction Loci
776-sl
Project Number
Well Number
Sheet
1
Ld�j
KE100209A
E13-3
1 of 1
Project Name Edmonds First Security Bank Location Edmonds. WA
Elevation (Top of Well Casing) Surface Elevation (ft) 278 feet
Water Level Elevation Date Start/Finish 1/27/11 1197/11
Drilling/Equipment Geologic Drill/XL Hole Diameter (in) 811
Hammer Weight/Drop 14-Q# / 30"
2
>
(D
CL E
06
S Fn
1! �'
WELL CONSTRUCTION
T
DESCRIPTION
Flush monument
Advance Outwash
Concrete 2 feet to 1 foot
I inch asphalt.
�Xl\
4
16 inches recovery. Medium dense, moist, brown, fine SAND, few to
5
little silt (SP); slight gradational stratification.
6
5
Bentonite chips 20 to 2 feet,
0
13
14 inches recovery. Medium dense, moist to wet (above finer
1 1/2-inch-diameter
1 5
seams), brown, fine SAND, trace to few fine gravel, few to little silt
Schedule 80 PVC casing 22
Is
(SP-SM); significant gradational stratification and thin wet zones
10
1/2 to 0 feet
above finer strata. No free water in boring,
10
18 inches recovery. Grades without wet zones, and with trace fine
t4
gravel.
16
14
16 inches recovery. Gradation overall slightly finer, otherwise as
20
above.
22
15
15
21
18 inches recovery. Grading to slightly coarser overall, slightly more
weak stratification continues.
24
gray, gradational
16
18 inches recovery. Gradation and stratification as above.
23
22
-20
Sand pack (Colorado
# 10-20) 32 1/2 to 20 feet
17
18 inches recovery. Becomes very dense, grades with trace coarse
24
sand/fine gravel.
27
-25
'R
0.020-inch slot screen 32 1/2
to 22 1/2 feet
16
18 inches recovery. Gradation as above, becoming wet.
24
26
-30
Threaded end cap
16
18 inches recovery. Gradation as above. Heave controlled by
ID: BCA 807
26
adding 5 gallons water,
50
Boring terminated at 34 feet on 1/27/11
-35
Sampler Type (ST):
2" 01) Split Spoon Sampler (SPT) 0 No Recovery M - Moisture Logged by: BWG
Y OD Split Spoon Sampler (D & M) U Ring Sample �-Z Water Level (1/28/11) Approved by:
Grab Sample - P1 Shelby Tube Sample T- Water Level at time of drilling (ATD)
I
I
h
I
I
I
I
11
I
I
I
I
I
I
I
I
I
I
I
Associated Earth Sciences, Inc.
. Exploration Loa
1-77 Fa-51,
L�
Project Number
Exploration Number
Sheet
1
112LJ
KE100209A
EB-4
1 of 1
Project Name Edmonds First Security Bank Ground Surface Elevation (ft) 278 feet
Location Edmonds, WA Datum Pri7rn 1171/6/1171
Driller/Equipment Geologic Drill/XL Date Start/Finish 1197111 1 /27/11
Hammer Weight/Drop 140 30" Hole Diameter (in) All �
CL E
1>
_J
V
Blows/Foot
'a
S E
T
12 �-,
CL
1
0
2
M
.2
in
DESCRIPTION
0
3:
10 20 30 40
0
Fill
2 inches asphalt.
Loose to medium dense, damp, dark brown, fine to medium SAND, with silt
(SM).
S-1
Advance Outwash
18 inches recovery. Medium dense, moist, reddish brown, fine to medium
3
7
A
7
SAND, little silt, few fine gravel (SM).
10
5
S-2
18 inches recovery. Dense, very moist, grayish brown, fine SAND, few silt
10
AM
(SP); slight gradational stratification. Three 1/2-inch stringers of fine
17
SAND, with tan silt,
19
10
S-3
18 inches recovery. Dense, moist, reddish gray, fine to medium SAND,
few fine
9
A33
trace to silt, trace coarse sand, trace gravel (SP); very slight
U
gradational and color stratification.
19
S-4
18 inches recovery. Very dense, moist, gray, fine SAND, few silt, trace fine
17
AL52
gravel; significant gradational stratification.
22
30
15
S-5
1
18 inches recovery. Grades with less gravel and minimal stratification,
13
A
L60
25
35
T S-6
18 inches recovery. As above.
18
A
L53
23
30
20
S-7
18 inches recovery. Gradation and stratification unchanged.
20
A
L75
33
42
25
Bottom of exploration boring at 24 feet
Left open hole at 24 feet for 15 minutes. No free water.
30
35
Sampler Type (ST):
0] 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: BWG
[D 3" OD Split Spoon Sampler (D & M) Ring Sample �Z Water Level Approved by:
[N Grab Sample Z Shelby Tube Sample -T Water Level at time of drilling (ATD)
GRAIN SIZE ANALYSIS - MECHANICAL
Date
Project
Project No.
Soil Description
1/27/2011
Edmonds First Security Bank
KE100209A
Sand few gravel few silt
Tested By
Location
EB/EP No -TDepth
IVIS
Onsite
EB-3 S-2
17.5-
moisture wet sample + Tarij 299.16 JTotal Sample Tare
noisture dry Samole + Tare 1 277.43 lTotal SaMDle Wt + U
I _qnarifirofinn Pomeiramnnic I
Sieve No.
Diam. (mm)
Wt. Retained (g)
% Retained
% Passing
Minimum
Maximum
3
76.1
0.0
100.0
2.5
64
0.0
100.0
2
50.8
0.0
100.0
1.5
38.1
0.0
100.0
1
25.4
0.0
100.0
3/4
19
0.0
100.0
3/8
9.51
25.31
5.1
94.9
#4
4.76
47.71
9.7
90.3
#8
2.38
77.48
15.7
84.3
#10
2
86.63
17.6
82.4
#20
0.85
171.34
34.7
65.3
#40
0.42
334.87
67.9
32.1
#60
0.25
410.4
83.2
16.8
#100
0.149
1 442.7
1 89.7
10.3
#200
0.074
1 456.71
1 92.5
7.5
#270
0.053
1 462.69
1 93.8
6.2
NO 270
0.1
ASSOCIATED EARTH SCIENCES, INC.
911 5th Ave, Suite 100 Kirkland, WA 98033 425-827-7701 FAX 425-827-5424
0.01
GRAIN SIZE ANALYSIS - MECHANICAL
Date
Project
Project No.
Soil Description
1/2712011
Edmonds First Security Bank
KE100209A
Sand trace gravel few silt
Tested By
Location
EB/EP No
Depth
IVIS
Onsite
EB-3 S-4
112.5'
Wt. of moisture wet sample + T
Wt. of moisture dry Sample + Tare
Wt. of Tare
Wt. of moisture Dry SaMDle
.47 JTotal Sample Tare
.63 lTotal SamDle wt +tare
519.61
I (Z . ifi-C- I
Sieve No.
Diam. ( M)
Wt. Retained
% Retained
% Passing
Minimum
Maximum
3
76.1
0.0
100.0
2.5
64
0.0
100.0
2
50.8
0.0
100.0
1.5
38.1
0.0
100.0
1
25.4
0.0
100.0
3/4
19
0.0
100.0
318
9.51
5.31
1.1
98.9
#4
4.76
7.91
1.7
98.3
#8
2.38
15.01
3.2
96.8
#10
2
17.12
3.7
96.3
#20
0.85
51.27
111
88.9
#40
0.42
189.89
41.1
58.9
#60
0.25
330.45
71.5
28.5
#100
0.149
39909
86.4
13.6
1
1
#200
0.074
41
90.6
t 9.4
#270
0.053
1 423.93
1 91.8
1 8.2
0.01
ASSOCIATED EARTH SCIENCES, INC.
911 5th Ave, Suite,100 Kirkland. WA 98033 425-827-7701 FAX 425-827-5424
GRAIN SIZE ANALYSIS - MECHANICAL
Date
Project
Project No.
Soil Description
1/27/2011
Edmonds First Security Bank
KE100209A
Sand trace gravel few silt
Tested By
Location
EB/EP No
TD-epth
MS
Onsite
EB-3 S-6
117.5-
Wt. of moisture wet sample + Tar( 349.01 Total Sample Tare 395.81
Wt. of moisture dry Sample + Tare 331.68 Total Sample wt +tare 923-49
Wt. of Tare 100.82 Total Sample Wt 527.7
Wt. of moisture Dry Sample 230.86 Total Sample Dry Wt 490.8
Moisture % 8%
Sieve No.
Diam. (mm)
Wt. Retained (g)
% Retained
% Passing
Minimum
Maximum
3
76.1
0.0
100.0
2.5
64
0.0
100.0
2
50.8
0.0
100.0
1.5
38.1
0.0
100.0
1
25.4
0.0
100.0
3/4
19
0.0
100.0
3/8
9.51
0.0
100.0
#4
4.76
4.76
1.0
99.0
#8
2.38
11.41
2.3
97.7
#10
2
14.28
2.9
97.1
#20
0.85
48.6
9.9
90.1
#40
0.42
256.69
52.3
47.7
#60
0.25
388.12
79.1
20.9
#100
0.149
436.31
88.9
11.1
#200
0.074
452.16
1 92.1
1 7.9
1 #270
0.053
455.48
1 92.8
1 7.2
US STANDARD SIEVE NOS.
3' 3/4" N04 NO 16 NO 40
0.1
NO 270
ASSOCIATED EARTH SCIENCES, INC.
911 Sth Ave, Suite 100 Kirkland, WA 98033 425-827-7701 FAX 425-827-5424
0.01
GRAIN SIZE ANALYSIS - MECHANICAL
Date
Project
Project No.
Soil Description
1/27/2011
Edmonds First Security Bank
KE100209A
Sand trace gravel few silt
Tested By
Location
EB/EP No
122.5'
Depth
MS
Onsite
EB-3 S-7
Wt. of moisture wet sample + Tat-4 49
Wt. of moisture dry SamDle + Tare 1 328
9%
Total Sample Tare
Total SaMDIe wt + t,
519.
I qnarifirnfinn Pamiiramantc
Sieve No.
Diam. (mm)
Wt. Retained (q)
% Retained
% Passing
Minimum
maximum
3
76.1
0.0
100.0
2.5
64
0.0
100*.0
2
50.8
0.0
100.0
1.5
38.1
0.0
100.0
1
25.4
0.0
100.0
3/4
19
0.0
100.0
3/8
9.51
0.0
100.0
#4
4.76
2.12
0.5
99.5
#8
2.38
6.27
1.4
98.6
#10
2
7.58
1.7
98.3
#20
0.85
24.68
5.5
94.5
#40
0.42
145.81
32.4
67.6
#60
0.25
261.6
58.2
41.8
1 #100
0.149
1 370.47
82.4
17.6
1
1 #200
0.074
1 399.71
88.9
t 11.1
1 #270
1 0,053
1 405.71
90.2 1
9.8
1
US STANDARD SIEVE NOS.
3- 3/4" N04 NO 16 NO 40 NO 270
0.01
ASSOCIATED EARTH SCIENCES., INC.
911 5th Ave, Suite 100 Kirkland. WA 98033 425-827-7701 FAX 425-827-5424
7
I
I
I
I
I
I
I
I
H
I
I
I
11
I
I
LI
I
Attachment C
Soils Map and Classifications
I
USDA United States
A product of the National
Custom Soil Resource
W�' Department of
Agriculture
Cooperative Soil Survey,
a joint effort of the United
Report for
%O.o; NRCS
States Department of
Agriculture and other
Snohomish County
Federal agencies, State
Natural
Resources
agencies including the
Agricultural Experiment
Area, Washington
Conservation
Stations, and local
Service
participants
January 11, 2011
I
I
I
I
I
I
I
I
Fi
,I
I
I
Preface
Soil surveys contain information that.affects land use planning in survey areas. They
highlight soil limitations that affect various land uses and provide information about
the properties of the soils in the survey areas. Soil surveys are designed for many
different users, including farmers, ranchers, foresters, agronomists, urban planners,
community officials, engineers, developers, builders, and home buyers. Also,
conservationists, teachers, students, and specialists in recreation, waste disposal,
and pollution control can use the surveys to help them understand, protect, or enhance
the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil properties
that are used in making various land use or land treatment decisions. The information
is intended to help the land users identify and reduce the effects of soil limitations on
various land uses. The landowner or user is responsible for identifying and complying
with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some cases.
Examples include soil quality assessments (http://soils.usda.gov/sqi/) and certain
conservation and engineering applications. For more detailed information, contact
your local USDA Service Center (http://offices.sc.egov.usda.gov/locator/app?
agency=nrcs) or your NRCS State Soil Scientist (http://soils.usda.gov/contact/
state_offices/).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or'subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic
tank absorption fields. A high water table makes a soil poorly suited to basements or
underground installations.
The National Cooperative Soil Survey is a joint effort of the United States Department
of Agriculture and other Federal agencies, State agencies including the Agricultural
Experiment Stations, and local agencies. The Natural Resources Conservation
Service (NRCS) has leadership for the Federal part of the National Cooperative Soil
Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Soil Data Mart Web site or the NRCS Web Soil Survey. The Soil
Data Mart is the data storage site for the official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs
and activities on the basis of race, color, national origin, age, disability, and where
applicable, sex, marital status, familial status, parental status, religion, sexual
orientation, genetic information, political beliefs, reprisal, or because all or a part of an
individual's income is derived from any public assistance program. (Not all prohibited
bases apply to all programs.) Persons with disabilities who require alternative means
I
I
for communication of program information (Braille, large print, audiotape, etc.) should
contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a
complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400
Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272
(voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and
employer.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Contents
Preface.................................................................................................................... 2
How Soil Surveys Are Made ................................................................................... 5
SoilMap .................................................................................................................. 7
SoilMap ................................................................................................................ 8
Legend..................................................................................................................
9
MapUnit Legend ................................................................................................
10
MapUnit Descriptions ........................................................................................
10
Snohomish County Area, Washington ............................................................
12
17—Everett gravelly sandy loam, 0 to 8 percent slopes .............................
12
Soil Information for All Uses ...............................................................................
13
Soil Properties and Qualities ..............................................................................
13
Soil Qualities and Features .............................................................................
13
HydrologicSoil Group .................................................................................
13
References............................................................................................................
18
2
I
I
I
How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous areas
in a specific area. They include a description of the soils and miscellaneous areas and
their location on the landscape and tables that show soil properties and limitations .
affecting various uses. Soil scientists observed the steepness, length, and shape of
the slopes; the general pattern of drainage; the kinds of crops and native plants; and
the kinds of bedrock. They observed and described many soil profiles. A soil profile is
the sequence of natural layers, or horizons, in a soil. The profile extends from the
surface down into the unconsolidated material in which the soil formed or from the
surface down to bedrock. The unconsolidated material is devoid of roots and other
living organisms and has not been changed by other biological activity.
Currently, soils are mapped according to the boundaries of major land resource areas
(MLRAs). MLRAs are geographically associated land resource units that share
common characteristics related to physiography, geology, climate, water resources,
soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically
consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that is
related to the geology, landforms, relief, climate, and natural vegetation of the area.
Each kind of soil and miscellaneous area,is associated with a particular kind of
landform or with a segment of the landform. By observing the soils and miscellaneous
areas in the survey area and relating their position to specific segments of the
landform, a soil scientist develops a concept, or model, of how they were formed. Thus,
during mapping, this model enables the soil scientist to predict with a considerable
degree of accuracy the kind of soil or miscellaneous area at a specific location on the
landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented by
an understanding of the soil -vegetation -landscape relationship, are sufficient to verify
predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them to
identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character of
soil properties and the arrangement of horizons within the profile. After the soil
scientists classified and named the soils in the survey area, they compared the
I
ICustom Soil Resource Report
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that have
similar use and management requirements. Each map unit is defined by a unique
combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components of
the map unit. The presence of minor components in a map unit in no way diminishes
the usefulness or accuracy of the data. The delineation of such landforms and
landform segments on the map provides sufficient information for the development of
resource plans. If intensive use of small areas is planned, onsite investigation is
needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape, and
experience of the soil scientist. Observations are made to test and refine the soil -
landscape model and predictions and to verify the classification of the soils at specific
locations. Once the soil -landscape model is refined, a significantly smaller number of
measurements of individual soil properties are made and recorded. These
measurements may include field measurements, such as those for color, depth to
bedrock, and texture, and laboratory measurements, such as those for content of
sand, silt, clay, salt, and other components. Properties of each soil typically vary from
one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists interpret
the data from these analyses and tests as well as the field -observed characteristics
and the soil properties to determine the expected behavior of the soils under different
uses. Interpretations for all of the soils are field tested through observation of the soils
in different uses and under different levels of management. Some interpretations are
modified to fit local conditions, and some new interpretations are developed to meet
local needs. Data are assembled from other sources, such as research information,
production records, and field experience of specialists. For example, data on crop
yields under defined levels of management are assembled from farm records and from
field or plot experiments on the same kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on such
variables as climate and biological activity. Soil conditions are predictable over long
periods of time, but they are not predictable from year to year. For example, soil
scientists can predict with a fairly high degree of accuracy that a given soil will have
a high water table within certain depths in most years, but they cannot predict that a
high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
identified each as a specific map unit. Aerial photographs show trees, buildings, fields,
roads, and rivers, all of which help in locating boundaries accurately.
1 6
I
I
I Soil Map
The soil map section includes the soil map for the defined area of interest, a list of soil
map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
I
I
I
I
I
I
I
I
I
I
I
I
5293730 5293740 5293750 5293760 5293770 5293780 5293790 5293800 5293810 5293820 5293830 5293840 5293850 5293860 5293870
122* 22' 31 122* 22' 30"
z
ol
>
Om
cn
U) 2.
CD
cn
0) 0
0 -n
0
122* 22' 25"
5293790 5293800 5293810 5293820 5293830 5293840 529
2 C;
.0 122' 22'25"
Custom Soil Resource Report
MAPLEGEND
MAP INFORMATION
Area of Interest (AOI)
Very Stony Spot
Map Scale: 1:730 if printed on A size (8.5" x 11 ") sheet.
[7]
Area of Interest (AOI)
Wet Spot
The soil surveys that comprise your A01 were mapped at 1:24,000.
Solis
Other
F-1
Soil Map Units
Special Line Features
Please rely on the bar scale on each map sheet for accurate map
Special
Point Features
Gully
measurements.
V*
Blowout
Short Steep Slope
Source of Map: Natural Resources Conservation Service
19
Borrow Pit
M,
Other
Web Soil Survey URL http://websoilsurvey.nrcs.usda.gov
X.-
Clay Spot
Coordinate System: UTMZone10NNAD83
Political Features
Closed Depression
Cities
This product is generated from the USDA-NRCS certified data as of
X
Gravel Pit
Water Features
the version date(s) listed below.
Gravelly Spot
oceans
Soil Survey Area: Snohomish County Area, Washington
Landfill
Streams and Canals
Survey Area Data: Version 6, Sep 22, 2009
Lava Flow
Transportation
Rails
Date(s) aerial images were photographed: 7/24/2006
Marsh or swamp
IR
Mine or Quarry
Interstate Highways
The orthophoto or other base map on which the soil lines were
US Routes
compiled and digitized probably differs from the background
Miscellaneous Water
imagery displayed on these maps. As a result, some minor shifting
Perennial Water
Major Roads
of map unit boundaries may be evident.
Rock Outcrop
LocalRoads
t
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
3>
Slide or Slip
j$
Sodic Spot
a
Spoil Area
,0
Stony Spot
I
Custom Soil Resource Report
I
I
I
I
I
I
I
I
I
I
I
I
I
Map Unit Legend
Snohomish County Area, Washington (WA661)
Map Unit Symbol
Map Unit Name
Acres In A01
Percent of A01
17
Everett gravelly sandy loam, 0 to 8
percent slopes
0.9
100.0%
Totals for Area of Interest
0.9
100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the soils
or miscellaneous areas in the survey area. The map unit descriptions, along with the
maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the landscape,
however, the soils are natural phenomena, and they have the characteristic variability
of all natural phenomena. Thus, the range of some observed properties may extend
beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic
class rarely, if ever, can be mapped without including areas of other taxonomic
classes. Consequently, every map unit is made up of the soils or miscellaneous areas
for which it is named and some minor components that belong to taxonomic classes
other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They generally
are in small areas and could not be mapped separately because of the scale used.
Some small areas of strongly contrasting soils or miscellaneous areas are identified
by a special symbol on the maps. If included in the database for a given area, the
contrasting minor components are identified in the map unit descriptions along with
some characteristics of each. A few areas of minor components may not have been
observed, and consequently they are not mentioned in the descriptions, especially
where the pattern was so complex that it was impractical to make enough observations
to identify all the soils and miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the usefulness
or accuracy of the data. The objective of mapping is not to delineate pure taxonomic
classes but rather to separate the landscape into landforms or landform segments that
have similar use and management requirements. The delineation of such segments
on the map provides sufficient information for the development of resource plans. If
intensive use of small areas is planned, however, onsite investigation is needed to
define and locate the soils and miscellaneous areas.
I
10
I
Custom Soil Resource Report
I
I
I
I
I
I
I "
F
I
I
I
I
I
I
I
I
An identifying symbol precedes the map unit name in the map unit descriptions. Each
description includes general facts about the unit and gives important soil properties
and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major horizons
that are similar in composition, thickness,* and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity,
degree of erosion, and other characteristics that affect their use. On the basis of such
differences, a soil series is divided into soil phases. Most of the areas shown on the
detailed soil maps are phases of soil series. The name of a soil phase commonly
indicates a feature that affects use or management. For example, Alpha silt loam, 0
to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps. The
pattern and proportion of the soils or miscellaneous areas are somewhat similar in all
areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present or
anticipated uses of the map units in the survey area, it was not considered practical
or necessary to map the soils or miscellaneous areas separately. The pattern and
relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha -
Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas that
could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion of
the soils or miscellaneous areas in a mapped area are not uniform. An area can be
made up of only one of the major soils or miscellaneous areas, or it can be made up
of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil material
and support little or no vegetation. Rock outcrop is an example.
I
11
ICustom Soil Resource Report
ISnohomish County Area, Washington
I
I
I
I
I
I
I
11
I
I
I
I
I
17—Evereft gravelly sandy loam, 0 to 8 percent slopes
Map Unit Setting
Mean annual precipitation: 30 to 45 inches
Mean annual air temperature: 50 degrees F
Frost -free period: 180 days
Map Unit Composition
Everett and similar soils: 100 percent
Description of Everett
Setting
Landform: Terraces, plains
Parent material: Glacial outwash
Properties and qualities
Slope: 0 to 8 percent
Depth to restrictive feature: 14 to 20 inches to strongly contrasting textural
stratification
Drainage class: Somewhat excessively drained
Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 5.95 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity: Very low (about 2.1 inches)
Interpretive groups
Land capability (nonirrigated): 4s
Typical profile
0 to 6 inches: Gravelly sandy loam
6 to 18 inches: Very gravelly sandy loam
18 to 60 inches: Extremely gravelly sand
1 12
I
I
Soil Information for All Uses
Soil Properties and Qualities
The Soil Properties and Qualities section includes various soil properties and qualities
displayed as thematic maps with a summary table for the soil map units in the selected
area of interest. A single value or rating for each map unit is generated by aggregating
the interpretive ratings of individual map unit components. This aggregation process
is defined for each property or quality.
Soil Qualities and Features
Soil qualities are behavior and performance attributes that are not directly measured,
but are inferred from observations of dynamic conditions and from soil properties.
Example soil qualities include natural drainage, and frost action. Soil features are
attributes that are not directly part of the soil. Example soil features include slope and
depth to restrictive layer. These features can greatly impact the use and management
of the soil.
Hydrologic Soil Group
Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned
to one of four groups according to the rate of water infiltration when the soils are not
protected by vegetation, are thoroughly wet, and receive precipitation from long -
duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and three
dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist
chiefly of moderately deep or deep, moderately well drained or well drained soils that
have moderately fine texture to moderately coarse texture. These soils have a
moderate rate of water transmission.
1 13
I
Custom Soil Resource Report
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or soils
of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential,
soils that have a high water table, soils that have a claypan or clay layer at or near the
surface, and soils that are shallow over nearly impervious material. These soils have
Ia very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for
drained areas and the second is for undrained areas. Only the soils that in their natural
condition are in group D are assigned to dual classes.
L7
I
I
I
H
I
I
I
I
I
I
I
1 14
122' 22' 31
z
>
N
cl)
(D
cD
5;u
0 T
ID
122'22'25" L
J
Y rf,
2
3 5293760 5293770 5293780 5293790 5293800 5293810 5293820
1 122' 22'25"
Custom S61 Resource Report
MAPLEGEND
MAP INFORMATION
Area of Interest (AOI)
Map Scale: 1:730 if printed on A size (8.5" x 11 ") sheet.
F-1 Area of interest (AOI)
Soils
The soil surveys that comprise your A01 were mapped at 1:24,000.
F--] Soil Map Units
Please rely on the bar scale on each map sheet for accurate map
Soil Ratings
measurements.
A
FM--1 AID
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov
M B
Coordinate System: UTMZonelONNAD83
FM--1 BID
This product is generated from the USDA-NRCS certified data as of
NO C
the version date(s) listed below.
W CID
Soil Survey Area: Snohomish County Area, Washington
Fa D
SurveyAreaData: Version 6, Sep 22, 2009
E Not rated or not available
Date(s) aerial images were photographed: 7/24/2006
Political Features
Cities
The orthophoto or other base map on which the soil lines were
Water Features
compiled and digitized probably differs from the background
Oceans
imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries may be evident.
Streams and Canals
Transportation
EM Rails
Em
Interstate Highways
US Routes
Major Roads
Local Roads
bi
Custom Soil Resource Report
N
M
LWI
Table —Hydrologic Soil Group
Hydrologic Soil Group— Summary by f4ap Unit — Snohomish County Aroa, Washington
Map unit symbol Map unit name Rating Acres in A61 Percont of A01
17 Everett gravelly sandy loam, 0 to A 0.9 100.0%
8 percent slopes
Totals for Area of Interest 0.9 100.0%
Rating Options —Hydrologic Soil Group
Aggregation Method: All Components
Component Percent Cutoff: None Specified
Tie -break Rule: Lower
17
I
I
I
I
I
E
I
I
I
I
I
I
I
I
I
I
References
American Association of State Highway and Transportation Officials (AASHTO). 2004.
Standard specifications for transportation materials and methods of sampling and
testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife Service
FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils
in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S.
Department of Agriculture Handbook 18. http://soils.usda.gov/
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making
and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service,
U.S. Department of Agriculture Handbook 436. http://soils.usda.gov/
Soil Survey Staff. 2006. Keys to soil taxonomy. 1 Oth edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://soils.usda.gov/
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://soils.usda.gov/
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.glti.nrcs.usda.gov/
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://soils.usda.gov/
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States, the
Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296.
http-.//soils.usda.gov/
I
18
I
Custom Soil Resource Report
I
I
I
I
11
I
I
I
I
I
I
I
I
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210.
1 19
I
I
r�
I
I
I
I
I
I
I
I
I
I
11
I
I
I
Attachment D
Stormwater Pollution Prevention Plans (C1.01 and CM 1)
I
I
I
I
I
I
I
I
11
I
I
I
I
I
I
I
11
I
I
SWITARY SEWT "MIC
RAI 274 99, LAW I
tE 267.ii. 247CM,
LE 207-26,24CYM
rA
TESC AND DEMOLITION PLAN
A PORTION OF THE S.W.1/4 OF SECTION 25, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M..
CITY OF EDMONDS, SNOHOMISH COUNTY, WASHINGTON
V.
x
BA-
q f-329.; �E
a TrK I
10"
Ar%
02. UIA, 11-
j��_7---_CAT04 BASIN
%
TYP 8 % ?rw- aw
% WWTAL SE
iws�
- — 11 - x" .. %
1 '14
%
J# x,
%
. .................... . .
........................
...............
..............
.................
z
"j
v.
%
V,
V71o's
%
%
13 1',
—212
LEGEND
- - - -
PROPOSED PROPERITY/BOUNDARY LINE
- X - X - X - X - X - X -
REMOVE EXISTING CURB
x
REMOVE EXISTING TREE
0
REMOVE ASPK61T PAVEMENT
TEMPORARY SEDIMENT TRAP
@
277 —
EXISTING CONTOUR
REMOVE EXISTING CONCRETE
-
F ILTER FABRIC FEN&E -
@
RM
REMOVE UTILITY / STD-
STABILIZED CONSTRUCTION ENTRANCE
- - - - - - - -
LIMITS OF CO"'
DIVERSION D0(E
STRAW BALE DAM ITT
SHEET NOTES:
REMOVE EXISTING WOOD FENCE.
DEMOLISH AND REMOVE EXISTING BUILDING AND ASSOCIATED FEATURES
20 AFTER NEW BUILDING IS CONSTRUCTED.
Q REMOVE EXISTING SIGN.
REMOVE EXISTING Q.EANOUT.
PLUG EXISTING STORM LINE TO THE SOUTHWEST
REMOVE OVERHEAD POWER. COORDINATE POINTER SHUMM AND REMOVAL
WITH ELECTRICAL PURVEYOR.
REMOVE AND RELOCATE EXISTING MAILBOX. COORDINATE NEW LOCATION WITH
POSTAL SERVICE AND CITY OF EDMONDS.
4' (MIN.) WIDE J-HOOK EVERY 50' MINIMUM.
REMOVE EXISTING CAT04 BASIN AND ASSOCIATED STORM LINES.
CAP AND PLUG EXISIING SEWER AT POINT WHERE PROPOSED SIDE SEWER
WILL CONNECT.
SAW -CUT NEAT, UNIFORM EDGE.
REMOVE EXISTING ROCKERY.
RELOCATE EXISTING SIGN. COORDINATE NEW LOCATION WITH WSDOT AND CITY
OF EDMONDS.
REMOVE TRASH AND RECYCLING ENCLOSURE.
TEMPORARY DIVERSION DIKE.
STRAW RALE CHECK DAM.
EROSION CONTROL NOTES:
1. ORO'" CONTROL MEASURES SHALL BE IN PLACE PRIOR TO THE BEGINNING OF CONSTRUCTION.
THE PROJECT ENGINEER AND THE REVIEWING AGENCY SHALL INSPECT AND APPROVE THE
INSTALLATION OF EROSION CONTROL MEASURES PRIOR TO BEGINNING CONSTRUCTION.
2. EROSION CONTROL MEASURES ARE NOT LIMITED TO THE ITEMS SHOWN ON THESE PLANS. THE
CONTRACTOR SHALL BE RESPONSIBLE FOR THE INSTALLATION AND MAINTENANCE OF ALL ERDSION
CONTROL MEASURES. SILTATION OF EXISTING OR PROPOSED DRAINAGE FACILITIES SHALL NOT BE
ALLOWED.
3. THE CONTRACTOR SHALL WXE A DAILY SURVEIU.ANCE OF ALL EROSION CONTROL MEASURES AND
MAKE ANY NECESSARY REPAIRS OR ADDITIONS TO THE EROSION CONTROL MEASURES AS
REQUIRED. THE CONTRACTOR SHAU. PROVIDE ADDITIONAL EROSION CONTROL MEASURES AS
DETERMINED NECESSARY BY THE INSPECTOR AND/OR PROJECT ENGINEER. FAILURE TO COMPLY
WITH ALL LOCAL AND STATE EROSON CONTROL REQUIREMENTS MAY RESULT IN CIVIL PENALTIES
GONG LEVIED AGAINST THE CONTRACTOR.
4. DURING THE WET SEASON (NOVEMBER TO MARCH INCLUSIVE), ALL DISTURBED SOILS SK41L BE
STAMUZED WITHIN 48 HOURS AFTER STOP OF WORK. EROSON CONTROL MEASURES SHALL
INCLUDE. BUT ARE NOT UMITED TO, COVERING THE AFFECTED AREA (INCLUDING SPOIL PILES WITH
PLASTIC SHEETING, STRAW MATTING, JUTE MATTING, STRAW MULCH, OR WOOD CHIPS). SEEDING
OF THE DISTURBED AREAS SHALL TAKE PLACE AS WEATHER PERMITS.
5. ALL SEEDED OR SODDED AREAS SHALL BE CHECKED REGULARLY TO ENSURE VEGETATIVE
COVERRACE IS COMPLETE. AREAS SHALL BE REPAIRED, RESEEDED. AND FERTIUZED AS REQUIRED.
6. TRACKING OF SOIL MUD, OR DEBRIS OFF SITE WILL NOT BE ALLOWED, IF SOIL MUD, OR DEBRIS
IS RACKED ONTO A PUBLIC ROADWAY. THEN IT SHALL BE REMOVED BY THE END OF THAT
WORKING DAY. TO PREVENT THE TRACKING OF SOL, MUD, OR DEBRIS ONTO PUBLIC ROADWAYS,
IL'
SWEEPING OR WASHING OF THE VEHICLE'S TIRES MAY BE REQUIRED PRIOR TO DMI14G A
PUBLIC RO"AY. i
7. NO MORE THAN 300 UNEAL FEET OF TRENCH SHAU. BE OPEN AT ONE TIME.
8. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDES OF TRENCHES.
9. TRENCH DEWATERING DEVICES 91ALL BE DISCHARGED IN A MANNER THAT WILL NOT ADVERSELY
AFFECT STREAMS. DRAINAGE SYSTEMS, OR OFF -SITE PROPERTIES.
10. ALL STORM SEWER INLETS RECEIVING RUNOFF FROM THE PROJECT DURING CONSTRUCTION SHALL
BE PROTECTED SO THAT SEDIMENT -LADEN WATER WILL BE FILTERED BEFORE ENTERING THE
CONVEYANCE SYSTEM.
IT. ALL OFF -SITE CATCH BASINS IMMEDIATELY ADJACENT TO THE PROPOSED SITE SHALL BE
PROTECTED FROM SILTATION.
12. ALL DISTURBED AREAS SHALL BE SEEDED OR SODDED UPON COMPLETION OF THE WORK. THE
CONTRACTOR SHALL ENS1IRE THAT COMPLETE COVERAGE OF THE DISTURBED AREAS IS PROVIDED
AND THAT GROWTH OF THE VEGETATION IS ESTABLISHED.
DEMOLITION NOTES:
1. LIMITS OF CONSTRUCTION ARE SHOWN ON THE PLAN. WHERE UMITS
ARE NOT SHOWN THE PARCEL BOUNDARY OR THE SILT FENCE SHALL
BE THE LIMITS & CONSTRUCTION.
2. ALL EXISTING ASPHALT TO BE DEMOLISHED ADJACENT To NEW
ASPHALT AND SHALL BE COMPLETED WITH A�SAW CUT NEAT UNIFORM
EDGE
3. STRIP ALL EXISTING VEGETATION AND TOPSOIL WHERE GRADING WORK
IS TO OCCUR.
4 wes 1111 .
Know what's below.
Call before you dig.
t,',LEAr
GIF I
s
AL
m:
0
z
Y.
z co
z
L) 0 a
L)
0
z
0
a: W g
TESC AND
DEMOLITION PLAN
K-AMITS "��
C1.01
I
11
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
- ILTak r
stri.vit
14 L.,
e - IS' ',C 3D OR-
uji.-utis %
1. If .. Ll I . -wInk
t
Ft.-E� FARIC WTEP�cL [%
crnixg RELL1 LSE 0,PLE3
.,.S�cv Cahv'
E -L
THE TIRENO4 NSID Ch KT-i ;= 3F
Lr- 4111FE M TO 4rl."Z4
r
-11 WIT tqg*li it, If*
TO
.
F
�111;*l 1��.FCN F�1.1
it
MR F
- ------ - - ------
-J- Lp
'Q'M "E' 1�-
L
6, TIM
LI\"
, I ,1003 MST, ZI
2-FL- �&Wrhlh WO t:FL?a
r-RA%: [A-C� T3 :q-IlAr P913CP. QX^.EEH Cl>.-CL
rr, -,x,rrTIT� IrO 111121 r, 6 1
L-?J'.' _ Lit. ILUTIII�U- 4L 111.101J T U41L
UT 4-p C." ocz:14
ARF L
$77A \ :1 ) DET
UM ZARI.FeW 11prog"
Etill
FIL -R FABRIC FENCE
"I I
-014 X-ZILS
?;2�R�f SP LL3
IT.
min cti,11
CCWrFACTC:t SW.LL HATA:H TE-P%Vkf COSTFLETM4 N-R'WX
11IR'"r. Tis- ammirmw ir7irn
i 3,4 4-L C;TQjJO1 :QNTv3-
1.77-` - '0 - F - .'E, �--, N1 (----J'D - ., I
STAII on af�%t") ffto�
V _3
C4T14
J
174)
I-r,",, 3PLES AlY IE IAEC III
ffgT.%rh C -:2F
CEU:- EJ�JA T-13JE 0-LICOITC14
I Sol 1 1 M-61H 14 1411 3 At .1
rMs DUIF-113 C24.-FXCEM's
1-16 lit
BEMIRE vrR1C :'I'll ECC14
-EDNAC
N
TAN D.4r'
ZI OF -TAIL
DIM MSIE
STABILIZED CONSTRUCTION ENTRANCE TEMPORARY SEDIMENT TRAP
SCALE ==�D
2% M:N SLOPE STOCKPILE MATERIAL SK41 BE
SAITSFAC DRY MATERIAL AS 1.
STOCKPILES SH&L BE STABILIZED (WITH PLASTIC
lomm MIN T41CK BLACK DEFINED IN FHE SPECIFICATIONS.
SHEETING OR OTHER APPROVED DEVICE) DAILY BETWEEN
F
PLASTIC SHEETING OVER FREE 0 DEBRIS. AND WITHIN 2%
NOVEMBER I AND MARCH 31.
STOCKPILE
OF OPTIMUM MOISTURE CONTENT.
2.
IN ANY SEASON. SEDIMENT LEACHING FROM STOCK PILES
3 1 MAX. SLOPE
MUST BE PREVENTED.
2 .-E1X&V.1TE TtEmCoo 0- DEEP
rf2AV 24L= '.ML
PROVIDE ENEM 3.
TZP II-CrONOT BE PLACED WHILE IN A FROZEN OR
SO
�10 3rWE J�LE�,
DISSIPATION AT ME
M DDY I)m N. MEN THE SUBGRADE IS EXCESSIVELY
WHEN NEEDED
WET. OR WHEN CONDITIONS BOST THAT MAY OTHERWISE
BE DETRIMENTAL TD PROPER GRADING OR PROPOSED
7
-I,,fH7
SODDING OR SEEDING.
4.
PREVIOUSLY ESTABLISHED GRADES ON THE AREAS TO BE
'ON Or N P.MPERL"r*
CUSS SECTE
TOPSOILED SHALL BE MAINTAINED ACCORDING TO THE
APPROVED PLAN.
t.r ST.--V.-9 f-A FA.F Tj
Pl:=-3111
FSTEA1.0 �XLES
L 2r*
PROPER FLACEKNIT CF STRA14
PARR*ICR 31`1 6 BRA"NAGE W6,i
C F-M Q I A141 gr9l r-
31114- ITILLS Ill '�!V.L P.VM1 LP11SUIN 't-CILL I C-Al 11,11*1.01� kl.ILD�-U LIM I'LL
EFES-114 C*JtFG'- 4rT-CMS JiErCFE
till LM ,I , MIT �qa I&A.114.
),344t 1 (01 " eml
STRAW BALE CHECK DAM SCALE, ���
PLASTIC COVER INSTALLATION NOTES
I RUN PLASTIC UP AND DOWN SIDE SLOPES SLOPE. NOT ACROSS THE SIDE SLOPE
2 PRON40E MINIMUM OF 3-FOOT OVERLAP AT SEAMS PLACE UPSLOPE SHEM TO
OVERLAP DOWNSLOPE SHEETS
3 ON LONG OR WIDE SLOPES. OR SUOPE$ SUBJECT TO WIND, ALL SEAMS SHALL BE
TAPED
4. PLACE PLASTIC INTO A SMALL (12-INCH WIDE By 6-INCH DEEP) SLOT TRENCH AT THE
TOP 0' THE SLOPE AND BACKnLL WITH SOIL TO KEEP WATER FROM FLOWING
UNDERNEATH.
5. PLACE SAND FILLED BURLAP OR GEOTEX`nLE BAGS EVERY 3 TO 6 FEET ALONr
SEAMS/EDGES AND POUND A WOODEN STAKE THROUGH EACH TO HOLD THEM IN PLACE
6. ROPE TOGETHER AND PLACE SAND FILLED BURLAP OR GEOTEXTILE BAGS EVERY 3 TO 6
FEET CENTERED BETWEEN ALL SEEMS.
MAINTENANCE REQUIREMENTS:
I INSPECT PLASTIC FOR RIPS, TEARS. AND OPEN SEAMS REGULARLY AND REPAIR
IMMEDIATELY. THIS PREVENTS HIGH VELOCITY RUNOFF FROM CONTACTING BARE SOIL
WHICH CAUSES EXTREME EROSION
2. TORN SHEETS MUST BE REPLACED AND OPEN SEAMS REPAIRED.
3. IF THE PLASTIC BEGINS TO DETERIORATE DUE TO ULTRAVIOLET RADIATION, IT MUST BE
COMPLETELY REMOVED AND REPLACED.
PLASTIC COVERING NOTES:
1. PLASTIC SHEETING SKALL HAVE A MINIMUM THICKNESS OF
6 MILS AND SMALL MEET THE REQUIREMENTS OF THE
STATE STANDARD SPECIFICATION SECTION 9-14.5.
2. COVERING SHAU BE INSTALLED AND MAINTAINED TIGHTLY IN
PLACE BY USING SANDBAGS OR TIRES ON ROPES WITH A
to_
MAXIMftZ FOOT GRID SPACING IN ALL DIRECTIONS. ALL
SEAMS BE TAPED OR WEIGHTED DOWN FULL LENGTH
AND THERE SHALL BE AT LEAST A 12-INCH OVERLAP OF
ALL SEAMS.
3. CLEAR PLASTIC COVERING SHALL BE INSTALLED IMMEDIATELY
ON AREAS SEEDED BETWEEN NOVEMBER I AND MARCH 31
AND REMAIN UNTIL VEGETATION IS FIRMLY ESTABUSHED.
4. WHEN THE COVERING IS USED ON UN -SEEDED SLOPES, IT
SHALL BE KEPT IN PLACE UNTIL THE NEXT SEEDING
PERIOD.
5. PLASTIC COVERING SHEETS SHALL BE BURIED TWO FEET AT
THE TOP OF SLOPES IN ORDER TO PREVENT SURFACE
WATER FLOW BENEATH SHEETS.
6. PROPER MAINTENANCE INCLUDES REGULAR CHECKS FOR
RIPS AND DISLODGED ENDS.
STOCKPILE PROTECTION
S ----U
CALE NTS t
TEMPORARY DIKES AND SWALES NOTES-
1. SEED AND MULCH SHAL1. BE APPLIED WITHIN 5 DAYS OF DIKE CONSTRUCTION (SEE
VEGETATION).
2. THE UPSLOPE SIDE OF THE DIKE SKALL PROVIDE POSITIVE DRAINAGE TO THE OIvE
OUTLET.
3. NO EROSION SHALL OCCUR AT THE CIKE OUTLET. PROVIDE ENERGY DISSIPATION
MEASURES AS NECESSARY.
4. SEDIMENT LADEN RUNOFF MUST BE RELEASED THROUGH A SEDIMENT TRAPPING FACILITY
SUCH AS A POND, TRAP, OR SILT FENCE AS APPROPRIATE TO DRAINAGE AREA SIZE
8' M11,L 2 IN.. IL
2' IN
2 -r ";` - I
DIKE MATERIAL
COMPACTED To INTERCEPTO
95% PROCTOR R DhE SPACING 100. 200'
OR 3IT67DEPENDINC ON GRADE
TEMPORARY INTFRCEPTOR DIKE
GRASS OR ROCI,
LEVEL BOTTOM 2
SPACING 100'. 200' OR 300'
DEPENDING ON SLOPE
DIVERSION DIKE , SC4L NTS 0
-y W
CG
0
J, ST
'01TAL
z
�c I
z M
U)
z
0.
o
0,z
OR
L LLJ
i-
s- Taw
TESC DETAILS
=-,Tq 11[�-m
RIAL
C1.1 1
ENGINEERING
6TREET FILE LAND SURVEYING
APPROVED BY ARCHITECTURE
r BUILDING SCIENCE
STOH F ki �3111NEERING-' RESUB LAND USE PLANNING
LANDSCAPE ARCHITECTURE
MA� I ;I All INTERIOR DESIGN
GRAPHIC DESIGN
STRATEGIC MARKETING
CONSTRUCTION ADMIN
U FmAl 9
'7c
10
0
1)�
V�A
IL
/tA
.4
FIRST SECURITY BANK
EDMONDS BRANCH
620 EDMONDS WAY
EDMONDS, WA 98020
PREPARED BY BCRA
MAY 12, 2011
1L
��!S- WYC"'S"
4 �- I
I
I here6y state that this Stormwater Site Plan for the project known as 'First Security
Bank' has 6een prepared 6y my or under my supervision and meets the standard of
care and expertise which is usual and customary in this community for professional
engineers.
I
I
I
I
I
I
I
I
'I
I
I
I
1,
I
I
k
I
I
I
I
d
I
I
I
'I
I
I
11
I
Stormwater Site Plan - Table of Contents
Section1 - Project Overview .............................................................. 3
Section 2 — Existing Conditions Summary ................................................ 4
Section3 — Off -site Analysis Report .................................... **** ............... 4
Section 4 — Permanent Stormwater Control Plan ....................... ...... 5
Section 4.1 — Existing Site Hydrology .................................................. 5
Section 4.2 - Developed Site Hydrology ................................................ 5
Section 4.3 — Performance Standards and Goals ..................................... 5
Section 4.4 — Flow Control System ...................................................... 6
Section 4.5 — Water Quality System .................................................... 7
Section 4.6 — Conveyance System Analysis and Design .............................. 7
Section 5 — Construction Stormwater Pollution Prevention Plan ........................ 8
Section6 — Special Reports and Studies ................................................... 8
Section7 — Other Permits ................................................................. 8
Section' 8 — Operations and Maintenance Manual ...................................... 8
Section9 — Bond Quantities Worksheet ....................................... o o ......... 8
AppendixA — Exhibits ..................................................................... 9
A-1 —Vicinity Map ........... 10
A-2 — Developed Basin Map ........................................................................ I I
A-3 — Site Plan ........................................................................................... 12
A-4 — NRCS Soil Survey .............................................................................. 13
AppendixB — Flow Control Design ...................................................... 14
Appendix C — Water Quality Calculations ......................................................... 15
AppendixD — Conveyance System Analysis ............................................ 16
Appendix E — Geotechnical Report and Infiltration System Recommendations ....... 17
Appendix F — Operations and Maintenance Manual .................................. 18
2
I
I
Stormwater Site Plan
Section I - Pr 6�jed Overview
The First Security Bank project includes the demolition of an existing branch building
and parking area, and constructing a new branch building and parking lot. Site
improvements will also include sidewalk, landscaping, utility extensions, and a
stormwater management system.
The site address is 620 Edmonds Way in Edmonds, Washington. It is located in
Section 25, Township 27 North, Range 3 East in Snohomish County, WA. The site is
bound by Edmonds Way (State Route 104) to the south, Paradise Lane to the north,
and private property to the west. The site consists of three parcels that are a total of
0.51 acres. The parcels are numbered 27032500307300, -7200, and -3500.
Existing site features include a bank branch building located near the middle of the
most northeasterly property line, an asphalt parking lot, three driveway connections
to adjacent roads, rockeries, landscaped areas, and wooded areas. The majority of
the existing site is developed and covered with hardscape. The existing site is gently
sloped with an average slope of approximately 3%. Elevations vary from
approximately 283 feet to 271 feet.
Development of the site involves the demolition of the existing building, parking lot,
and select portions of the rockeries. Upon final construction of the First Security Bank,
the three parcels will include approximately 0.34 acres of impervious surfaces
(building roof, asphalt concrete, cement concrete, rockeries, and existing impervious
surfaces to remain) and 0.25 acres of pervious surfaces (landscaping, existing
wooded area, etc.)
The stormwater management system for the First Security Bank will include a roof
drain conveyance system, a surface water conveyance system, and an infiltration
facility. It will also include a Contech StormFilter@ manhole that will provide
stormwater treatment. There will be no off -site discharge of stormwater from the
developed portion of the site.
Utility improvements will include extending water, gas, power, telephone, and
sanitary sewer service to the proposed building. All utilities will connect to the north
side of the proposed building, with the exception of sanitary sewer. Sanitary sewer
will connect to the south side of the building. Off -site improvements will include the
3 BCD A @a
I
elimination of one drive off of Edmonds Way and updates to drive approaches at
Edmonds Way and Paradise Lane. They will also include installing additional rockery
sections to an existing rockery along Edmonds Way.
All stormwater quantity, quality, and erosion control design has been completed
according to the Washington State Department of Ecology Slormwater Management
Manual for Western Washington (SMMWW), dated February 2005. A conveyance
analysis has been completed according to industry standard.
:Si6dion2--Exitting.r-ondit;ion'sSu'�'mmor.y,
Currently, the site is gently sloped with an average slope of approximately 3%.
Elevations range from approximately 283 feet to 271 feet. The site consists of an
existing bank building, asphalt parking area, and wooded and landscaped areas.
The entire site appears to gently drain towards the northwest corner of the site. Runoff
from the existing parking lot and building roof appears to drain to a conveyance
system located in Paradise Lane.
According to the geotechnical report, the onsite soils consist of a layer of topsoil
overlying recessional outwash or advance outwash sediments. The top soil depth
ranges from approximately 6 to 10 inches at the boring locations found in the
geotechnical report. The Natural Resources Conservation 'Service (NRCS) identifies
the onsite soils as Everett gravelly sandy loam, 0 to 8 percent slopes, which are
categorized as Hydrologic Soil Group type A soil. A soils map can be found in
Appendix A. The geotechnical report can be found in Appendix E.
on
3 0 ff- rs i ft � Ana''Iys i s . Re po rt
The project site appears to receive no off -site run-on. Existing contours indicate that
on -site runoff flows from southeast to northwest. Near the'north corner of the site,
runoff appears to enter a public stormwater system by means of a catch basin. The
proposed development will eliminate this connection to the public stormwater system.
DowWream Analysis
A downstream analysis was not performed for the First Security Bank site because the
proposed stormwater management system is designed to infiltrate all runoff from the
proposed site features (i.e. the building roof, driveways, parking areas, sidewalks,
landscaped areas, etc.)
4
J DO ta W, N -1
I
I
I
I
I
I
I
I
I
I
Section 4 — Permanent Stormwater Control Plan
Section 4.1 — Existing Site Hydroig
W
The existing site is predominantly impervious. The three parcels are
approximately 0.59 acres in size, and approximately 0.37 acres of
that are impervious (building roof, asphalt parking, sidewalk, etc.). The
impervious surfaces and a small section of landscaped area drain to a
single catch basin located northwest of the existing building. From
there, runoff is conveyed to a stormwater system located in Paradise
Lane. The wooded area in the northwest corner of the site appears to
either infiltrate runoff or direct it to properties located west of the site.
Section 4.2 - Developed Site Hydrolog
In the developed condition, the developed portion of the site will be
divided into two sub -basins; one for the proposed building roof and
another for the parking and landscaped areas. The runoff generated in
the sub -basin for the building roof will bypass the treatment manhole
and flow directly to the infiltration facility. Table 4.1 summarizes the
developed condition sub -basin information. Refer to Appendix A for
the developed condition basin map.
Table 4.1 — Sub -basin Information
Sub -Basin
Impervious Area
(ac
PerVious.Area
(acres)
Total Area
(acres)
1
0.06
0.00
0.06
1 2
0.18
0.03
1 0.21
The project site is less than one (1) acre in size and
approximately 10,500 square feet of new plus replaced
surfaces (see Table 4.1). Therefore, according to Figure
April 2070 Edmoncls Stormwoter Coole Supplement, the
classified as a Category 2 Small Site Project.
Section 4.3 — Performance Standards and Goals
consists of
impervious
2-1 in the
project is
The proposed on -site basin drains to a single point, and is therefore a
single Threshold Discharge Area. Using the decision flow charts and
treatment requirement flow charts and tables found in Volume 1,
Chapter 3 of the SMM\NW it was determined that a basic treatment
5 BCD A @g
1\-f-v
I
facility is required for the project First Security Bank project.
Additionally, the project site will have more than 5,000 square feet of
new plus replaced poll uta nt-generati ng i'mpervious surface. Therefore,
runoff treatment is required (see Section 5.6.1 of the April 2070
Edmonds Storm woter Code Supplemen4.
Section 4.4 — Flow Control System
Flow control for th e First Security Bank site will be achieved by
infiltrating stormwater runoff on the project site.. StormTech@ SC-740TM
chambers will be installed under the parking area to provide
temporary underground storage for stormwater runoff. These chambers
have an open bottom that allows the runoff to infiltrate into the
underlying soils. A design infiltration rate of 2.inches/hour has been
used to size the chambers at the direction of Associated Earth Sciences,
Inc. (refer to the geotechnical report in Appendix E).
I
I
I
I
I
I
I
I
I
Three (3) pit drains will be located directly underneath the infiltration
facility. Each pit will be a gravel column that will serve as an insurance
measure for the infiltration system by allowing runoff to easily infiltrate
down towards the water table. The pit drains will be 3' x 10' in plan
view and will extend down to a depth of approximately 255'.
Since the improved portion of the site will not have a stormwater
discharge from the site, the requirement to match pre -developed or
existing flowrates does not apply. Flow control design calculations can
be found in Appendix B.
Stormwater runoff that is generated from pollutant generating surfaces
(e.g. the parking area) will be routed to a treatment manhole prior to
entering the infiltration facility. Runoff from the building roof will
bypass the treatment manhole and be routed directly to the infiltration
facility.
The infiltration facility will consist of two (2) rows of five (5) and one (1)
row of four (4) SC-740TM chambers. The middle row will be an
Isolator Tm row that will be used to collect sediment and other debris. It
will be cleaned and maintained as described in the Operations and
Maintenance Manual (see Appendix F). There is no overflow or control
structure for the StormTech@ SC-740TM Chambers because they have
been designed to infiltrate 100% of the historical runoff volume, which
6 - B C _ D1\1A_V IN
I
I
11 L
I
d
I
I
I
I
I
I
I
I
I
I
I
Ll
was calculated using WWHM Ve'rsion 3.0 software. The locations of
the chambers can be seen on the site plans included in Appendix A.
Section 4.5 — Water Quali!y System
The water quality criteria for the First Security Bank site can be found in
Chapter 4. 7. 7 Water Quality Design Storm Volume in Volume V of t he
Fehruary 2005 Stormwoter Management Manual for Western
Washington. It is required that the 91't percentile, 24-hour runoff
volume be treated, as determined by an approved continuous runoff
model. Water quality calculations for this project were performed using
the Western Washington Hydrology Model (WWHM) Version 3.0
software, which is an approved continuous runoff model.
The water quality flowrate for the parking lot is expected to be' 0.0527
cfs. Runoff quality control will be provided by a Contech StormFilter@
manhole that houses three (3) tall StormFilter@ cartridges. The
treatment manhole will be located at the north corner of the parking lot
and will accept runoff from the entire parking surface. WWHM water
quality design calculations for the project can be found in Appendix C.
Section 4.6 — Conveyance System Analysis and Design
7
The stormwater conveyance system has been analyzed using the
Manning's Equation, which is 'an empirical formula for open channel
flow. The First Security Bank site has a simple stormwater drainage
system that conveys runoff from the building roof and parking area.
All stormwater drainage pipes have been designed to convey the
expected 15-minute time step, 25-year flow frequency peak flowrate.
WWHM software was used to calculate the hourly time step flowrate
for this event. This value was then multiplied by a factor of 1.6 to
approximate the 15-minute time step, 25-year flow frequency peak
flowrate. A discussion about the flowrate conversion factor can be
found on page 9-15 of Volume V in the Fehruory 2005 Stormwater
Management Manual for Western Washington. Refer to Appendix D
for conveyance calculations.
Section 5 _'Construction Stormwater P-ollution Prevention Plan
A Construction Stormwater Pollution Prevention Plan (CSWPPP) has been prepared
for the First Security Bank site as a separate document. Best Management Practices
(BMPs) that will be used on site to control construction stormwater include, but are not
necessarily limited to siltation fence, inlet protection, and a construction entrance.
�Sech on6" S pecial Repo rts an d Studies
A geotechnical report was prepared by Associated Earth Sciences, Inc. and it is
dated July 27, 2010. Associated Earth Sciences, Inc. also prepared infiltration system
recommendations, which are dated February 9, 2001. Both are included in
Appendix'E. No other studies or investigations related to the First Security Bank
project have been conducted.
;,Section 7 — Other Permits
The required permits for the First Security Bank project include, but are not
necessarily limited to building, right-of-way, demolition, mechanical, plumbing, fire
alarm, signage, and WSDOT general permits.
:Section 8 — Operations and Maintenance Manual
An operations and maintenance manual has been included in Appendix F.
'!Sedion 9 — Bond Quantities Worksheet
Any performance bonds or other financial guarantees that are required for
construction will be setup prior to the beginning of construction by the contractor.
I
I
I
I
I
I
I
I
I
I r- I
I
I
I
I
I
I
11
I
I
Appendix A — Exhibits
I
I
I
I
I
I
I
I
I
11
I
I
I
I
I
rl
I
I
1 10
A- 1 —Vicinity Map
Q I I I- L- W I I %J 1 14
T
N
2000 1000 0 2000
1
SCALE: 1"= 2000'
PROJECT
SHEET TITLE
FIRST SECURITY BANK
VICINITY MAP
620 EDMONDS WAY
EDMONDS, WA 98020
ARCHITErTUREBCPA
REVISIONS
DATE
SHEET
ENGINEERING
LAND USE PLANNING
1 NTERIOR D SIGN
01.17.2011
1
GRAPHIC DESIGN
BUILDING SCIENCES
SCPA NO.
FIGURE 1
11� PAC HC AVENIE, 511TE � TACOIM, 1AS"I"GTON W� 2�,I-.l -bu-171-
0 COPYRIGHT 2011 - 6CRA, INC. - RIGHTS RESER�ED
TACO�, WASHINGTON SEATTUE, WASHINGTON A�"DRJA,VIRGINIA
— Date Plotted: Jon 1/, 2011 — 12:06pm Filename: 10139C—VCMP.dwg By: LJOHNSON
A-2 — Developed Basin Map
I
11
01
T I MENVI �tr
he .0�
I- I -t i 0i mi
W, W
I
I
I
2 0.18 0.03 0.21
ROJECT
FIRST SECURITY BANK
620 EDMONDS WAY
'EDMONDS, WA98020
ARCHTECTURE
ENGINEERING
LAND USE PLANNING
INTERIOR DESIGN
.APH C DESIGN
EUIL IC
DING SCIENCESBCRAIR
2111 PACIRC AVENUE, SUITE 1W TACOMA, WASHINGTON 11112 111111A.1
TACOMA, WASHINGTON SEATTLE, WASHINGTON ALEXANDRIA, VIRGJNIA
SHEET TITLE
DEVELOPED BASIN MAP
REVISIOW DATE
01.17.2011
8CRA NO.
c-GHT mll .8 ALL m �W�D
I
S EET
FIGURE 2
— Date Plotted: May 12. 2011 — 12:37pm Rename: 10139C—BASN.dwg By: LJOHNSON
A-3 — Site Plan
0
12 -1
BCD A fij
1\1 -
SITE & SURFACING PLAN
A PORTION OF THE S.W.1/4 OF SECTION 25, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M.,
CITY OF EDMONDS, SNOHOMISH COUNTY, WASHINGTON
16
15
17
cr
ol. QD
2
1S
ETBACK
TYP
FE=277 50
A
2
4
-01
" le�
TYP
6
X
' <
2
10
X
7
2
4
16
20 10 0 20
SCALE 1'- 20'
LEGEND
PROPERTY/BOLINDARY LINE
BUILDING FOOTPRINT
- - — - — - -
SETBACK LINE
AWAALT PAVEMENT - STANDARD DUTY
ASPHALT PAVEMENT - HEAVY OUTY-(j)
CIMM CONCRETE SIDEWALK Q;�
CEMENT CONCRETE SIDEWALK
CITY OF EDMONDS
CURB & cunIER D
(&
Ic —
VERTIM CURB
INTEWA \Q2Y rH"\
a)RI3 TYPE TRANsrn
_EC
VC
cmca
ROOKERY
0
CATCH BASIN TYPE 2\'�Ey'
SHEET NOTES:
MATCH EXISTING PAVEMENT. HOT TAR SEAL "IT BETWEEN NEW AM
EXISTING ASPHALT PAVEMENT
MATCH EXESING PAVEMENT SOMM IN ROAD
MATCH EX57M SIDEWALK.
PROM CA RAMP PER DETAL
0 ADA STALL STWNG AND SMAGE PER THE ARCHITECTURAL SITE PLAN.
PROVIDE CONTROL AND EXPANSION JOINTS IN ON-SrrE SIDEWALK REFER TO (jJ QK
ARMCTURAL PLANS FOR LAYOUT
PLAZA PAVING AND SIGNAGE PER LANDSCAPING PLANS.
COMMERCIAL DRIVE ENTRANCE PER DETAIL
PAD FOR PAD -MOUNTED TPANSFORMO? BY SNOHOMISH COUNTY PUBLIC
UTILITY D61W - SHOWN FOR REFERDa ONLY.
PROPOSED CURB, MATCH EXISTING CURB TYPE.
CEMENT CONCRETE DRIVEWAY ENTRANCE. TYPE I PER DETAIL
CEMENT CMIETE PEDESTRIAN CURB IN RIGHT-OF-WAY PER DL7AI1L
CROSSWALK STRIPING PER WSDOT STANDARD KAN M-15.10-01.
CONTINUE CROSSV" STRIPING ACROSS TRAVELED WAY TO EXISTING CURB
(NOT SURVEYED).
PARALLEL CURB R44P PER WSDDT STANDARD PLAN F-40.12-01.
DETECTABLE WARNING SURFACE PER WSDOT STANDARD PLAN F-45.10-00.
CROSSWALK STRIPING PER DETAIL
TYPE A PERPENDICULAR CURB RAW PER WSDGT STANDARD PLAN
F-40 12-01
NOTES:
1. THE EXISTING Srrr. SMS REQUIRE MPER COMPACTION PRO TO
RACDOIT OF BUILDING, PAYING. AM UTILITY IMPROVE)OFTS.
Z COATTRACTOR TO REPAIR / REPLACE ALL EXISTING FACILITIES THAT AM
MMACED WRING CDNSTRUCTKIN TO PRE -CONSTRUCTION CONDITION.
I REFER TO AR09TECRRAL KARS FOR SITE DIMENSK)".
4 FOR EXISTING SYMBOLS RUER TO TOPOGRAPHICA. SURVEY SHEETS.
5. REFER TO LANDSCAPE PLANS FOR GROUNDCOVER LOCATIONS AND TYPES.
6 PRIOR TO OONSrRLICTION. CONIT� 40 CITY OF EDMONDS 04GINUDIING
DIVISION PERSONNEL SHALL INSPECT CONDITION OF EXISTING CURB AND
SIDEWALK IN RW-OF-WAY TO DETERMINE EXTENT OF DM71NG CURB AND
SIDEWALK THAT IS SUBJECT TO REMOVAL. AND REPLACEMENT. CONTACT
JoANNE ZULAUF AT 425.7710220 TO SCHEDULE INSPECTION.
IMPERVIOUS
SURFACE
UNE
TYPE
AID (SO FT)
1.
EXEMPr
0
EXEMPT
NON-EXEMPT
2.
REPLACED
0
11,690
3.
NEW
F
2.200
4.
IQTAL RLPLACW + NEW
(Noti-EXEM111) —
13,890
Know whaf below.
Call before you dig.
t
0 0
NAL
m
0
z
�d 9
z ca
U)
Z
0
0 'i
0
EL W
CMCO�NTSM.12M11
SITE & SURFACING
PLAN
C2.01
27392
273.91 (EXIST.1�,
30-
-277.17�.plsf
27 (EXIST.
278.98
t
N
20 10 0 z
SCALE. 1'- 20'
282.1.1
:47 pm)--
.,�/279.89 B/M
--��,282.43 T/W-
I--,
GMDING PLAN
A PORTION OF THE S.W. 1/4 OF SECTION 25, TOWNSHIP 27 NORTH. RANGE 3 EAST, W.M.,
CITY OF EDMONDS, SNOHOMISH COUNTY. WASHINGTON
12.10 (EXIST.)
?�66 (EXIST.)
1.57 (EXIST.)
!.72 (EXIST.)
I
282.95 (E�T,
-282.95 (DUST.)
LEGEND
— — — —
PROPERTY / BOUNDARY UNE
,,-276,85
SPOT ELEVATION
120%
SLOPE ARROW
-280 —
PROPOSED CONTOUR
—
BLLDINC FOOTPRINT
273 - — —
- EXISrM CONTOUR
(9)
STORM STRUCTURE
—
SIDEWALK RAMP
TEMPORARY SEDIMENT TRAP
-0--
FILTER FABRIC F04CE
SHEET NOTES:
(D MATCH EXISTING GRADES.
QROE IN AM PARIONG STALL AND LOOK ZONE
SHAUL HIM EXCEED 2.00X 94 MY DIRECTION.
GRADING NOTES:
1. THE EXISTING SrTE SOILS REQUIRE PROPS COMPACTION PRIOR TO
PLACEMENT OF BUILDING. PAVING. AND UTILITY IMPROVEMENTS.
2. THE SPOT ELEVATIONS INDICATED ON THIS PLAN R94ZESM THE DESIGN
TOP OF PAVEMENT UNLESS OTHERWU SPECIFIED.
J. CONTRACTOR SHALL ASSURE POSITIVE DRAINAGE AWAY FROM BUILDINGS
FOR ALL NATURAL AND PAVED AREAS AND SHALL GRADE ALL AREAS TO
PRECLUDE PONDM OF WATER.
4. APPROXIMATE EARThVORK QUANTITIES
cur., 130 CY
FILL, 290 CY
NET, 160 CY (FILL)
BUILDING FOUNDATION VOLUME: 120 CY
THE OLMITTIES ABOVE ARE SHOWN ONLY TO MEET THE CITY OF
EDMONDS DEVELOPMENT REQUIRDI[ENTS. THEY ARE NOT TO BE USED
FOR ESITMATING OR BIDDING Pujukm THE CONTRACTOR IS
REPONSIBLE FOR PERPORNUNG HIS/`HER 00 CALCULATIONS TO
DEISMINE ACTUAL EkqIHWDRK QUANTITIES.
4 *$,111
0
A.
Know where below.
Call before you dig.
�j
m
0
z
'I
z ca
co
Oc z
:3
LLJ w 0,
Do
'27
U) W
cr... .
,A CMCOA—�—�i
—T—
GRADING PLAN
C3.01
\. Ny?t
V
.4;4 27351. T1q I
29. 'clyc
27200. 8*CC4
12-
'A
E 272.08
FFE-27750' 2OLF 4-0
SD65 0 7.75X
RIM 216.60
E 270' 48
E 226174 j9Z 2 t'. b%::
I 19LF SOUD'�*
3 'PVC SDR35
SDRM
E 27016 277
SDOD
4LF 4*4 SDR35 RIM: 276.84
5.00% IE 27tO6
t
N
AI
20 10 0 20
SCALE. I *- 20'
IE: 270.
TYP.4
�9i
I
STORM DRAINAGE PLAN
A PORTION OF THE S.W.1/4 OF SECTION 25. TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M..
CITY OF EDMONDS, SNOHOMISH COUNTY, WASHINGTON
27� xj. Me
271.'91 24*04 &W,
27f.49, WVj.'Q. 5LF-
55 0 1.00%
Iff0 1 TYPE 2-48- W1 SOLID UO
77 . - 13.04R
I 1+ 87 OFF.
Rnk 276.76
IE 1* 270.35 8- (N)
IE IN:'270.35 4- (W)
IE: IN 270.35 6' (NW)
'IE OUT: 2iOZ5 24' (SE)
*'-\� ----- ----- R
4t
—292
SAX7AW MkaQU—
RN 791.5; LAW Ri
.4 ccN�.'x
12Z561: �24*cm SE
;/1 1;. 6`cc�;(. mi
rL-EGEND I
PROPERTY / BOUNDARY UK
BUILDING FOOTPRINT
RD—
FD
ROOF DRAIN rD"�
FOOTING DRAIN qo
STORM DRAIN
CLEAN OUT
us
STORM STRUCTURE
- -- -- -21� -
EXISTING CONTOUR
—273—
PROPOSED CONTOUR
@am
PIT DRAIN
0
TEMPORARY SEDIMENT TRAP
SHEET NOTES:
(D(14) STORWTUCH�SC-740 CHAMBERS AND VDr PE C4.12.
RMTEC.%gr
LONGITUDINAL AND GROSS SLOPE OF TOP MERS , BASE OF
STONE, AND STONE SHALL BE ZERO UML).
I/
�D (3)-27- WMDGES 94 CONI'DaMANHOLE STORMFILTER WITH OPEN GRATE q�
(D CONNECT TO ROOF DRAIN SYSTEM. SEE MECHANICAL PLANS FOR CONTINUATION.
STORWITECH719DLATOR ROW PER DETAIL @
STORIMTECIrINSPECTION POST PER OETAII.
PIT WAN PER DUAL @
STORM NOTES:
I . FOR EXISTING SYMBOLS REFER TO MPOGRAPHICAL
SURVEY SHEET.
2. STORM DRAIN LINE MATERIAL TO BE PVC, UNLESS
OTHERWISE SPECIFIED.
3. ROOF AND FOOTING DRAIN LINES ARE LOCATED ON
PLANS FOR CLARITY AND ARE M BE PLACED IN
ACCOROANICE,WITH STANDARD PRACTICE.
4. BURIED UTILITIES ARE SHOWN IN THEIR APPROXIMATE
LOCATION. PRIOR M INSTALLATION OF ANY PROJECT
IMPROVEMENTS. CONTRACTOR SHALL VERIFY LOCATION
AND ELEVATION OF EXISTING UT1UTIES. IN THE EVENT
OF ANY DISCREPANCY FROM THE INFORMATION
PRESENITED ON THESE PLANS, CONTRACTOR SHALL
NOTIFY THE DESIGN ENGINEER OF THE SITUATION
IMMEDIATELY
5. CONSTRUCT ALL UTILITIES IN CONFORMANCE WITH THE
TRENCH SECTION DETAIL UNLESS OTHERWISE INDICATED
ON PLANS
6. ALL CATCH BASINS ARE TO BE SITUATED SUCH THAT
THE OUTSIDE EDGE OF GRATE FRAME ISS AT ME OF
CURB OR FLOW LINE OF GunER (WHERE APPLICABLE).
7. ALL CATCH BASINS IN PAVED AREAS SHALL BE
DEPRESSED 1/2- M I- BELOW GRADE SHOWN AND
smALL HAVE TRAFFIC BEARING RING AND COVER.
8. CATCH BASIN INLET PROTECTION M BE USED FOR ALL
NEW INLETS, EXCEPT FOR INLETS WITH SOLID LIDS.
UNLESS OTHERWISE SPECIFIED ON PLANS.
Know whars below.
Call before you dig.
A.LL
z
A
z ca
U)
0 �i
Z 3:
0
W z
0
z
0
a. C-� III
STORM DRAINAGE
PLAN
BCRA 19
C4.01
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
1 13
A-4 - NRCS Soil Survey
AL
I-Orw-rolk"m
USDA
United States
Department of
Agriculture
NRCS
Natural
Resources
Conservation
Service
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom SoH Resource
Report for
(F:b
anohomish %County
Piwea, Washington -
4
0
January 11, 2011
I
11
I
I
I
I
I
Preface
Soil surveys contain information that,affects land use planning in survey areas. They
highlight soil limitations that affect various land uses and provide information about
the properties of the soils in the survey areas. Soil surveys are designed for many
different users, including farmers, ranchers, foresters, agronomists, urban planners,
community officials, engineers, developers, builders, and home buyers. Also,
conservationists, teachers, students, and specialists in recreation, waste disposal,
and pollution control can use the surveys to help them understand, protect, or enhance
the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil properties
that are used in making various land use or land treatment decisions. The information
is intended to help the land users identify and reduce the effects of soil limitations on
various land uses. The landowner or user is responsible for identifying and complying
with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some cases.
Examples include soil quality assessments (http://soils.usda.gov/sqi/) and certain
conservation and engineering applications. For more detailed information, contact
your local USDA Service Center (http://offices.sc.egov.usda.gov/locator/app?
agency=nrcs) or your NRCS State Soil Scientist (http://soils.usda.gov/contact/
state —offices/).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic
tank absorption fields. A high water table makes a soil poorly suited to basements or
underground installations.
The National Cooperative Soil Survey is a joint effort of the United States Department
of Agriculture and other Federal agencies, State agencies including the Agricultural
Experiment Stations, and local agencies. The Natural Resources Conservation
Service (NRCS) has leadership for the Federal part of the National Cooperative Soil
Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Soil Data Mart Web site or the NRCS Web Soil Survey. The Soil
Data Mart is the data storage site for the official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs
and activities on the basis of race, color, national origin, age, disability, and where
applicable, sex, marital status, familial status, parental status, religion, sexual
orientation, genetic information, political beliefs, reprisal, or because all or a part of an
individual's income is derived from any public assistance program. (Not all prohibited
bases apply to all programs.) Persons with disabilities who require alternative means
I
I
for communication of program information (Braille, large print, audiotape, etc.) should
contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a
complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400
Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272
(voice) or (202) 720-6382 JDD). USDA is an equal opportunity provider and
employer.
Ll
I
I
I
I
I
I
I
I
I
I
I
Contents
Preface.....................................................................................
How Soil Surveys Are Made ...................................................
SoilMap ...................................................................................
SoilMap .................................................................................
Legend...................................................................................
MapUnit Legend ...................................................................
Map Unit Descriptions ...........................................................
Snohomish County Area, Washington ...............................
17—Everett gravelly sandy loam, 0 to 8 percent slopes.
Soil Information for All Uses ..................................................
Soil Properties and Qualities .................................................
Soil Qualities and Features ................................................
Hydrologic Soil Group ....................................................
References...............................................................................
.......................... 2
.......................... 5
........................... 7
.......................... 8
.......................... 9
........................ 10
........................ 10
........................ 12
........................ 12
........................ 13
........................ 13
........................ 13
........................ 13
........................ 18
4
11
I
How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous areas
in a specific area. They include a description of the soils and miscellaneous areas and
their location on the landscape and tables that show soil properties and limitations
affecting various uses. Soil scientists observed the steepness, lengih, and shape of
the slopes; the general pattern of drainage; the kinds of crops and native plants; and
the kinds of bedrock. They observed and described many soil profiles. A soil profile is
the sequence of natural layers, or horizons, in a soil. The profile extends from the
surface down into the unconsolidated material in which the soil formed or from the
surface down to bedrock. The unconsolidated material is devoid of roots and other
living organisms and has not been changed by other biological activity.
Currently, soils are mapped according to the boundaries of major land resource areas
(MLRAs). IVILRAs are geographically associated land resource units that share
common characteristics related to physiography, geology, climate, water resources,
soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically
consist of parts of one or more IVILRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that is
related to the geology, landforms, relief, climate, and natural vegetation of the area.
Each kind of soil and miscellaneous area is associated with a particular kind of
landform or with a segment of the landform. By observing the soils and miscellaneous
areas in the survey area and relating their position to specific segments of the
landform, a soil scientist develops a concept, or model, of how they were formed. Thus,
during mapping, this model enables the soil scientist to predict with a considerable
degree of accuracy the kind of soil or miscellaneous area at a specific location on the
landscape.
'I
I
I
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented by
an understanding of the soil -vegetation -landscape relationship, are sufficient to verify
predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them to
identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character of
soil properties and the arrangement of horizons within the profile. After the soil
scientists classified and named the soils in the survey area, they compared the
I
Custom Soil Resource Report
I
I
I
I
I
I
I
I
I
I
I
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that have
similar use and management requirements. Each map unit is defined by a unique
combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components of
the map unit. The presence of minor components in a map unit in no way diminishes
the usefulness or accuracy of the data. The delineation of such landforms and
landform segments on the map provides sufficient information for the development of
resource plans. If intensive use of small areas is planned, onsite investigation is
needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape, and
experience of the soil scientist. Observations are made to test and refine the soil -
landscape model and predictions and to verify the classification of the soils at specific
locations. Once the soil -landscape model is refined, a significantly smaller number of
measurements of individual soil properties are made and recorded. These
measurements may include field measurements, such as those for color, depth to
bedrock, and texture, and laboratory measurements, such as those for content of
sand, silt, clay, salt, and other components. Properties of each soil typically vary from
one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists interpret
the data from these analyses and tests as well as the field -observed characteristics
and the soil properties to determine the expected behavior of the soils under different
uses. Interpretations for all of the soils are field tested through observation of the soils
in different uses and under different levels of management. Some interpretations are
modified to fit local conditions, and some new interpretations are developed to meet
local needs. Data are assembled from other sources, such as research information,
production records, and field experience of specialists. For example, data on crop
yields under defined levels of management are assembled from farm records and from
field or plot experiments on the same kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on such
variables as climate and biological activity. Soil conditions are predictable over long
periods of time, but they are not predictable from year to year. For example, soil
scientists can predict with a fairly high degree of accuracy that a given soil will have
a high water table within certain depths in most years, but they cannot predict that a
high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
identified each as a specific map unit. Aerial photographs show trees, buildings, fields,
roads, and rivers, all of which help in locating boundaries accurately.
I
I
I
I
I Soil Ma
The soil map section includes the soil map for the defined area of interest, a, list of soil
map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
I
I
I
I
I
I
I
11
I
11
I
1 7
122' 22' 31
z
w u
0
122'22'25"
122' 22' 30"
122' 22'25"
C)
c
(n
0
U)
C/) 0.
0
=X
(D
U)
w 0
0
CD
X
CD
-0
0
Custom Soil Resource Report
MAPLEGEND
MAP INFORMATION
Area of Interest (AOI)
M
' Very Stony Spot
Map Scale: 1:730 if printed on A size (8.5" x 11 ") sheet.
1:1
Area of Interest (AOI)
Wet Spot
Solis
The soil surveys that comprise your A01 were mapped at 1:24,000.
F--J
Soil Map Units
Other
Special
Line Features
Please rely on the bar scale on each map sheet for accurate map
Special
Point Features
Gully
measurements.
Blowout
Borrow Pit
Short Steep Slope
Source of Map: Natural Resources Conservation Service
MR,
Other
Web Soil Survey URL hftp://websoilsurvey.nrcs.usda.gov
X.
Clay Spot
Coordinate System: UTMZone10NNAD83
Political Features
Closed Depression
4)
Cities
This product is generated from the US DA-N RCS Pertified data as of
X
Gravel Pit
Water Features
the version date(s) listed below.
Gravelly Spot
M
Oceans
Soil Survey Area: Snohomish County Area, Washington
Landfill
1�
Streams and Canals
Survey Area Data: Version 6, Sep 22, 2009
Lava Flow
Transportation
Rails
Date(s) aerial images were photographed: 7/24/2006
,16
Marsh or swamp
-5t
Mine or Quarry
Interstate Highways
The orthophoto or other base map on which the soil lines were
Miscellaneous Water
US Routes
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
Perennial Water
Major Roads
of map unit boundaries may be evident.
Rock Outcrop
LocalRoads
+
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
0
Sodic Spot
a
Spoil Area
jo
Stony Spot
I
Custom Soil Resource Report
I
I
I
I
I
Map Unit Legend
Snohomish County Area,,Washington (WA661)
Map Unit Symb I
Map Unit Name
Acres in A01
Percent of A01
17
Everett gravelly sandy loam, 0 to 8
percent slopes
0.9
100.0%
Totals for Area of Interest
0.9
100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the soils
or miscellaneous areas in the survey area. The map unit descriptions, along with the
maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits forthe properties of the soils. On the landscape,
however, the soils are natural phenomena, and they have the characteristic variability
of all natural phenomena. Thus, the range of some observed properties may extend
beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic
class rarely, if ever, can be mapped without including areas of other taxonomic
classes. Consequently, every map unit is made up of the soils or miscellaneous areas
for which it is named and some minor components that belong to taxonomic classes
other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They generally
are in small a(eas and could not be mapped separately because of the scale used.
Some small areas of strongly contrasting soils or miscellaneous. areas are identified
by a special symbol on the maps. If included in the database for a given area, the
contrasting minor components are identified in the map unit descriptions along with
some characteristics of each. A few areas of minor components may not have been
observed, and consequently they are not mentioned in the descriptions, especially
where the pattern was so complex that it was impractical to make enough observations
to identify all the soils and miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the usefulness
or accuracy of the data. The objective of mapping is not to delineate pure taxonomic
classes but rather to separate the landscape into landforms or landform segments that
have similar use and management requirements. The delineation of such segments
on the map provides sufficient information for the developTent of resource plans. If
intensive use of small areas is planned, however, onsite investigation is needed to
define and locate the soils and miscellaneous areas.
I
10
I
Custom Soil Resource Report
I
I
I
I
I
I
I
I
H
I
I
I
I
I
11
An identifying symbol precedes the map unit name in the map unit descriptions. Each
description includes general facts about the unit and gives important soil properties
and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major horizons
that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity,
degree of erosion, and other characteristics that affect their use. On the basis of such
differences, a soil series is divided into soil phases. Most of the areas shown on the
detailed soil maps are phases of soil series. The name of a soil phase commonly
indicates a feature that affects use or management. For example, Alpha silt loam, 0
to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps. The
pattern and proportion of the soils or miscellaneous areas are somewhat similar in all
areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example..
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present or
anticipated uses of the map units in the survey area, it was not considered practical
or necessary to map the soils or miscellaneous areas separately. The pattern and
relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha -
Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas that
could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion of
the soils or miscellaneous areas in a mapped area are not uniform. An area can be
made up of only one of the major soils or miscellaneous areas, or it can be made up
of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil material
and support little or no vegetation. Rock outcrop is an example.
I
11
ICustom Soil Resource Report
ISnohomish County Area, Washington
I17—Evereft gravelly sandy loam, 0 to 8 percent slopes
Map Unit Setting
Mean annual precipitation: 30 to 45 inches
Mean annual air temperature: 50 degrees F
Frost -free period: 180 days
Map Unit Composition
Everett and similar soils: 100 percent
Description of Everett
Setting
Landform: Terraces, plains
Parent material: Glacial outwash
Properties and qualities
Slope: 0 to 8 percent
Depth to restrictive feature: 14 to 20 inches to strongly contrasting textural
stratification
Drainage class: Somewhat excessively drained
Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 5.95 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity: Very low (about 2.1 inches)
Interpretive groups
Land capability (nonirrigated): 4s
Typical profile
0 to 6 inches: Gravelly sandy loam
6 to 18 inches: Very gravelly sandy loam
18 to 60 inches: Extremely gravelly sand
I
I
I
I
I
I
1 12
I
I
Soil Information for All Uses
Soil Properties and Qualities
The Soil Properties and Qualities section includes various soil properties and qualities
displayed as thematic maps with a summary table forthe soil map units in the selected
area of interest. A single value or rating for each map unit is generated by aggregating
the interpretive ratings of individual map unit components. This aggregation process
is defined for each property or quality.
Soil Qualities and Features
Soil qualities are behavior and performance attributes that are not directly measured,
but are inferred from observations of dynamic conditions and from soil properties.
Example soil qualities include natural drainage, and frost action. Soil features are
attributes that are not directly part of the soil. Example soil features include slope and
depth to restrictive layer. These features can greatly impact the use and management
of the soil.
Hydrologic Soil Group
Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned
to one of four groups according to the rate of water infiltration when the soils are not
protected by vegetation, are thoroughly wet, and receive precipitation from long -
duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and three
dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist
chiefly of moderately deep or deep, moderately well drained or well drained soils that
have moderately fine texture to moderately coarse texture. These soils have a
moderate rate of water transmission.
1 13
I
Custom Soil Resource Report
I
I
I
I
I
I
I
I
I
I
11
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or soils
of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential,
soils that have a high water table, soils that have a claypan or clay layer at or near the
surface, and soils that are shallow over nearly impervious material. These soils have
a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for
drained areas and the second is for undrained areas. Only the soils that in their natural
condition are in group D are assigned to dual classes.
1 14
Custom Soil Resource Report
Map —Hydrologic Soil Group
47' 47'47"
47' 47' 42"
Map Scale: 1:730 if printed on A size (8.5" x 11") sheeL
N NNNNC========Meters
0 5 16 20 30
- �Feet
0 25 50 100 150
47' 47'47"
47* 47'42"
Custom Soil Resource Report
MAP LEGEND
MAP INFORMATION
Area of Interest (AOQ
Map Scale: 1:730 if printed on A size (8.5" x 11 ") sheet.
[7] Area of Interest (AOI)
Solis
The soil surveys that comprise your A01 were mapped at 1:24,000.
F--J Soil Map Units
Please rely on the bar scale on each map sheet for accurate map
Soil Ratings
measurements.
FM--1 A
F=—J AID
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL hftp:/twebsoilsurvey.nrcs.usda.gov
F=—J B
Coordinate System: UTMZone10NNAD83
F--.l BID
This product is generated from the USDA-NRCS certified data as of
EJ C
the version date(s) listed below.
F=—J CID
Soil Survey Area: Snohomish County Area, Washington
FW—J D
Survey Area Data: Version 6, Sep 22, 2009
Not rated or not available
Date(s) aerial images were photographed: 7/24/2006
Political Features
'49 Cities
The orthophoto or other base map on which the soil lines were
Water Features
compiled and digitized probably differs from the background
M Oceans
imagery displayed on these maps. As a result, some minorshifting
of map unit boundaries may be evident.
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Mo LocalRoads
ME
I
Custom Soil Resource Report
Table —Hydrologic Soil Group
Hydrologic Soil Group— Summary by Map Unit — Snohomish County Area, Washington
Map unit symbol
Map unit name
Rating
Acres In A01
Percent of A01
17
Everett gravelly sandy loam, 0 to
8 percent slopes
A
0.9
100.0%
Totals for Area of Interest
0.9
100.0%
Rating Options —Hydrologic Soil Group
Aggregation Method: All Components
Component Percent Cutoff: None Specified
Tie -break Rule: Lower
a
17
I
I
I
I
I
I
I
I
I
I
I
I
I
11
I
I
F
L
References
American Association of State Highway and Transportation Officials (AASHTO). 2004.
Standard specifications for transportation materials and methods of sampling and
testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife Service
FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils
in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S.
Department of Agriculture Handbook 18. http://soils.usda.gov/
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making
and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service,
U.S. Department of Agriculture Handbook 436. http://soils.usda.gov/
Soil Survey Staff. 2006. Keys to soil taxonomy. 1 Oth edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://soils.usda.gov/
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://soils.usda.gov/
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. hftp://www.glti.nrcs.usda.gov/
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://soils.usda.gov/
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States, the
Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296.
http://soils.usda.gov/
I
18
Custom Soil Resource Report
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210.
19
I
I
Appendix B — Flow Control Design
I
E
I
I
I
I
I
I
I
I
I
14 D A
I B C JLX-FX IN
I
I
I
I
I
I
I
I
I
I
I
I
I
7
I
Stormwater Infiltration Calculations JobNo./Proiect: 10139 First Security Bank Date: 04.21.2011 By: LDJ
STORMWATER INFILTRATION DESIGN
Infiltrating runoff from Basin 1 and Basin 2 (see sub -basin map in Appendix A).
Performing calculations with Western Washington Hydrology Model Version 3 (WWHM3).
Basin characteristics:
Basin 1
Total Area:
0.064 acres
Impervious Area:
0.064 acres
Underlying Soil:
Everett gravelly sandy loam, 0 to 8 percent slopes (Hydrologic Soil
Group A soil)
Basin 2
Total Area:
0. 215 acres
Impervious Area:
0. 183 acres
Pervious Area:
0.032 acres
Underlying Soil:
Everett gravelly sandy loam, 0 to 8 percent slopes (Hydrologic Soil
Group A soil)
Runoff will be infiltrated by using StormTech@ SC-740TM Chambers. At the direction of Associated
Earth Sciences, Inc., a design infiltration rate of 2 inches/hour will be used to size the infiltration
facility. The facility will consist of two (2) rows of five (5) chambers and one (1) row of four (4)
chambers. Each row of chambers will have an end cap to prevent soils from migrating into the
chamber voids. The middle chamber row will be an Isolator Tm row that will be used to collect
sediments and other debris. The infiltration facility and StormTech@ chambers will have the following
characteristics:
Facility Footprint: 15.75'x 38.92' (average row length is 36.55')
Chamber foundation thickness: 1.00, (gravel)
Chamber foundation porosity, 9: 0.30
Chamber height: 2.50'
Chamber layer porosity, 9: 0.61 (weighted average between gravel backfill
with q=0.30 and chamber with q=1.00)
Chamber cover thickness: 1.00, (gravel)
Chamber cover porosity, 9: 0.30
Separation between rows: 0.50' (backfilled with rock)
Distance between chamber
and perimeter of facility: 1.00,
X;\Projects\Civil\10000\10139.A1.00- I st Security Bank -Edmonds Branch\Design\Storm\lnfiltratlon\10139 -Infiltration Calculations.doc 1/3
Stormwater Infiltration Calculations
JobNo./Project: 10139 First Security Bank
Date:
04.21.2011 By: LDJ
WWHM3 basin input:
. I
Subbasin Name asini
r
Flows To: L55:77ER—MbOrs Isc-74012,antat L
Area in Basin r, ShOW6*Ssiedw
Available Pervious Available I
W A B-�LaWt- ------ I 590mous
T I.WA
Perm#Total Acres ImParvious Total Acres
Basin Total Acres
DoselectZato Go
[INTIM03�1
Subbasin NUMQJBasin 2
Staface His Groundwatin
Flows To: ISC-740 Chambers rS—C-740 Ow(bers
Area in Basin
Available Pervious Available let ervious
P' 74 1 [103 1
PenmusTotal Acres loverviota Total Acres
Basin Total ��Acres,
Des&dZwo Select By. r—, 60
VA I
XAProjecis\0vi1\ I 0000\ 10 1 39.A 1.00 - I st Security Bank - Edmonds Branch\Design\Sforrn\lnfiltration\ 10 139 - Infiltration Calculotions.doc
2/3
Emu
M-0
Stormwater Infiltration Calculations Job.
SC-74OTM input and calculations:
� I
10139 First Security Bank
Date:
04.21.2011
Bv: LDJ1
EMME=====MMMWrMn
Wma"i"Os,
�acifity Name SC-740 Dwbws
Outlet 1
Outlet 2 Oudst3
30"strourn Connection
10
�acilityTypa
PrecOation Applied to Facility
Quick Trench
�EyawalicnAppliedtoFaoilily
-acifity Bottom Elevation (ft)
-acility Dimensions
'iench Lwoh
ass
Outlet Structure
rerichBoftmWidth
Rim Heigm (") J4.5
ffactiYe Total Deoh
5 5
Rim Dwnatatfh) 124
lottom slope of Ttench
Fli- Type 1PIat
aft Side $Ive
Notch Type
WtSideSlope
4ateriall Layers for
%w I Thiclavw (1t)
Orifice DiameterHeight OMax
aye 1 pwo*
3
Number on) (ds)
fto 2 Thickneu (ft)
5
M
1 10 --H F0 -- -,� 0
am 2 poro*
61,
2 fe— -Ij Fo--
3 Thicknen (ft)
3 Fo--!l 15
avo 3 p-*
Ifillutstion rA—S --H
TrerrhVokxne at Rim Head famo) M9
leamed IrMabw Rate linft) F2--'1'
Po"d I'00"'m f 0-10— --.q
f�roon R"x(ort Facto, rj--jj
Show Pond Table ropn —Table --H
to Wafted SWace Am& laclewds) rN —0 --�
otal Voksm Infiltrated(acre4t) 72.39
TotaIVokjrmThuY4FaoiIi 72392
I-PercettIrMated
ota[VokAm Though Ratedacie-ft) O.M3
100
An infiltration facility with the characteristics shown above is expected to infiltrate 100% of the runoff
volume.
T"
X: \ Projects\Civil\ I 0000\ 10 1 39.A 1 .00 - 1 st Security Ban k - Edmonds Bronc h\Desjgn\Storrn\1nfiItrotion\ 10 139 - Infiltration Calculafions.doc
3/3
I
I
I
I
I
I
I
I
I
I
I
I
F
F�
I
I
15
I
Appendix C — Water Quality Calculations
Stormwater Treatment Calculations Job No./Project: 10139 First Security Bank Date: 04.21.2011 By: LDJ
STORMWATER TREATMENT DESIGN
Treatment provided for parking lot area only (see sub -basin map in Appendix A-2).
Sub -basin characteristics:
Total Area: 0.215 acres
Impervious Area: 0. 183 acres
Pervious Area: 0.032 acres
Underlying Soil: Everett gravelly sandy loam, 0 to 8 percent slopes (Hydrologic Soil
Group A soil)
Analyzing basin with Western Washington Hydrology Model (WWHM) Version 3.0 software
Creatinq sub -basin in WWHM3:
X:\Projects\Civil\10000\10139.A1.00- I st Security Bank -Edmonds Branch\Des1gn\Storm\VVater Quality\ 10139- Stormwater Quality Calculations.doc 117
11111111111111111MI
Stormwater Treatment Calculations
Input of basin characteristics:
JobNo./Project: 10139 First Security Bank Date: 04.21.2011 By: LDJ
Basin 2 Mitigated
.............
Subbasin NamelBasin 2 Des4vft as ftws for POC.
Surface Interflow Groundwater
Flows To ISC-740 Chambeis ISC-740 Charnbe—ts
Area in Elasin rV Show 0* SOW6d
Available Pervious Available Impervious
rV 044�fw 1711 'A
110-F —TOPS
WO MAKING FLAT
i
Calculating the 15-minute time step, peak flowrate for an on-line BMP facilitv-
DtxaWns I Flow Frequency — Water Quaj�y
QP,15 = QwQ = 0.0527 cfs
'Ali* X:\flrojects\Civil\10000\10139.A1.00 -I st Security Bank - Edmonds Branch\ Design\Storrn\Water Quality\] 0139 - Stormwater Quality Calculations doc 217
Stormwater Treatment Calculations Job Nc
Calculatina the r)eak flowrates for la
IDE
0
J IOE
L
ct: 10139 First
storms:
I UE -A -
1 10 20 30 40 50 60 70 80 90 99
Cumulative Probability
I Duratiom —1i Fbw hequwtcy lWaterGuality Hyckovaph
Anabze drAasets
503 POC 3 Predeyeloped fbw
703 Inflow to POC 3 Mkig*ed
704 Infbw to POC 4 Miti�Wed
801 POC 1 MW now
8MPOC21ftatedfiow
8D4 POC 4 Mitigeed flow
10DO SC-740 Chambws ALL OUTLETS
AD Deawt.
POC 1 F' POC2 I POC 3 POC4
Q100 = 0. 1126 cfs
Bank Date: 04.21.2011
2 MEgated flow now rrequency
FJLaw(CFS) 0802
2 Year - 0.0657
Year - 0.0607
150 Year - 0.0710
25 Year - 0.0870
11100-Year - 0.1126
Year3,y Peaks
1940 0.0506
1941 0.0567
1942 0.0640
1943 0.0299
1944 0.0336
1945 0.0456
1946 0.0404
1:47 0.0521
1 do 0.0466
1949 0.0495
1950 0.0836
1:51 0.102:7
1 52 0 . 1 1
1953 0.0496
1934 0.0395
1:55 :.:350:
1 56 . 4
LDJ
X:\Projects\Civil\10000\10139.A1.00- I st Secudty Bank -Edmonds Branch\DesIgn\Storm\Water QualityM 0139-StormwaterQuallty Calculatlons.doc 3/7
Stormwater Treatment Calculations Job No./Project: 10139 First Security Bank
WWHM3 Output:
Western Washington Hydrology Model
PROJECT REPORT
Project Name: Edmonds
Site Address:
City
Report Date 4/21/2011
MGS Regain Puget East
Data Start 1939/10/1
Data End 2060/09/30
DOT Data Number: 03
WWHM3 Version:
Name : Basin 2
Bypass: No
GroundWater: No
Pervious Land Use
Acres
A B, Lawn, Flat
.032
Impervious Land Use
Acres
PARKING FLAT
0.183
Element Flows To:
Surface
Interflow Groundwater
Name Basin 2
Bypass: No
GroundWater: No
Pervious Land Use
Acres
A B, Lawn, Flat
.032
Impervious Land Use
Acres
PARKING FLAT
0.183
Element Flows TO:
Surface Interflow Groundwater
MITIGATED LAND USE
ANALYSIS RESULTS
Flow Frequency Return Periods for Predeveloped. POC #2
Flow Frequency Return Periods for Predeveloped. POC #2
Return Period Flow(cfs)
2 year 0.045709
5 year 0.060713
10 year 0.071751
25 year 0.087005
Date: 04.21.2011 BY: LDJ
X:\Projects\Civll\10000\10139.Al.00 - Ist Secudty Bank - Edmonds Branch\Des1gn\Storm\Water Quality\10139 - Stormwater Quality Calculations.doc 417
Stormwater Treatment Calculations Job No./Project: 10139 First Security Bank Date: 04.21.2011 By: LDJ
50 year 0.099354
100 year 0.112582
Flow Frequency Return Periods for Mitigated. POC #2
Return Period Flow(cfs)
2 year 0.040554
5 year 0.054952
10 year 0.065278
25 year 0.079253
50 year 0.090354
100 year 0.102062
Water Quality BMP Flow and Volume for POC 2.
On-line facility volume: 0.0167 acre-feet
On-line facility target flow: 0.01 cfs.
Adjusted for 15 min: 0.0527 cfs.
Off-line facility target flow: 0.0132 cfs.
Adjusted for 15 min: 0.0296 cfs.
This program and accompanying documentation is provided as -is, without warranty of any kind.
The entire risk regarding the performance and results of this program is assumed by the user.
Clear Creek Solutions and the Washington State Department of Ecology disclaims all warranties,
either expressed or implied, including but not limited to implied warranties of program and
accompanying documentation. In no event shall Clear Creek Solutions and/or the Washington State
Department of Ecology be liable for any damages whatsoever (including without limitation to
damages for loss of business profits, loss of business information, business interruption, and
the like) arising out of the use of, or inability to use this program even if Clear Creek
Solutions or the Washington State Department of Ecology has been advised of the possibility of
such damages.
IX:1P,.Ject,\Civil1 I 0000\ 10139,A1,00- 1,t lecu�ty lanl- Idmond, 1,.nchIDe,ign\ltom\Wale,Cluolity\10139-Ilo,mwate,QtjalityCalculations.doc 5/7
Stormwater Treatment Calculations JobNo./Project: 10139 First Security Bank Date: 04.21.2011 By: LDJ
Providing treatment with StormFilter@ cartridges
Each tall cartridge (3.05') has a treatment capacity of 11.25 gpm when using a continuous
simulation hydrologic model such as WWHM3.
N = Qwc) 449gpm cartridge
cfs 11.25gpm
449gpm cartridge
N = 0.0527cfs . cfs 11.25gpm = 2.10 = 3
Three (3) tall cartridges are required to provide treatment for the parking lot runoff.
Use a precast 48" Manhole StormFilter to house the required cartridges.
BACKWATER CHECK:
Verify that the water quality flowrate and volume do not back up from the downstream infiltration
system into the Contech Manhole.
Outlet invert elevation at Contech Manhole = 270.51 feet
Infiltration facility bottom elevation = 269.20 feet
Available storage without backwater = 270.51-269.20 = 1.31 feet
Infiltration facility consists of 1.00' of gravel below storage chambers. Analyze this layer of facility
for simple and conservative check.
The infiltration chambers will have a footprint of 15.75' x 36.55' (average length) and a design
infiltration rate of 2 inches/hour.
The water quality volume calculated using WWHM3 is 91% of the total generated runoff. Therefore
the bottom layer of the infiltration facility must infiltrate at least 91% of the total runoff volume to
avoid a backwater condition.
IX:1Prjec1,\Civil1 I 0000\10119,A1,00- I st Security Bank -Edmonds Branch\Design\Storm\Water Quality\ 10139- Stormwater Quality Calculations.doc 6/7
AW
TO, Stormwater Treatment Calculations Job No./Project: 10 139 First Security Bank Date: 04.21.2011 By: LDJI
. -IM MW
F16 Edt view H* Need
D Q;
-04 Facility Name ISC-740 QWiiV 5;-&
r Precle�*ped 2 Outlet I Outlet 2 Outlet 3
rV Mgigtd Dowaistrearn Connection 0
Fadfily Type A
Itarevel Ttench/Bed
RW som" r PiwWationAppled to Fack
r
Facility Sodom Elevation Qq
3 4'
Twich Leno POE— Outlet Structure
r T::'::W
E T
OEM Tweh Bottom Wdh Rim Heigm Ift) ri --q
Effecti"ToWDepth Rim Diernift(in) r24—
Rim TyM IFW
DOW *M of Trench
LF row
F2 i� - -- S, Slooe
Left S& Slope Notch Type
R R.4 Sde Slop.
�H Side Slope
LeW 1 Thicluen (R)
Orifice Diameter Height Oblax
Lew 1 poto* Number (In) (FQ (do)
Law 2 Thckron Ift)
i ro -.q ro---i 8
Law 2 POO*
2 10 -q F0 4 0
L*W 3 Thiclo" (ft)
3 10 -q 0
Lav& 3 pwo*
TwtchV*meaIRiwHmd(wv�ft) A04
Moveli
P —ES
Meaused Iriltratim Rate in&) Pondinctemwid
r2— -1 ro —10
tlblilleat- Redxt- Facto Show Pond Table 10pn T.bi,
Use Wetted Swilace Am. W-*01h) FNO
TotaIVokj.**qd.*) 71.M ToWVokNneTfwo,*FacWa="j 72.38l;
Load xy
--- ---- Total Vokime Thro-* RipKacre-ft) 11712 Pacert Inliltratod 99,02
I Y
Since the bottom 1.00 feet of the infiltration facility infiltrates more than the water quality volume (99
percent infiltrated), water is not expected to back up into the Contech Manhole during the "water
quality" storm.
X:\ Projects\C ivil\ I 0000\ 10 1 39.A 1.00 - I st Security Ba nk - Edmonds Bra nch\ Design\Storm\Woier Qualify\ 10 139 - Stormwater Q uality Calculations.doc 717
I
I
I
i
I
I
11,
11
�I
I
I
11
I
i
I
16
Appendix D — Conveyance System Analysis
IRA'
ATS-1 k, I - Pav
0%
Stormwater Conveyance Calculations Job No./Project: 10139 First Security Bank Date: 04.26.2011 By: LDJ
STORMWATER CONVEYANCE DESIGN
The stormwater conveyance system is designed to convey the 25-year peak flowrate using Western
Washington Hydrologic Model Version 3 (VYWHM3) software.
Refer to Appendix A for a sub -basin map.
'M*
Roof Drainage System:
The roof is modeled in VV`WHM3 as "Basin 1
Basin 1 input:
X:\Projecfs\Civif\10000\10139.A1.00- I stSecurity Bank -Edmonds Bra nch\E)estgn\Storrn \Conveyance\ 10139- Stormwater Conveyance Calculations.doc 1/6
I
I
I
11
I
11
I
I
I
I
I
I
I
I
I
BIQ
J
KM
Stormwater Conveyance Calculations JobNo./Project:
10139 First Security Bank Dote: 04.26.2011 By: LDJ
Basin 1 flow frequencies:
Sol POC I P1.f.-*W Flow Frequency
IOE 1
60 :1 ylur(CPS) Predeveloped KItigated
1 POC 1 Mkoated f*w
�i 2 Year - 0.0160 0.0160
5 Year - 0.0212 0.0212
0 10E 0
25 Year - 0.0303 0.03113
100 Year - 0.0392 0.0392
0
Yearly Peaks
IOE-1.
1940 0.0177 0.0177
1941 0.0198 0.0198
1:,42 0 0224 0 224
1 13 ):.,104 .'(01104
11: 0.0011:
IOE-2 .
1 0
. 00:0.16 16
1 30 40 50 60 7'0 8 0
9 0 99 1:476 0*0141 010141
Cumulative Prob ability
1 4 .1:2 .(.1:2
1948 0*0 3 (1 (11 3
�47
1949 0:81173 0'.0173
1950 0.0201 0.0201
AbWa dataMft RUN -md
1951 0*010
id
0. -
.0
1952 0.04046 (0. 61
1953 0.0173 0.0173
11:-11: 00-00 138 0.0130
7 0 0 "
1956 0:0110. :.11058
pOC1 POC2 PO
AD D� -j) Evap I
The hourly time step, 25-year flow frequency
peak flowrate for the roof basin is expected to be
0.030 cfs.' Therefore, the 15-minute time step, 25-year flow frequency peak flowrate is
approximately 0.048 cfs (0.030 x 1.6).
The most restricting conveyance pipe for the roof basin is a 4" diameter PVC pipe with a slope of
1. 17%. According to Manning's Equation
calculations below, it has the capacity to convey the peak
25-year flowrate.
Manning Pipe Calculator
Given Input Data:
Shape .... Circular
Solving for ..................... Depth of Flow
Diameter ........................ 4.0000
in
Flowrate ........................ 0.0480
cfs
Slope ........................... 0.0117
ft/ft
Manning's n ..................... 0.0110
Computed Results:
Depth ........................... 1.2046
in - - - > Less than pipe diameter, therefore
pipe has adequate capacity
Area ............................ 0.0873
ft2
Wetted Area ..................... 0.0221
ft2
Wetted Perimeter ................ 4.6472
in
Perimeter ....................... 12.5664 in
Velocity .... ................... 2.1683
fps
:
Hydraulic Radius ................ 0.6859
in
Percent Full .................... 30.1161 %
Full flow Flowrate .............. 0.2433
cfs
Full flow velocity .............. 2.7878 fps
X:IP,Ojecl,\Clvll\10010\10139.A1,00- 1,1 lecuHty lanl- Idmond, ll,.nch\De,lg,\It,,,m\Convey,3nce\10139-It.,m,,.t,�, Conveyance Calculations.doc 2/6
MM
liffid
Igo
ME
f N
Lug
Stormwater Conveyance Calculations Job No./Project: 10 139 First Security Bank Date: 04.26.2011 By: LDJ
Parking Lot System:
The parking lot is modeled in VVWHM3 as "Basin 2"
Basin 2 input:
Subbasin NomejDasin 2 r Deopwaasaxmilopoc.
Surface lntwfkm Grounduraitat
Flows To : ISC-740 Charrbets 1 JSC.74OCharnbers
Area in Basin rV shoolfts-11
Available Pervious Available Impervious
PIPARIMRAT
Poviot#Total Acres lovervi" Total Acres
Basin Total Acres
DetelectZwo Select BY:1 GO
MM
X:\Projects\CivilM 0000\ 101 39.A 1.00 - I st Security Bank - Edmonds Branch\ Desig n\StornAConveyonce\ 10 139 - Stormwater Conveyance Calculations.doc 3/6
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
B J
- - ---------
Stormwater Conveyance Calculations Job No./Project: 10 139 First Security Bank Date: 04.26.2011 By: LDJ
Basin 2 flow frequencies:
X
502 POC 2 Ra&m*ped 11 Plus, Frequency
ICE I BU POC 2 ft&W fbw FlAw(CFS) Predeveloved Nittgated
7 0.0457
;-;.Iaarr .01:16.37 0.0607
�125 Year - 0.0870 0.0870
IDE 0.
7MY.W.. -
0 Yearly Peaks
1DE-1. 1940 506
:-:567
1:41
1 42 0,0640 0,06
a.. 1943 0*0299 0.02::
11
19 33:
:.:336
1 GE-0 1115 :..:43 456
1 10 �O 30 40 50 60 70 00 90 99 1:16
1 7
Cumulative Probability
1948 0,0:66 0*0461
9 0. 0493 0 049:
11 Dtoatiom J Flow ReWftxy Wat. QZy D�t�� J� W-WW R--6- 1:',(, 0.0836 0.,0636
1
1:31 :,02:7
An*ze datatds t, :.02:7
1 52
1:33
1 56
1:55
:*:3:: :.0306
1 56 4 .0432
'I POE1
MU D —*.0. Fb. !jtage
The hourly time step, 25-year flow frequency peak flowrate for the parking lot basin is expected to
be 0.087 cfs. Therefore, the 15-minute time step, 25-year flow frequency peak flowrate is
approximately 0. 139 cfs (0.087 x 1.6).
The most restricting conveyance pipe for the parking lot basin is an 8" diameter PVC pipe with a
slope of 1.00%. According to Manning's Equation calculations below, it has the capacity to convey
the peak 25-year flowrate.
Manning Pipe Calculator
Given Input Data:
Shape ....... ... Circular
Solving for ..................... Depth of Flow
Diameter 8.0000 in
Flowrate ........................ 0.1390 cfs
Slope ........................... 0.0100 ft/ft
Manning's n ..................... 0.0110
Computed Results:
Depth ........................... 1.6859 in - - - > Less than pipe diameter, therefore
pipe has adequate capacity
Area ............................ 0.3491 ft2
Wetted Area 0.0536 ft2
Wetted Perimeter ................ 7.6310 in
Perimeter ....................... 25.1327 in
Velocity ........................ 2.5955 fps
Hydraulic Radius ................ 1.0106 in
Percent Full .................... 21.0735 %
Full flow Fl owrate .............. 1.4281 cfs
Full flow velocity .............. 4.0913 fps
IX:\P,.Iecl,lCivil\10000\10131.AI,00- 1,t lecuOty 1an1- Idmond, 1,.ncl\D�,lgn\lto,m\Con,,oync.\10139-Sto,m�vte, Conveyance Colculations.doc 4/6
9",
P
Stormwater Conveyance Calculations Job No./Project: 10139 First Security Bank Date: 04.26.201 IDJI
Combined System:
The roof and parking lot are modeled separately in VYWHM3 as "Basin 1 " and "Basin 2," but are
connected to the same point of compliance to determine the flow frequency values.
Basin inputs:
Subbasin Narnekwini::� -1 r-
W
IrAWHOW
Haters To: FSC-fM40Dw—bw*
ISC-740 Dworb..
Area in Basin
W Al"OrilliSsilmissid!
Available Pairvious
Available I a
P T
W f*WMRAT
ParmxATotal Acres lovix�kxxrTatal Am.
Been Total Acres
000411mazero Select BY-] GO
Subbasin Name[Basn 2 r
SwIlecre Ghm*WW*m
Flow To: pc -Lc ow", ISDNODt., 3 -1
Area in Basin
Available Peivious A
rvW"s
Fl, kT
P A 8, Lon Flat
Pwy&AToW Acres lffpwvoA Total Ames
Basin Total Acres
Dftelsd zwo Select By. Go
ME
XA Projects\Civil\ I 0000\ 10 1 39.A 1.00 - I st Security Bank - Edmonds Branch\ Desig r)\Storrn\Conveyonce\ 10 139 - Stormwater Conveyance Calculations.doc 5/6
I
I
11
I
I
I
I
I
F1
I
I
I
I
I
I
I
I
R
iB
:0
Stormwater Conveyance Calculations Job No./Project:
10139 First Security Bank Date: 04.26.2011 By: LDJ
Combined flow frequencies:
5M POC 1 Oft%,,6VW Flow Frequency
10E 1
801 POC 1 m6gaw flow Flw(CFS) Predeveloped Mitigated
2 Year - 0.0617 0.0617
5 Year - 0.0819 0.0819
Ml::r
0 10E 0
['221 - 1.1173 0 1173
-0.1318
100 Year 0.1316
0
Yearly Peaks
J lOE'l.
1940 0.0683 0.0603
L
1941 010766 0.0766
1::2 0064
1 3 03
194, 0 0454 d 4
0 :1,
10E-2
1945 0.0616 g .0616
1 10 20 30 40 50 60 70 80
90 99 1:16 .0566 0.0546
:.8703
Cumulative Probability
1 .7 0.0703
1948 0.0629 0.0629
1949 0.0668 0.0660
J�Dwabom 1950 0.1117 0.1117
Anab= datanh
1951
1952 :-.1011:7
1953 0.0669 0.0669
MR -NNE
1954 0.0533 0.0533
1955 0.0413 0.0423
1956 0.0610 0.0610 Ej
Poci POC2 POC
11 AD DatasM
The hourly time step, 25-year flow frequency
peak flowrate for the combined basin is expected to be
0.117 cfs. Therefore, the 15-minute time step, 25-year flow frequency peak flowrate is
approximately 0. 187 cfs (0. 107 x 1.6).
The most restricting conveyance pipe for the combined basin is an 24" diameter PVC pipe with a
slope of 1.00%. According to Manning's Equation calculations below, it has the capacity to convey
the peak 25-year flowrate.
Manning Pipe Calculator
Given Input Data:
Shape .... Circular
Solving for ..................... Depth of Flow
Diameter ... 24.0000 in
Flowrate ........................ 0.1870
cfs
Slope ........................... 0.0100
ft/ft
Manning's n ..................... 0.0110
Computed Results:
Depth ........................... 1.4315 in - - - > Less than pipe diameter, therefore
pipe has adequate capacity
Area ............................ 3.1416
ft2
Wetted Area ..................... 0.0763
ft2
Wetted Perimeter ................ 11.8425 in
Perimeter ....................... 75.3982 in
Velocity ........................ 2.4514
fps
Hydraulic Radius ................ 0.9276
in
Percent Full ... 5.9645
%
Full flow Flowrate .............. 26.7356 cfs
Full flow velocity .............. 8.5102
fps
IX:,,I,.ject,\Civlll I 0000110139,A1,00- 1,11ecuOly I"nl-ldmo"d,lranch\De,ign\Storm\Conveyonce\10139-Stormwater Conveyance Calculations.doc 6/6
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
17
Appendix E — Geotechnical Report and Infiltration System
Recommendations
I
I
I
I
I
F1
I
I
I
I
I
I
I
11
I
I
I
I
I
Associated Eardi Sciences, Inc.
I M a] N
CWWra6n
'y Ow 25 Vears ofSen#ce
July 27, 2010
Project No. KE100209A
BCRA
2106 Pacific Avenue, Suite 300
Tacoma, Washington 98402
Attention: Mr. Mat Bergman
Subject: Subsurface Exploration, Geologic Hazards, and
Preliminary Geotechnical Engineering Report
Proposed First Security Bank Branch Replacement
620 Edmonds Way
Edmonds, Washington
Dear Mr. Bergman:
We are ple.
,4e4. to present these copies of our preliminary report for the referenced project.
This report *summarizes the. results of our subsurface* exploration, geologic hazards, and
geotechnical engineering studies, and offers preliminary recommendations for the design and
development of the proposed project. Our report is based on the project concept that was
current at the time i t was written. We should be allowed to review the recommendations
presented in this report and modify them, if needed, if the project changes substantially from
what is described in this report. We recommend that we be allowed to review project plans,
when they have been developed, to confirm that our recommendations have been properly
interpreted and incorporated into the project documents.
We have enjoyed working with you on this study and are confident that the recommendations
presented in this report will aid in the successful completion of your project. If you should
have any questions regarding this report or if we can be of additional help to you., please do
not hesitate to call.
Sincerely,
ASSOCIATED EARTH SCIENCES, INC.
Kirkland, Washington
KurtD. Merriman, P.E.
Principal Engineer
copy via e-mail: Mr. Mat Bergman, BCRA, MBergman@bcradesign.com
KDMAb - KE100209A2 - Projects\2010MOMEMP
Kirkland a Everett Tacoma
425-827-7701 425-259-0522 253-722-2992
www.aess?eo.com
Geotechnical Engineering
. . . . . . . . . . . .
Water Resources
Environmental Assessments and
Remediation
Sustainable Development Services
Geologic Assessments
Associated Earth Sciences, Inc.
Mr- f 0/ r J �Pplce
Subsurface Exploration, Geologic Hazards, and
Preliminary Geotechnical Engineering Report
PROPOSED FIRST SECURITY BANK
BRANCAREPLACEMIENT
Edmonds, Washington
Prepared for
BCRA
Project No. KE100209A
July 27, 2010
SUBSURFACE EXPLORATION, GEOLOGIC HAZARDS, AND
PRELIMINARY GEOTECHNICAL ENGINEERING REPORT
PROPOSED FIRST SECURITY BANK
BRANCH REPLACEMENT
Edmonds, Washington
Preparedfor:
BCRA
2106 Pacific Avenue, Suite 300
Tacoma, Washington 98402
Prepared by:
Associated Earth Sciences, Inc.
9115" Avenue, Suite 100
Kirkland, Washington 98033
425-827-7701
Fax: 425-827-5424
July 27, 2010
Project No. KE100209A
I
I
I
I
I
I
I
E
I
I
I
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Report
Edinonds, Washington Project and Site Conditions,
1. PROJECT AND SITE CONDITIONS
1.0 INTRODUCTION
This report presents the results of our subsurface exploration, geologic hazards, and
preliminary geotechnical engineering studies for the proposed new bank branch. The site
location is presented in the "Vicinity Map," Figure L Approximate locations of the
exploration borings completed for this study are shown on the "Site and Exploration Plan,"
Figure 2. Logs of the subsurface exploration borings completed for this study and copies of
laboratory testing results are included in the Appendix.
1. 1 Purpose and Scop
The purpose of this study was to provide geotechnical engineering design recommendations to
be utilized in the preliminary design of the project. This study included a review of selected
available geologic literature, advancing two exploration borings, and performing geologic
studies to assess the type, thickness, distribution, and physical properties of the subsurface
sediments and shallow ground water. Laboratory testing included completion of one grain size
analysis, the results of which are included in the Appendix. Geotechnical engineering studies
were completed to establish recommendations for the type of suitable foundations and floors,
allowable foundation soil bearing pressure, anticipated foundation and floor settlement,
pavement recommendations, and drainage considerations. This report summarizes our
fieldwork and offers recommendations based on our present understanding of the project. We
recommend that we be allowed to review the recommendations presented in this report and
revise them, if needed, if the project changes substantially from the project description
included in this report.
1.2 Authorization
Authorization to proceed with this study was granted by means of a signed copy of our scope
of work and cost proposal, dated June 30, 2009. This report has been prepared for the
exclusive use of BCRA, First Security Bank, and their agents for specific application to this
project. Within the limitations of scope, schedule, and budget, our services have been
performed in accordance with generally accepted geotechnical engineering and engineering
geology practices in effect in this area at the time our report was prepared. No other warranty,
express or implied, is made.
July 2 7, 2010 ASSOCIATED EARTH SCIENCES, INC *
BWGItb - KE100209A2 - Project 0201002091KEMP Page I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminaty Geotechnical Engineering Report
Edmonds, Washington Project and Site Conditions
2.0 PROJECT AND SITE DESCRIPTION
The project site is that of the existing First Security Bank branch at 620 Edmonds Way in
Edmonds, Washington. The site is approximately 0.22 acre in overall area, and slopes
generally down to the northwest with overall vertical relief visually estimated at about 10 feet.
Site topography includes a relatively flat parking lot northwest of the existing building,
transitioning to a slope that descends approximately 5 feet to the north. The slope appears to
be the north edge of a fill pad constructed to create the existing parking lot. The site is
currently occupied by an existing bank branch, with surrounding paving and landscaping. The
existing building has a footprint area of roughly 1,500 square feet, and shows normal
degradation for its age of approximately 45 years. Based on a visual reconnaissance of the
building exterior, we did not observe indications of unusual foundation settlement, or
settlement of surrounding sidewalks or paving. Existing parking lot paving includes areas of
varying age that range from fair to good condition. The north portion of the site, north of the
existing parking lot, is undeveloped and wooded. We observed debris in this area including
concrete and asphalt rubble. Some of the rubble appeared to be incorporated into the existing
fill pad, and some appeared to have been dumped on the surface.
The project will include demolition of the existing building, and construction of a new bank
branch building. The new building will occupy a footprint of roughly 3,000 square feet, and
will be located northwest of the existing building. We anticipate that the new building will be
a lightly loaded, single -story, wood -frame structure. We anticipate that the building will be
constructed on a fill pad to raise it roughly 3 to 5 feet to street grade. We anticipate that the
existing parking lot paving will be retained, where applicable. Areas of new paving and
sidewalks are also expected.
3.0 SUBSURFACE EXPLORATION
Our subsurface exploration completed for this project included advancing two exploration
borings. The conclusions and recommendations presented in this report are based on the
explorations completed for this study, The locations and depths of the exploration were
completed within site and budget constraints.
3.1 Exploration Borings
The exploration borings were completed by advancing hollow -stem auger tools with a track -
mounted drill rig. During the drilling process, samples were obtained at generally 2.5- to
5-foot-depth intervals. The exploration borings were continuously observed and logged by a
July 27, 2010 ASSOCIATED EARTH SCIENCES, INC.
BWG11b - KE100209A2 - Projects1201002091KEMP Page 2
I
I
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnica I Engineering Report
Eftonds, Washington Project and Site Conditions
representative from our firm. The.exploration logs presented in the Appendix are based on the
field logs, drilling action, and inspection of the samples secured.
Disturbed but representative samples were obtained by using the Standard Penetration Test
(SPT) procedure in accordance with Anierican Society for Testing and Materials
(ASTM):D 1586. This test and sampling method consists of driving a standard 2-inch,
outside -diameter, split -barrel sampler a distance of 18 inches into the soil with a 140-pound
hammer free -falling a distance of 30 inches. The number of blows for each 6-inch interval is
recorded, and the number of blows required to drive the sampler the final 12 inches is known
as the Standard Penetration Resistance ("N") or blow count, If a total of 50 is recorded within
one 6-inch interval, the blow count is recorded as the number of blows for the corresponding
number of inches of penetration. The resistance, or N-value, provides a measure of the
relative density of granular soils or the relative consistency of cohesive soils; these values are
Iplotted on the attached exploration boring logs.
The samples obtained from the split -barrel sampler were classified in the field and
representative portions placed in watertight containers. The samples were then transported to
our laboratory for further visual classification and laboratory testing, as necessary.
4.0 SUBSURFACE CONDITIONS
Subsurface conditions at the. project site were inferred from the exploration borings
accomplished for this study, visual reconnaissance of the site, and review of selected applicable
geologic literature. Because of the nature of exploratory work below ground, extrapolation of
subsurface conditions beyond the field explorations is necessary. It should be noted that
differing subsurface conditions may sometimes be present due to the random nature of
deposition and the alteration of topography by past grading and/or filling. The nature and
extent of any variations beyond the field explorations may not become fully evident until
construction.
4. 1 Stratigraphy
Topsoil
We observed topsoil at each of the boring locations to depths of approximately 6 to 10 inches.
Existing topsoil is not suitable for use in structural fill applications, or to support new
structures.
July 27, 2010 ASSOCIATED EARTH SCIENCES, INC.
BWGItb - KE100209A2 - Projects120100209MEMP Page 3
I
Subsu?face Erploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Report
Edmonds, Washington Project and Site Conditions
Fill
Existing fill was encountered in exploration boring EB-1 to a depth of approximately 5 feet
below the existing ground surface. The existing fill was observed to contain some concrete
and asphalt rubble, and additional rubble was observed at the ground surface on the north part
of the site. Existing fill is not suitable for structural support without remedial preparation, as
described in this report. Excavated existing fill material is suitable for reuse in structural fill
applications if it is free of oversized rubble, excessive organic material and other deleterious
materials, and at a moisture condition that allows compaction to the specified level for the,
intended use.
IRecessional Outwash
Medium dense sand was observed below the fill in exploration boring EB-1, and below the
topsoil in EB-2 and is interpreted to represent recessional outwash sediments. Recessional
outwash was deposited by melt water streams from a retreating glacier and is similar in
appearance to Alluvial deposits. Recessional outwash is typically loose, but is suitable for
support of lightly to moderately loaded foundations and normal paving sections with proper
preparation. Recessional outwash at this site contained some silt and is expected to be
moderately moisture -sensitive when used in structural fill applications, but is suitable for reuse
I if proper moisture conditions can be established by drying during favorable weather conditions.
Advance Outwash Sediments
Each of the exploration borings encountered dense sand with gravel interpreted as advance
outwash sediments. Advance outwash was deposited at the base of an advancing glacier, and
was subsequently compacted by the weight of the overlying glacial ice. Advance outwash is
suitable for support of foundations and structural fill with proper preparation. Excavated
advance outwash sediments are expected to be suitable for reuse in structural fill applications,
and are expected to be moisture -sensitive, though somewhat less moisture -sensitive than siltier
existing fill.
Published Geologic Map
The encountered subsurface sediments were consistent with the geolo gy mapped in the site
area, as shown on Booth, D. B., Cox, B. F, Troost, K G., and Shimel, S. A., 2004, Composite
geologic map of the Sno-King area: University of Washington, Seattle -Area Geologic Mapping
Project, scale 1:24,000. The referenced map indicates that the site is expected to be underlain
at shallow depth by advance outwash sediments.
July 27, 2010 ASSOCIATED EARTH SCIENCES, INC.
BWG11b - KE100209A2 - Projects120100209tUMP Page 4
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Repoli
Edmonds, Washington Project and Site Conditions
4.2 Hydrology
Ground water was not observed in our exploration borings at the time of drilling. Ground
water levels should be expected to vary in response to changes in season, precipitation,
changes in on- and off -site land usage, and other factors.
4.3 Laboratory Testing
We completed one grain size distribution test for this project. Laboratory test results are
included in the Appendix.
July 27, 2010 ASSOCIATED EARTH SCIENCES, INC
BWGItb - KE100209A2 - Project,0201002091KEMP Page 5
I
I
I
I
I
I
I
I
I
I
I
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Report
Edmonds, Washington Geologic Hazards and Mitigations
U. GEOLOGIC HAZARDS AND MITIGATIONS
The following discussion of potential geologic hazards is based on the geologic, slope, and
ground and surface water conditions, as observed and discussed herein. The discussion will be
limited to slope stability, seismic, and erosion issues.
5.0 SLOPE HAZARDS AND MITIGATIONS
The site contains no significant slopes, and is not adjacent to significant slopes. No slope
stability analysis was completed for this study, and none is warranted, in our opinion.
6.0 SEISMIC HAZARDS AND MITIGATIONS
We did not observe subsurface conditions that are likely to be subject to critical areas
requirements related to seismic issues. The following discussion is intended to provide the
owner a background understanding of seismic hazards, and to provide seismic design
recommendations to the structural engineer.
Earthquakes occur regularly in the Puget Lowland. The majority of these events are small,
and are usually not felt by people. However, large earthquakes do occur, as evidenced by the
1949, 7.2-magnitude event; the 2001, 6.8-magnitude event; and the 1965, 6.5-magnitude
event. The 1949 earthquake appears to have been the largest in this region during recorded
history and was centered in the Olympia area. Evaluation of earthquake return rates indicates
that an earthquake of the magnitude between 5.5 and 6.0 is likely within a given
20-year period.
Generally, there are four types of potential geologic hazards associated with large seismic
events: 1) surficial ground rupture, 2) seismically induced landslides, 3) liquefaction, and
4) ground motion. The potential for each of these hazards to adversely impact the proposed
project is discussed below.
6.1 Surficial Ground Rupture
The nearest known fault zone to the project site is the South Whidbey Island -Lake Alice Fault.
The fault is not well localized in the project area, however current research suggests that the
project is a few miles southwest of the fault zone. Recent studies indicate that this is an active
fault zone capable of generating surface ruptures. Investigation and analysis of the fault zone
July 27, 2010 ASSOCIATED EARTH SCIENCES, INC.
BWGltb - KE100209A2 - Projects1201002091KEMP Page 6
I
I
k
I
I
I
11
I
I
11
I
I
I
I
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Batik Branch Replacement Preliminary Geolechnical Engineering Report
Edinonds, Washington - Geologic Hazards and Mitigations
is actively underway, and much is left to be learned. According to USGS studies, the
recurrence interval of movements along this fault zone is unknown, but is speculated to be on
the order of 1,100 years. The risk of damage to the proposed structure from surface rupture
appears to be low based on the distance from known surface faulting and the long recurrence
interval on the closest surface fault system.
6.2 Seismically Induced Landslides
In our opinion, the risk of seismically induced landslides at this site is low due to the lack of
significant slopes.
6.3 Liquefaction
Liquefaction is a process through which unconsolidated, saturated soil loses strength as a result
of vibrations, such as those which occur during a seismic event. During normal conditions,
the weight of the soil is supported by both grain -to -grain contacts and by the fluid pressure
within the pore spaces of the soil below the water table. Extreme vibratory shaking can disrupt
the grain -to -grain contact, increase the pore pressure, and result in a temporary decrease in soil
shear strength. The soil is said to be liquefied when nearly. all of the weight of the soil is
supported by pore pressure alone. Liquefaction can result in deformation of the sediment and
settlement of overlying structures. Areas most susceptible to liquefaction include those areas
underlain by non -cohesive silt and sand with low relative densities, accompanied by a shallow
water table. The site does not appear to contain loose, saturated soils that would be susceptible
to liquefaction during a design level seismic event. No detailed liquefaction analysis was
completed as part of this study, and none is warranted in our opinion.
6.4 Ground Motion
Structural design of the building should follow the current applicable building code. The
applicable code at the time this report was written is the 2006 International Building Code
(IBC). The site soils are consistent with 2006 IBC Site Class "C". The 2006 IBC seismic
design parameters for short period (Ss) and I -second period (SI) spectral acceleration values
were determined by the latitude and longitude of the project site using the USGS software
utility Seismic Hazard Curves and Uniform Response Spectra. The USGS software
interpolated ground motions at the project site as follows for periods of 0.2 and 1.0 seconds,
respectively, with a 2 percent chance of exceedence in 50 years: Ss = 1. 199, Si = 0.42.
July 27, 2010 ASSOCIATED EARTH SCIENCES, INC.
BWGltb - KE100209A2 - Projects1201002091KEMP Page 7
I
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Report
Edmonds, Washington Geologic Hazards and Mitigations
7.0 EROSION HAZARDS AND MITIGATIONS
As of October 1, 2008, the Washington State Department of Ecology (Ecology) Construction
Storm Water General Permit (also known as the National Pollutant Discharge Elimination
System [NPDES] permit) requires weekly Temporary Erosion and Sedimentation Control
(TESC) inspections and turbidity monitoring for all sites 1 or more acres in size that discharge
storm water to surface waters of the state. Because we anticipate that the proposed project will
require disturbance of less than I acre, we anticipate that these inspection and reporting
requirements will not be triggered. The following recommendations are related to general
erosion potential and mitigation.
The erosion potential of the site soils is high. The most effective erosion control measure is
the maintenance of adequate ground cover. Maintaining cover measures atop disturbed ground
provides the greatest reduction to the potential generation of turbid runoff and sediment
transport. During the local wet season (October V through March 31"'), exposed soil should
not remain uncovered for more than 2 days unless it is actively being worked. Ground -cover
measures can include erosion control matting, plastic sheeting, straw mulch, crushed rock or
recycled concrete, or mature hydroseed.
To mitigate the erosion hazards and potential for off -site sediment transport, we recommend
the following:
1. The winter performance of a site is dependent on a well -conceived plan for control of
site erosion and storm water runoff. It is easier to prevent suspension of silt than to
remove it from construction storm water. The owner and the design team should
include adequate ground -cover measures, access roads, and staging areas in the project
bid to give the selected contractor a workable site. The selected contractor needs to be
prepared to implement and maintain the required measures to reduce the amount of
exposed ground. A site maintenance plan should be in place in the event storm water
turbidity measurements are greater than the Ecology standards.
2. All TESC measures for a given area to be graded or otherwise worked should be
installed prior to any activity within that area. The recommended sequence of
construction within a given area would be to install sediment traps and/or ponds and
establish perimeter flow control prior to starting mass grading.
I
I
July 27, 2010 ASSOCIATED EARTH SCIENCES, INC.
BWGfib - KE100209A2 - Projects1201002091KEMP Page 8
I
Subsurface Fxploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Report
Edmonds, Washington Geologic Hazards and Mitigations
3. During the wetter months of the year, or when large storm events are predicted during
the surnmer months, each work area should be stabilized so that if showers occur, the
work area can receive the rainfall without excessive erosion or sediment transport. The
required measures for an area to be "buttoned -up" will depend on the time of year and
the duration the area will be left un-worked. During the winter months, areas that are
to be left un-worked for more than 2 days should be mulched or covered with plastic.
During the summer months, stabilization will usually consist of seal -rolling the
subgrade. Such measures will aid in the contractor's ability to get back into a work
area after a storm event. The stabilization process also includes establishing temporary
storm water conveyance channels through work areas to route runoff to the approved
treatment facilities.
4. All disturbed areas should be revegetated as soon a's possible. If it is outside of the
growing season, the disturbed areas should be covered with mulch, as recommended in
the erosion control plan. Straw mulch provides the most cost-effective cover measure
and can be made wind -resistant with the application of a tackifier after it is placed.
5. Surface runoff and discharge should be controlled during and following development.
Uncontrolled discharge may promote erosion and sediment transport. Under
no circumstances should concentrated discharges be allowed to flow over significant
slopes.
6. Soils that are to be reused around the site should be stored in such a manner as to
reduce erosion from the stockpile. Protective measures may include, but are not
limited to, covering with plastic sheeting, the use of low stockpiles in flat areas, or the
use of straw bales/silt fences around pile perimeters. During the period between
October 1" and March 3 V, these measures are required.
7. On -site erosion control inspections and turbidity monitoring should be performed in
accordance with Ecology requirements. Weekly and monthly reporting to Ecology
should be performed on a regularly scheduled basis, if required. TESC monitoring
should be part of the weekly construction team meetings. Temporary and permanent
erosion control and drainage measures should be adjusted and maintained, as necessary,
Iat the time of construction.
It is our opinion that with the proper implementation of the TESC plans and by field -adjusting
appropriate mitigation elements (best management practices) during construction, as
recommended by the erosion control inspector, the potential adverse impacts from erosion
hazards on the project may be mitigated.
July 27, 2010 ASSOCIA TEDE4RTH SCIENCES, INC,
BWG11b - KE100209A2 - Projects Q01002091M WP Page 9
I
I
11
I
I
I
I
I
I
Subsurface Exploration, Geologic Hazards, mid
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Report
Edmonds, Washington Preliminary Design Recommendations
III. PIRELIMINAPY DESIGN P.ECOMMENDATIONS
8.0 INTRODUCTION
The site is underlain by existing fill, recessional outwash, and advance outwash sediments.
These materials Warrant remedial preparation below foundations, floor slabs, walkways,
paving, and similar structures. Remedial preparation recommendations are included in the
following sections of this report.
9.0 SITE PREPARATION
Erosion and surface water control should be established around the clearing limits to satisfy
local requirements. Existing buildings, foundations, floor slabs, paving, buried utilities,
vegetation, topsoil, and -any other deleterious materials should be removed where they are
located below planned construction areas. All disturbed soils resulting from demolition
activities should be removed to expose underlying, undisturbed native sediments and replaced
with structural fill, as needed. All excavations below final grade made for demolition activities
should be backfilled, as needed, with structural fill.
Once demolition has been completed, existing fill should be addressed. We recom. i mend that
existing fill be removed from below the planned building footprint, and any other foundation
areas. Recessional outwash, which was observed below the existing fill at EB-1 and below the
topsoil at EB-2, should be moisture conditioned and compacted to 95 % of the modified. Proctor
maximum dry density. If it is necessary to raise grades in structural areas, structural fill may
be placed above properly prepared subgrades. Structural fill recommendations are presented
later in this report. The excavated existing fill material appears to be suitable for reuse in
structural fill applications if all concrete and asphalt rubble larger than 4 inches in diameter is
removed and the material is at a moisture condition that allows compaction to the specified
level for its intended purpose.
Below areas of planned sidewalks and paving, it would be possible to leave existing fill in
place with some remedial preparation. We recommend that paving areas be stripped of
existing topsoil, and proof -rolled and compacted as described 'later in this report for
preparation of paving subgrades. If the resulting surface is firm and unyielding and compacted
to 95 percent or more of the modified Proctor maximum dry density, no further preparation is
required. If the subgrade is wet or yielding, we recommend that a portion of the existing fill
be removed and replaced with material that is capable of being compacted under field
conditions that are present at the time the work is completed. Decisions on appropriate
July 27, 2010 ASSOCIATED EARTH SCIENCES, INC.
BWGItb - KE100M9A2 - Projects1201002091KEMP Page 10
I
I
I
I
I
I
I
I
I
I
I
I
11
I
I
I
I
I
Subsurface Exploration, Geologic Hazards, and
Proposed First Secutity Bank Branch Replacement Preliminary Geotechnical Engineering Report
Edmonds, Washington Preliminary Design Recommendations
preparation procedures should be made in the field at the time of construction'when site, soil,
and weather conditions are known. A typical scenario might include replacement of the upper
2 feet of existing fill with new structural fill in any areas where soft or yielding subgrade soils
are present. During wet site or weather conditions, select fill may be needed for this
application. It should be noted that leaving existing fill in place below planned paving carries
some risks of future settlement. Such risks are offset by a substantial savings in initial
construction costs. We are available to answer questions regarding cost savings and risks
associated with leaving the existing fill in place below planned paving._
9.1 Construction Site Drainage and Surface Water Control
The site should be graded to prevent water from ponding in construction areas and/or flowing
into excavations. Exposed grades should be crowned, sloped, and smooth -drum rolled at the
end of each day to facilitate drainage. Accumulated water must be removed from subgrades
and work areas immediately prior to performing further work in the area. Equipment access
may be limited, and the amount of soil rendered unfit for use as structural fill may be greatly
increased if drainage efforts are not accomplished in a timely sequence. If an effective
drainage system is not utilized, project delays and increased costs could be incurred due to the
greater quantities of wet and unsuitable fill, or poor access and unstable conditions.
We anticipate that perched ground water could be encountered in excavations completed during
construction. We do not anticipate the need for extensive dewatering in advance of
excavations. The contractor should be prepared to intercept any ground water seepage entering
the excavations and route it to a suitable discharge location.
Final exterior grades should promote free and positive drainage away from the building at all
times. Water must not be allowed to pond or collect adjacent to foundations or within the
immediate building area. We recommend that a gradient of at least 3 percent for a minimum
distance of 10 feet from the building perimeters be provided, except in paved locations. In
paved locations, a minimum gradient of I percent should be provided, unless provisions are
included for collection and disposal of surface water adjacent to the structure.
9.2 Subgrade Protection
The native soils are expected to provide a suitable construction working surface except in areas
of concentrated wheeled traffic. If stripped areas are to be subjected to wheeled traffic,
particularly during wet site and/or weather conditions, a working surface of Quarry Spalls
(WSDOT 9-13.6) or recycled concrete of similar gradation should be used, as needed, with a
minimum thickness of 12 inches.
July 27, 2010 ASSOCIATED EARTH SCIENCES, INC.
BWGltb - KE100209A2 - Projects1201002091KEMP Page I I
I
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Report
Edmonds, Washington Preliminary Des!�n Recommendations
9.3 Proof -Rolling and Subgrade Compactio
Following the recommended demolition, site stripping, planned excavation, and overexcavation
of existing fill, the stripped subgrade of paving areas should be proof -rolled with heavy,
rubber -tired construction equipment, such as a fully loaded, tandem -axle dump truck. Proof -
rolling should be performed prior to structural fill placement or foundation excavation. The
proof -roll should be monit ' ored by the geotechnical engineer so that any soft or yielding
subgrade soils or areas of remaining existing fill can be identified. Any soft/loose, yielding
soils should be removed to a stable subgrade as described in the "Site Preparation" section of
this report. The subgrade should then be scarified, adjusted in moisture content, and
recompacted to the required density. Proof -rolling should only be attempted if soil moisture
contents are at or near optimum moisture content. Proof -rolling of wet subgrades could result
in further degradation. Low areas and excavations may then be raised to the planned finished
grade with compacted structural fill. Subgrade preparation and selection, placement, and
compaction of structural fill should be performed under engineering -controlled conditions in
accordance with the project specifications.
9.4 Overexcavation/Stabilization
Construction during extended wet weather periods could create the need to overexcavate
exposed soils if they become disturbed and cannot be recompacted due to elevated moisture
content and/or weather conditions. Even during dry weather periods, soft/wet soils, which
may need to be overexcavated, may be encountered in some portions of the site. If
overexcavation is necessary, it should be confirmed through continuous observation and testing
by Associated Earth Sciences, Inc. (AESI). Soils that have become unstable may require
remedial measures in the form of one or more of the following:
1. Drying and recompaction. Selective drying may be accomplished by scarifying or
windrowing surficial material during extended periods of dry and warm weather.
2. Removal of affected soils to expose a suitable bearing subgrade and replacement with
I compacted structural fill.
3. Mechanical stabilization with a coarse -crushed aggregate compacted into the subgrade,
I possibly in conjunction with a geotextile.
1 4. Soil/cement admixture stabilization.
I
July 27, 2010 ASSOCIATED EARTH SCIENCES, INC.
BWGItb - KE1002WA2 - Projects1201002091KEW Page 12
I
I
I
I
I
I
I
h
I
I
I
I
I
I
I
I
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Report
Edmonds, Washington Preliminary Design Recommendations
9.5 Wet Weather Conditions
If construction proceeds during an extended wet weather construction period and the moisture -
sensitive site soils become wet, they will become unstable. Therefore, the bids for site grading
operations should be based upon the time of year that construction will proceed. It is expected
that in wet conditions, additional soils may need to be removed and/or other stabilization
methods used, such as a coarse crushed rock working mat to develop a stable condition if silty
subgrade soils are disturbed in the presence of excess moisture. The severity of construction
disturbance will be dependent, in part, on the precautions that are taken by the contractor to
protect the moisture- and disturbance -sensitive site soils. If overexcavation is necessary, it
should be confirmed through continuous observation and testing by a representative of our firm.
9.6 Temporary and Permanent Cut Slopes
In our opinion, stable construction slopes should be the responsibility of the contractor and
should be determined during donstruction, For estimating purposes, however, we anticipate
that temporary, unsupported cut slopes in the existing fill and recessional outwash sediments
above the ground water level can be made at a maximum slope of 1.5HAV
(Horizontal: Vertical) or flatter. As is typical with earthwork operations, some sloughing and
raveling may occur, and cut slopes may have to be adjusted in the field. If ground water
seepage is encountered in cut slopes, or if surface water is not routed away from temporary cut
slope faces, flatter slopes will be required. In addition, WISHA/OSHA regulations should be
followed at all times. Permanent cut and structural fill slopes that are not intended to be
exposed to surface water should be designed at inclinations of 2H: IN or flatter. All permanent
cut or fill slopes should be compacted to at least 95 percent of the modified Proctor maximum
dry density, as determined by ASTM:D 1557, and the slopes should be protected from erosion
by sheet plastic until vegetation cover can be established during favorable weather.
9.7 Frozen Subgrades
If earthwork takes place during freezing conditions, all exposed subgrades should be allowed to
thaw and then be recompacted prior to placing subsequent lifts of structural fill or foundation
components. Alternatively, the frozen material could be stripped from the subgrade to reveal
unfrozen soil prior to placing subsequent lifts of fill or foundation components. The frozen
soil should not be reused as structural fill until allowed to thaw and adjusted to the proper
moisture content, which may not be possible during winter months.
July 27, 2010 ASSOCIATED EARTH SCIENCES, INC
8WG11b - KE100209A2 - ProjecW201002091KERP Page 13
I
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Report
Edmonds, Washington Preliminary Design Recommendations
10.0 STRUCTURAL FILL
All references to structural fill in this report refer to subgrade preparation, fill type and
placement, and compaction of materials, as discussed in this section. If a percentage of
compaction is specified under another section of this report, the value given in that section
Ishould be used.
After stripping, planned excavation, and any required overexcavation have been performed to
the satisfaction of the geotechnical engineer, the upper 12 inches of exposed ground in areas to
receive fill should be recompacted to 90 percent of the modified Proctor maximum density
using ASTM:D 1557 as the standard. If the subgrade contains silty soils and too much
moisture, adequate recompaction may be difficult or impossible to obtain, and should probably
not be attempted. In lieu of recompaction, the area to receive fill should be blanketed with
washed rock or quarry spalls to act as a capillary break between the new fill and the wet
subgrade. Where the exposed ground remains soft and further overexcavation is impractical,
placement of an engineering stabilization fabric may be necessary to prevent contamination of
Ithe free -draining layer by silt migration from below.
After recompaction of the exposed ground is tested and approved, or a free -draining rock
course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as
non -organic soil, acceptable to the geotechnical engineer, placed in maximum 8-inch loose
lifts, with each lift being compacted to 95 percent of the modified Proctor maximum density
using ASTM:D 1.557 as the standard. In the case of roadway and utility trench filling, the
backfill should be placed and compacted in accordance with current City of Edmonds codes
and standards. The top of the compacted fill should extend horizontally outward a minimum
distance of 3 feet beyond the locations of foundations and roadway edges before sloping down
at an angle of 2H: 1V.
The contractor should note that any proposed fill soils must be evaluated by AESI prior to their
use in fills. This would require that we have a sample of the material 72 hours in advance to
perform a Proctor test and determine its field compaction standard. Soils in which the amount
of fine-grained material (smaller than the No. 200 sieve) is greater than approximately
5 percent (measured on the minus No. 4 sieve size) should be considered moisture -sensitive.
Use of moisture -sensitive soil in structural fills should be limited to favorable dry weather
conditions. The native and existing fill soils present on -site contained significant amounts of
silt and are considered moderately moisture -sensitive. These on -site soils are expected to be
suitable for reuse in structural fill applications during dry site and weather conditions when
moisture conditions can be controlled by aeration and drying, as needed, and providing that
concrete and asphalt rubble larger than 4 inches in diameter is removed from excavated
existing fill. If fill is placed during wet weather or if proper compaction cannot be obtained, a
July 27, 2010 ASSOCIATED EARTH SCIENCES, INC
BWGltb - KE100209A2 - Projects12010020MEMP Page 14
I
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Batik Branch Replacement Preliminary Geotechnical Engineering Report
Edmonds, Washing" Preliminary Design Recommendations
select import material consisting of a clean, free -draining gravel and/or sand should be used.
Free -draining fill consists of non -organic soil with the amount of fine-grained material limited
to 5 percent by weight when measured on the minus No. 4 sieve fraction with at least
25 percent retained on the No. 4 sieve.
A representative from our firm should inspect the stripped subgrade and be present during
placement of structural fill to observe the work and perform a representative number of
in -place density tests. In this way, the adequacy of the earthwork may be evaluated as filling
progresses, and any problem areas may be corrected at that time. It is important to understand
that taking random compaction tests on a part-time basis will not assure uniformity or
acceptable performance of a fill. As such, we are available to aid the owner in developing a
suitable monitoring and testing program.
11.0 FOUNDATIONS
Spread footings may be used for building support when founded directly on undisturbed
recessional outwash sediments, advance outwash sediments, or on structural fill placed above
suitable native deposits, as previously discussed. We recommend that an allowable bearing
pressure of 3,000 pounds per square foot (psf) be used for design purposes, including both
dead and live loads. An increase of one-third may be used for short-term wind or seismic
loading. If higher foundation soil bearing pressures are needed, we should be allowed to offer
situation -specific recommendations.
Perimeter footings should be buried at least 18 inches into the surrounding soil for frost
protection. However, all footings must penetrate to the prescribed bearing' stratum, and no
footing should be founded in or above organic or loose soils. All footings should have a
minimum width of 18 inches.
It should be noted that the area bound by lines extending downward at I H: IV from any footing
must not intersect another footing or intersect a filled area that has not been compacted to at
least 95 percent of ASTM:D 1557. In addition, a l.5H:IV line extending down from any
footing must not daylight because sloughing, or raveling may eventually undermine the footing.
Thus, footings should not be placed near the edge of steps or cuts in the bearing soils..
Anticipated settlement of footings founded as described above should be on the order of :Y4 inch
or less. However, disturbed soil not removed from footing excavations prior to footing
placement could result in increased settlements. All footing areas should be inspected by AESI
prior to placing concrete to verify that the design bearing capacity of the soils has been attained
and that construction conforms to the recommendations contained in this report. Such
July 27, 2010 ASSOCIATED EARTH SCIENCES, INC,
B WGlib - KEI 00209A 2 - Projects 1201002091KEi WP Page 15
I
F-1
Ll
I
F�
I
I
I
I
I
I
I
I
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engine&ing Report
Edmonds, Washington Preliminary Design Recommendations
inspections may be required by the governing municipality. Perimeter footing drains should be
provided, as discussed under the "Drainage Considerations" section of this report.
11. 1 Drainage Considerations
Foundations should be provided with foundation drains. Drains should consist of rigid,
perforated, polyvinyl chloride (PVC) pipe surrounded by washed pea gravel. The drains
should be constructed with sufficient gradient to allow gravity discharge away from the
proposed building. Roof and surface runoff should not discharge into the footing drain 'System,
but should be handled by a separate, rigid, tightline drain. In planning, exterior grades
adjacent to walls should be sloped downward away from the proposed structure to achieve
surface drainage.
12.0 FLOOR SUPPORT
Floor slabs should be underlain by recessional outwash, advance outwash, or structural fill as
described in the site preparation section of this report. Floor slabs should be cast atop a
minimum of 4 inches of clean, washed, crushed rock or pea gravel to 'act asa capillary break.
Areas of subgrade that are disturbed (loosened) during construction should be compacted to a
non -yielding condition prior to placement of capillary break material. Floor slabs should also
be protected from dampness by an impervious moisture barrier at least 10 mils thick. The
moisture barrier should be placed between the capillary break material and the concrete slab.
13.0 FOUNDATION WALLS
All backfill behind foundation walls or around foundation units should be placed as per our
recommendations for structural fill and as described in this section of the report. Horizontally
backfilled walls, which are free to yield laterally at least 0. 1 percent of their height, may be
designed using an equivalent fluid equal to 35 pounds per cubic foot (pcf). Fully restrained,
horizontally backfilled, rigid walls that cannot yield should be designed for an equivalent fluid
of 50 pcf. Walls with sloping backfill up to a maximum gradient of 2H: IV should be designed
using an equivalent fluid of 55 pcf for yielding conditions or 75 pcf for fully restrained
conditions. If parking areas are adjacent to walls, a surcharge equivalent to 2 feet of soil
should be added to the wall height in determining lateral design forces.
As required by the 2006 IBC, retaining wall design should include a seismic surcharge
pressure in addition to the equivalent fluid pressures presented above. Considering the site
soils and the recommended wall backfill materials, we recommend a seismic surcharge
July 27, 2010 ASSOCL4 TED EARTH SCIENCES, INC.
BWGltb - KE100209AZ - ProjecW20100209WEMP Page 16
I
I
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geotechnical Engineering Report
Edmonds, Washinvon Preliminary DesiRn Recommendations
I
pressure of 5H and 10H psf, where H is the wall height in feet for the "active" and "at -rest"
loading conditions, respectively. The seismic surcharge should be modeled as a rectangular
Idistribution with the resultant applied at the midpoint of the walls.
I
I
F
I
I
I
I
I
I
I
The lateral pressures presented above are based on the conditions of a uniform backfill
consisting of excavated on -site soils, or imported structural fill compacted to 90 percent of
ASTM:D 1557., A higher degree of compaction is not recommended, as this will increase the
pressure acting on the walls. A lower compaction may result in settlement of the slab -on -grade
or other structures supported above the walls. Thus, the compaction level is critical and must
be tested by our firm during placement. Surcharges from adjacent footings or heavy
construction equipment must be added to the above values. Perimeter footing drains should be
provided for all retaining walls, as discussed under the "Drainage Considerations" section of
this report.
It is imperative that proper drainage be provided so that hydrostatic pressures do not develop
against the walls. This would involve installation of a minimum 1-foot-wide blanket drain to
within I foot of finish grade for the full wall height using imported, washed gravel against
the walls. The blanket drain should be continuous with and freely communicate with the
footing drain.
13.1 Passive Resistance and Friction Factors
Lateral loads can be resisted by friction between the foundation and the natural soils or
supporting structural fill soils, and by passive earth pressure acting on the buried portions of
the foundations. The foundations must be backfilled with structural fill and compacted to at
least 95 percent of the maximum dry density to achieve the passive resistance provided below.
We recommend the following allowable design parameters:
• Passive equivalent fluid = 250 pcf
• Coefficient of friction = 0.30
14.0 PAVEMENT RECOMMENDATIONS
On -site pavement areas should be prepared in accordance with the "Site Preparation" section
of this report. If the stripped native soil or existing fill pavement subgrade can be compacted
to 95 percent of ASTM:D 1557 and is firm and unyielding, no additional overexcavation is
required. Soft or yielding areas should be overexcavated to provide a suitable subgrade and
backfilled with structural fill.
July 27, 2010 ASSOCIATED EARTH SCIENCES, INC
B WG11b - KE] 00209A 2 - Projects 1201002091 KE I WP Page, 17
I
I
I
I
I
I
I
I
E
H
I
I
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary Geolechnical Engineering Report
Edinonds, Washinvon Preliminary DesiRn Recommendations
The pavement sections included in this report section are for driveway and parking areas on -
site, and are not applicable to right-of-way improvements. At this time, we are not aware of
any planned right-of-way improvements; however, if any new paving of public streets is
required, we should be allowed to offer situation -specific recommendations.
The exposed ground should be recompacted to 95 percent of ASTM:D 1557. If required,
structural fill may then be placed to achieve desired subbase grades. Upon completion of the
recompaction and structural fill, a pavement section consisting of 21/2 inches of asphaltic
concrete pavement (ACP) underlain by 4 inches of I 1/4-inch crushed surfacing base course is
the recommended minimum in areas of planned passenger car driving and parking. In heavy
traffic areas, a minimum pavement section consisting of 3 inches of ACP underlain by 2 inches
of '/8-inch crushed surfacing top course and 4 inches of I 1/4-inch crushed surfacing base course
is recommended. The crushed rock courses must be compacted to 95 percent of the maximum
density, as determined by ASTM:D 1557. All paving materials should meet gradation criteria
contained in the current Washington State Department of Transportation (WSDOT) Standard
Specifications.
Depending on construction staging and desired performance, the crushed base course material
may be substituted with asphalt treated base (ATB) beneath the final asphalt surfacing. The
substitution of ATB should be as follows: 4 inches of crushed rock can be substituted with
3 inches of ATB, and 6 inches of crushed rock may be substituted with 4 inches of ATB. ATB
should be placed over a native or structural fill subgrade compacted to a minimum of
95 percent relative density, and a 11/2- to 2-inch thickness of crushed rock to act as a working
surface. If ATB is used for construction access and staging areas, some rutting and
disturbance of the ATB surface should be expected. The general contractor should remove
affected areas and replace them with properly compacted ATB prior to final surfacing.
15.0 PROJECT DESIGN AND CONSTRUCTION MONITORING
Our report is based on the project concept that was current at the time it was written. We
recommend that AESI perform a geotechnical review of the plans prior to final design
completion.
We are also available to provide geotechnical engineering and monitoring services during
construction. The integrity of the foundation system depends on proper site preparation and
construction procedures. In addition, engineering decisions may have to be made in the field
in the event that variations in subsurface conditions become apparent. Construction monitoring
services are not part of our currently approved scope of work. I
July 27, 2010 ASSOCIATED EARTH SCIENCES, INC.
BWGltb - KE100209A2 - Projects 1201002091KEMP Page 18
I
11
I
I
I
I
r
I
I
I
I
H
Subsurface Exploration, Geologic Hazards, and
Proposed First Security Bank Branch Replacement Preliminary i3eotechnical Engineering Report
Edmonds, Washington Preliminary Design Recommendations
We have enjoyed working with you on this study and are confident that these recommendations
will aid in the successful completion of your project. If you should have any questions or
require further assistance, please do not hesitate to call.
Sincerely,
ASSOCIATED EARTH SCIENCES, INC.
Kirkland, Washington
W
0
ZAO���
BrTce W. Guenzler, L.E.G.
Project Geologist
Attachments: Figure 1: Vicinity Map
Figure 2: Site and Exploration Plan
Appendix: Exploration Logs
Laboratory Testing Results
23580
NAL
Kurt D. Merriman, P.E.
Principal Engineer
fX
July 27, 2010 ASSOCIATED EARTH SCIENCES, INC.
BWGlib - KE100209A2 - Projects 120100209iKEI WP Page 19
I
m m m m m m m m m m m m m m m = = m m
f
wl
On
-.0
4t!
a
-va If
lQK
FIGURE 1
Associated Eafth Sciences, Inc. VICINITY MAP
EDMONDS FIRST SECURITY BANK DATE 7/10
EE w ZM WO EDMONDS, WASHINGTON PROJ. NO. KE100209A
m m m m m m m m m m m m m m m m m m m
t
0.
ul
's
N
A
0 20 40
ui FEET
REFERENCE: Warren Lafon Architect
FIGURE 2
Associated Earth Sciences, Inc. SITE AND EXPLORATION PLAN
EDMONDS FIRST SECURITY BANK DATE 7110
E EE Nd Q M EDMONDS, WASHINGTON PROJ. NO. KEI 00209A
-,4
= m m m m m m m m m m m m = m m m m m
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
r_
.2
- 0 �' 0,
Well -graded gravel and
Terms Describing Relative Density and Consistency
LL
0 N,
sw
gravel with sand, little to
Density SPT(2)blows/foot
0
120
U.
—
no fines
Very Loose Olo4
Coarse-
;0;0;
GP
Poorly -graded gravel
0
>
M 4)
>
a .0
ae
'n00000
Wo'o*o
Loose 4 to 10
Grained Soils
Medium Dense 10 to 30 Test Symbols
0 C000
0 0
and gravel with sand,
Dense 30 to 50
0
C.
0
0 0 0
00000
little to no fines
Very Dense >50 G = Grain Size
6
z
C) C
LO
0 -
�.2*0
(2 M = Moisture Content
Consistency §PT )blows/foot A = Atterberg Limits
z
C
0
r- �0
Silty gravel and silty
Very Soft 0 to 2 C = Chemical
0
V
M 0)
t
I oil
GM
gravel with sand
Fine-
Soft 2to4 DD = Dry Density
4)
LL
I
Grained Soils
Medium Stiff 4 to 8 K = Permeability
e
stiff 8 to 15
!!?
Clayey gravel and
Very Stiff 15 to 30
An
GC
clayey gravel with sand
-Hard---- >30
[2
Component Definitions
Well -graded sand and
Descriptive Term Size Range and Sieve Number
SW
sand with gravel, little
Boulders. Larger than 12'
0
Tw
U.
0
c
to no fines
Cobbles 3to 12'
Gravel 3"to No. 4 (4.75 mm)
0
0 >
LO
Poorly -graded sand
Coarse Gravel 3" to 3/4'
05
SP
and sand with gravel,
Fine Gravel 3/411 to No. 4 (4.75 mm)
0
0
little to no fines
Sand No� 4 (4.75 mm) to No. 200 (0.075 mm)
Coarse Sand No. 4 (4.75 mm) to No. 10 (2.00 mm)
Silty sand and
0
SM
Medium Sand No. 10 (2.00 mm) to No. 40 (0,425 mm)
U)
to
silty sand with
Fine Sand No. 40 (0.425 mm) to No. 200 (0.075 mm)
0
CL
0
gravel
Slit and Clay Smaller than No. 200 (0.075 mm)
SID
Clayey sand and
(3) Estimated Percentage Moisture Content
clayey sand with gravel
Percentage by Dry - Absence of moisture,
Component Weigh dusty, dry to the touch
Trace <5 Slightly Moist - Perceptible
Silt, sandy silt, gravelly silt,
0
IVIL
silt with sand or gravel
Few 5 to 10 moisture
Little 15 to 25 Moist - Damp but no visible
U)
With - Non -primary coarse water
Clay of low to medium
CD
_M
constituents: > 15% Very Moist - Water visible but
cli
6
0 0
6)
'0 _j
CL
plasticity; silty, sandy, or
- Fines content between not free draining
z
E
gravelly clay, lean clay
5% and 15% Wet - Visible free water, usually
co
= _j
1
from below water table
W
M
V)
Organic clay or silt of low
Symbols
0 L
plasticity
Blows/6"or
0
2
Sampler portion of 15' Cement grout
I
0
I
Type surface .11
Sampler Type
Elastic _s_ilt,_cTa_yey silt, silt
MH
with micaceous or
2.0"OD Bentonile
Split -Spoon Description (4) seal
0
diatomaceous fine sand or
silt
20
SamplerDjon 3.01 CD Split -Spoon Sampler Filter pack with
0
20
(Spi) 3.251 OD Split -Spoon Ring Sampler (4) blank casing
Clay of high plasticity,
to
us
'0_
CH
sandy or gravelly clay, fat
section
'pt
Bulk sample 3.0'OD Thin -Wall Tube Sampler Screened casing
2
clay with sand or gravel
or Hydrotip
(including Shelby tube) with filler pack
53.2
Grab Sample
End cap
.9
Organic clay or silt of
Portion not recovered
_j
OH
medium to high
(1) Percentage by dry weight (4
Depth of ground water
plasticity
(2) (SPT) Standard Penetration Test
(ASTM D-1586) ATD = At time of drilling
(3) _7 Static water level (date)
In General Accordance with
>1
Peat, muck and other
z
0)
2
0
FT
highly organic Soils
Standard Practice for Description 15) Combined USCS symbols used for
co
0
and Identification of Soils (ASTIVI D-2488) fines between 5% and 150/.
classifications of soils In this report are based on visual field and/or laboratory observations. which Include density/consistency, moisture condition, grain stze, and
plasticity estimates and should not be construed to Imply field or laboratory testing unless presented herein. Visual -manual and/or laboratory classification
methods of ASTIVI D-2487 and D-2488 were used as an Identification guide for the Unified Soil Classification System.
Associated Earth Sciences, Inc.
EXPLORATION LOG KEY FIGURE Al
H M 51 M Ou
I
I
I
I
I
I
I
I
I
I
11
I
I
I
I
I
11
I
I
Associated Earth Sciences, Inc.
Exploration Log
0 51 Ed K79771 0
Project Number
Exploration Number
Sheet
1
KE100209A
EB-1
1 of 1
Project Name Edmonds First Security Bank Ground Surface Elevation (ft)
Location Edmonds, WA Datum N/A
Driller/Equipment Boretec Date Start/Finish 7118/1() 7/113/1f)
Hammer Weight/Drop 140#130" Hole Diameter (in) All
CL
2-6
I-- Z
CL E
r-
.2
=.6
z
>
0
-
Blows/Foot
2
E
T
2
E
0
DESCRIPTION
00
10 20 30 40
Bark Mulch
rill - - - - - - - - - - - - - - -
S-1
1
Loose, moist, brown, fine SAND, few slit, thin roots (SP).
5
3
A5
2
5
S-2
----------------------------
Recessional Outwash
13
Medium dense, moist, brown, fine SAND, few fine gravel, trace silt (SP): no
I I
IL21
visible stratification.
10
10
Medium dense, moist, brown, fine SAND, trace to few slit (SP); no
5
S-3
stratification.
6
Al2
6
— — — -- — — — — — — — — — — — — — — — — — — — — — — — — — — — — —
Advance Outwash
15
S4
Very dense, moist, gray, fine to coarse SAND, with fine to coarse gravel,
20
trace slit (SW); no visible stratification.
26
A
L61
35
Bottom of exploration boring at 16.5 feet
20
25
30
35
Sampler Type (ST):
0] 2- OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: BWG
[D 3"OD Split Spoon Sampler (D & M) Ring Sample Z Water Level() Approved by:
5 Grab Sample Z Shelby Tube Sample I Water Level at time of drilling (ATD)
I
7�
I
L
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Associated Earth Sciences, Inc.
Exploration Log
Project Number
Exploration Number
Sheet
KE100209A
EB-2
1 of 1
Project Name Edmonds First Security Bank Ground Surface Elevation (ft)
Location Edmonds, WA Datum NIA
Driller/Equipment Boretec Date Start/Finish 7/16/1 Q 7/1 R11 Q
Hammer Weight/Drop __ Hole Diameter (in)
.140#130"
IL
cL E
Blows/Foot
E
T >,
9 E
9
Q)
C3
(a
T (0
(9 U)
DESCRIPTION
0
0
10 20 30 40
0
Topsoil
Fiec—es—sfon—al—O—utwa—sh — — — — — — — — -- — — —
S-1
Medium dense, moist, light brown, fine to coarse SAND, little silt, few fine
4
A14
gravel'(SM); no stratification.
6
8
--------------------------------
Advance Outwash
5
Very dense, moist, gray, fine to coarse SAND, with fine to coarse gravel,
25
S-2
few silt (SW); no visible stratification.
28
A
L81
33
10
S-3
Becomes dense, gradation as above.
6
A,
7
24
23
15
1 S-4
As above.
10/11
A
1650R
Bottom of exploration baring at 15.5 feet
20
25
30
35
Sampler Type (ST):
[D 2' OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: BWG
3" OD Split Spoon Sampler (D & M) Ring Sample �Z water Level Approved by:
Grab Sample Z Shelby Tube Sample —T Water Level at time of drilling (ATD)
GRAIN SIZE ANALYSIS - MECHANICAL
Date
7/22/2010
Project
Edmonds First Securit Bank
Project No.
KE100209A
Soil Description
Sand few gravel trace silt
Tested By
SS/Nl(A
Location
Onsite
EB/EP No
EB-1 S-2
I Depth
15'
Wt. of moisture wet sample + Tare
Taire
�Tare
�'875.49
Total Sample Tare
297-09.
Wt. of moisture dry Sample +
843.95
ITotal Sample wt +tare
Wt. of Tare
297.09 "ITotal
SaMDle Wt
1 518.4
Sieve No.
Diam. (mm)
Wt. Retained (g)
% Retained
% Passing
Minimum
Maximum
3.5
90
100.00
3
76.1
100.00
2.5
64
100.00
2
50.8
100.00
1.5
38.1
100.00
1
25.4
100.00
3/4
19
100.00
3/8
9.51
35.5
6.49
93.51
#4
4.76
�68
12.43
87.57
#8
2.38
18.44
81.56
#10
2
1 . 13.34:
20.73
79.27
#20
0.85
�1 78.63:
32.66
67.34
#40
0.42
67.83
32.17
#60
0.25
88.64
11.36
1
#100
1 0.149
97.02
2.981
1 #200
1 0.074
544,39
99.551
0.451
100 -
80
-C 60 -
LL
40-
IL I
20
0
100
US STANDARD SIEVE NOS.
3- 3/4' NO.4 NO, 16 NO 40 NO200
10
1
Grain Size, mm
0.1
ASSOCIATED EARTH SCIENCES, INC.
9 11 5th Ave., Suite 100 Kirkland, WA 98033 425-827-7701 FAX 42"27-5424
0.01
I
I
I
I
I
I
I
I
I
I
Associated Eardi Sciences, Inc.
N [E N 0 a.
Cefe&a6ny O�er 25 'Yeaiv of Semae
February 8, 2011
Project No. KE100209A
BCRA Design
2106 Pacific Avenue, Suite 300
Tacoma, Washington 98402
Attention: Mr. Mat Bergman
Subject: Infiltration System Recommendations
Edmonds First Security Bank
620 Edmonds Way
Edmonds, Washington
Dear Mr. Bergman:
As requested, this letter provides a summary of our observations and recommendations related
to design of the storm water infiltration system for the Edmonds First Security Bank project.
We are familiar with the project through our previous participation, which has included drilling
exploration borings and preparing a geotechnical engineering report for the project dated
July 27, 2010. This letter should be considered supplementary to our previous work on the
project, and should be used together with our previous report. Our work was performed in
accordance with our scope of work and cost proposal dated January 11, 2010, and we were
authorized to proceed by means of a signed copy of our proposal. Our work was performed in
accordance with local standards of practice in the field of hydrogeology at the time it was
written. No other warranty, express or implied, is made.
PROJECT DESCRIPTION
The project will include demolition of the existing bank branch building, and construction of a
new building northwest of the existing building. New paved parking areas and driveways will
be located south of the new building. A storm water infiltration system is planned, and will
consist of a series of Stormtech chambers below a portion of the new parking lot. Water
quality treatment will be provided by a cartridge filter system upstream from the infiltration
structure. The infiltration area will be in approximately the same location as the existing bank
branch building to be demolished, and the planned subgrade elevation of the infiltration system
is approximately 7.5 feet below existing grades, or approximately elevation 270 feet.
I
Kirkland Everett Tacoma
425-827-7701 425-259-0522 253-722-2992
www.aesgeo.com
I
ISITE DESCRIPTION
I
The project site is that of the existing First Security bank branch at the above -referenced
address, as shown on the "Vicinity Map," Figure 1. The site is irregularly shaped in plan
view and has a total area of approximately 0.4 acre. The site slopes gently down to the north,
with overall vertical relief of approximately 12 feet. The site was graded to its current
configuration during previous development. The north end of the existing parking area was
created by placement of fill approximately 5 feet thick. The fill resembles native sediments,
and may have been derived from cuts on the south part of the site. Existing site development
consists of a single story bank branch building on the south central part of the site, surrounded
by paved parking and driveway areas, and a gravel -surfaced apron along a portion of the
Paradise Lane frontage. Approximately the northern one-third of the site is currently
undeveloped, and covered with mature trees and understory plants.
AREA DESCRIPTION
The project site is located on the north side of Edmonds Way, and the adjacent Edmonds Way
frontage is occupied by existing houses and low rise commercial buildings. Away from
Edmonds Way, the neighborhood is primarily occupied by existing homes.
Area topography slopes generally down to the north and east. The site does not contain and is
not adjacent to regulated steep slopes. The nearest surface water body is Shelleberger Creek
with headwaters roughly 900 feet north of the site, based on the United States Geological
Survey (USGS) Edmonds East 7.5-Minute Quadrangle Map. A published geologic map of the
area, Booth, D. B., Cox, B. F., Troost, K. G., and Shimel, S. A., 2004, Composite geologic
map of the Sno-King area: University of Washington, Seattle -Area Geologic Mapping Project,
scale 1:24,000, indicates that advance outwash sediments are expected at shallow depths on the
site and in the area surrounding the site.
ISUBSURFACE CONDITIONS SUMMARY
We have completed a total of four subsurface explorations on -site, and installed one ground
water observation well. The attached "Site and Exploration Plan," Figure 2, depicts the
locations of all of the exploration borings ' and logs of all of the explorations are also attached.
Exploration borings EB-1 and EB-2 encountered surficial topsoil approximately 8 inches thick,
while exploration borings EB-3 and EB-4 each encountered surficial asphalt paving observed to
be approximately I and 2 inches thick, respectively. Below the surficial topsoil and paving,
we encountered surficial fill that was observed to be 5 feet thick at the location of EB-1 and 3
feet thick at the location of EB-4. Below the overlying man -placed materials, EB-1 and EB-2
encountered medium dense brown sand with generally small amounts of silt and gravel
interpreted as recessional outwash. The recessional outwash was observed to a depth of
approximately 12 feet at the location of EB-1, and 4 feet in EB-2. Below the recessional
1 2
I
I
I
I
I
I
I
I
I
I
I
I
I
I
11
I
I
I
outwash, each of our exploration borings encountered medium dense to dense gray sand, with
generally small amounts of silt and gravel. This material was observed to be gradationally
stratified, and is interpreted to represent advance outwash sediments. The advance outwash
was the deepest stratigraphic unit exposed in our subsurface explorations completed for this
study.
Free ground water was encountered only in one of our exploration borings, E13-3. We
installed a ground water observation well in EB-3 and measured a ground water level 28.3 feet
below the existing ground surface (approximately elevation 249.5 feet based on interpolation
between surface contours on the topographic su ' rvey). It should be noted that the borings other
than E13-3 advanced for this study were terminated shallower than elevation 249.5 feet, and
would not be predicted to encounter free ground water based on the water level observed in
EB-3.
LABORATORY TESTING
We completed grain size analyses of four sediment samples recovered from EB-3 at varying
depths. Each of the samples selected for grain size analysis originated from depths between
the base of the proposed infiltration facility and the observed ground water level. Results of
the grain size analyses are attached with this letter. The grain size analyses were completed
using American Society for Testing and Materials (ASTM):D 422 test procedures. TheASTM
test data were adjusted to provide soil textural classification based on United States Department
of Agriculture (USDA) textural classification procedure as described in the 1993 USDA Soil
Survey Manual, page 136. The adjustments we applied were to omit from the analysis that
portion of the tested samples that was retained on (coarser than) the US No. 10 Sieve, and to
assume that all materials passing (finer than) the US No. 270 Sieve classify as clay. After
applying these adjustments, each of the four sediment samples selected for testing was
determined to classify as Sand based on USDA classification criteria.
STORM WATER DESIGN REQUIREMENTS
The City of Edmonds has adopted the 2005 Washington State Department of Ecology
Stormwater Management Manual for Western Washington (Ecology Manual). The City also
has adopted the Stormwater Code Supplement to Edmonds Community Development Code
Chapter 18.30 (Edmonds Manual), dated April 10, 2010.
The project is considered a Small Site Project in accordance with Edmonds Manual Section
2. 1. The Edmonds Manual Appendix C allows design of the proposed infiltration structure to
use a long-term allowable design infiltration rate of 2 inches per hour (iph) based on grain size
testing results summarized above.
I
C
I
ISTORM WATER INFILTRATION RECOMMENDATIONS
I
I
I
In Associated Earth Sciences, Inc.'s (AESI's) experience, advance outwash such as that we
observed below this site can successfully be used as an infiltration receptor as proposed.
Advance outwash sediments are commonly characterized by gradational stratification, and the
advance outwash sediments observed at this site exhibited such stratification. Gradational
stratification such as that we observed on the site has the potential to substantially limit the
downward movement of infiltrated water, which can cause unexpectedly slow infiltration
performance of advance outwash storm water receptors. We have previously recommended
installation of pit drains below infiltration structures that use advance outwash as the storm
water receptor with good results. Pit drains offer a relatively low cost and low complexity
way to penetrate stratified receptor sediments and substantially reduce the possibility of slower
than expected infiltration performance due to stratification. We recommend that pit drains be
installed below the planned infiltration structure for this project. With the installation of pit
drains, the 2 iph long-term design infiltration rate is acceptable for the project as currently
proposed, in our opinion.
PIT DRAIN RECOMMENDATIONS
Pit drains for this project should consist of excavated pits below the planned infiltration
structure that are backfilled with washed pea gravel that meets the following gradation:
Sieve Size
Percent Passing
1/2"
100
3/8"
90-100
#4
5-15
#8
0-10
#100
0-0.6
#200
0-0.4
#270
0-0.2
The gravel backfill should extend from the base of the facility to a depth approximately 5 feet
above static ground water, or approximately -elevation 255 feet. We understand that a
cartridge filter system will be used upstream from the infiltration facility. We recommend that
the gravel backfill in the pit drains be provided with a 6-inch-thick cap of water quality filter
sand that meets gradation requirements of the Ecology Manual, page 8-16. The purpose of this
filter sand is to trap any fine grained sediment that enters the infiltration structure so that it is
not carried down into the pit drains or the storm water receptor soils. If the filter sand
becomes clogged with silt, it can be removed and replaced to restore the original capacity of
the infiltration facility. The filter sand could be omitted considering the planned use of a
cartridge filter system and the fact that the sand will be essentially inaccessible for
1 4
I
maintenance, but the filter sand would provide a backup in the event that the cartridge filter
failed.
At this site, pit drains should have plan view dimensions of approximately 3 feet wide by 10
feet long, and should extend to an elevation of approximately 255 feet, which corresponds to a
depth of approximately 15 feet below the planned infiltration facility. The pit drains should be
spaced approximately 10 feet edge to edge, and we anticipate that a total of 3 to 4 pit drains
will fit within the footprint of the planned infiltration facility depending on the final size of the
pit drains that could be affected by caving of granular advance outwash sediments during pit
drain installation. A typical pit drain detail is included with -this letter as Figure 3.
CONSTRUCTION VERIFICATION
We recommend that AESI be allowed to observe installation of the infiltration structure and pit
drains. The purpose of our observations would be to verify that the exposed receptor
sediments are consistent with those observed during our subsurface exploration program and
assumed for design. If subsurface conditions vary substantially from those observed during the
design phase, we may recommend capacity testing of one or more of the pit drains, or other
infiltration capacity verification procedures. Figure 3 depicts a water level sounding tube that
would facilitate pit drain infiltration capacity testing, if needed. We recommend that at least
two of the pit drains be provided with sounding tubes at the time of construction since later
installation of sounding tubes is difficult if the need for testing arises. If the subsurface
conditions observed at the time of construction are consistent with those observed during the
design phase of this report, we anticipate that no further testing would be needed. We
recommend that no turbid construction water be allowed to enter the infiltration system. The
infiltration system should be brought on line after all permanent paving, landscaping, and other
ground covers are in place, and after at lease one rain event that is sufficient to act as a "first
flush" to remove any remaining construction silt.
IWELL ABANDONMENT
We recommend that abandonment of the existing well be included as a bid item on the
demolition drawings for the project. The well should be decommissioned by a Washington
State licensed well driller in accordance with Washington Administrative Code Section 173-
160. The required well decommissioning report should be filed by the licensed well driller in
a timely manner, and a copy of the decommissioning report should be provided to the owner.
Important construction details and the unique well identification number of the well (BCA 807)
are included on the log for EB-3 included with this letter. We recommend that the licensed
driller who decommissions the well be provided with a copy of the subsurface exploration log.
I
I
1 5
CLOSURE
We trust that the information presented in this letter meets your current project needs. Should
you have any questions, please contact us at your earliest convenience.
Sincerely,
ASSOCIATED EARTH SCIENCES, INC.
Kirkland, Washington
Bruce W. Guenzler L.G., L.E.G.
Project Geologist -
Kurt D. Merriman, P.E.
Principal Engineer
Curtis J. Koger, L.G., L.E.G., L.Hg.
Principal Geologist/Hydrogeologist
Attachments: Figure 1: Vicinity Map
Figure 2: Site and Exploration Plan
Figure 3: Pit Drain Detail
Subsurface Exploration Logs EB-1 through EB-4
Grain Size Analyses Results (4)
BWG/ib
KE100209A4
Piojccts\20100209\KE\WP
M
N
N 121
NO SCALE N 2Q
FIGURE I
Assodated Earth Sdences, Inc. VICINITY MAP
EDMONDS FIRST SECURITY BANK DATE 2111
I IN E N N 10 w%w EDMONDS, WASHINGTON PROJ. NO. KE100209A
APPROXIMATE L6C
OF EXPLORATION E
TYP
t
ul
's
---8
1* N
A
A
0 15 30
FEET
REFERENCE: BCRA
to
4�
Associated Earth Sciences, Inc. SITE AND EXPLORATION PLAN FIGURE 2
EDMONDS FIRST SECURITY BANK DATE 2/11
EDMONDS, WASHINGTON PROJ. NO. KE100209A
I
j
I
11
I
H
I
I
I
11
I
I
11
I
I
I
11
I
I
9
4'
a.
9
GEOLOGIC LOG . CONSTRUCTION DETAILS
STORMTECH CHAMBER SUBGRADE
IN
'WATER QUALITY'FILTER SAND
MAY BE OMITTED IF CARTRIDGE
FILTER IS USED
PEA GRAVEL WATER SETTLED AFTER
PLACEMENT GRADATION:
SIEVE SIZE PERCENT PASSING
1/21- 100
3/81- 90-100
#4 5-15
#8 0-10
#100 0-0.6
#200 0 -0.4
#270 0-0.2
Advance Outwash
2" DIAMETER PVC PIEZOMETER WITH
MANUFACTURED SCREEN AT BOTTOM
IN TWO PIT DRAINS TO ALLOW
PERFORMANCE TESTING IF NEEDED
NOTE: AN AESI REPRESENTATIVE MUST BE PRESENT AT ALL TIMES
DURING ADVANCEMENT AND BACKFILLING OF THE PIT DRAINS.
0 FIGURE 3
PIT DRAIN DETAIL
Associated Earth Sciences, Inc.
EDMONDS FIRST SECURITY BANK DATE 2/11
0 lid N Q Im EDMONDS, WASHINGTON
PROJECT NO. KE100209A
rz
0
w0wo,
o o
Well -graded gravel and
Terms Describing Relative Density and.Consistency
8% �
GW
gravel with sand, little to
Density SPT(2)blows/foot
:1 C� a
no fines
Very Loose 0 to 4
a)
M
005
U.
e.010
000000
140
-5-10
?0
OP
—
Poorly -graded gravel
Coarse -Loose 4 to 11)
Grained Soils Medium Dense 10 to 3D Test Symbols
U3
. 't
0 0
0 0
0
and gravel with sand,
Dense 30 to 50
0
6
0 000
00
little to no fines
Very Dense >50 G = Grain Size
1Z z
0000
o?,
? ?1
M = Moisture Content
.0.0
Sifty gravel and silty
6
Z
to 0
Consistency SPT")blows /foot A Atterberg Limits
0
a
C;C;
C
C
GM
gravel with sand
Very Soft 0 to 2 C Chern�lcall
Fine-
G
2
r
Soft 2 to 4 DD = Dry Density
Grained Soils Medium Stiff 4 to 8 K Permeability
Stiff 8 to 15
Clayey gravel and
Very Stiff 15 to 30
All
Gc
clayey gravel with sand
Hard >30
Component Definitions
C
Well -graded sand and
M
Descriptive Term Size Range and Sieve Number
'5
SW
sand with gravel,, little
Boulders Larger then 12'
0
2
U.
.......
to no fines
Cobbles 3" to 12'
Gravel 3"to No. 4 (4.75 mm)
Poorly -graded sand
.5
in
0 >
6.2
cl)
SP
and sand with gravel,
Coarse Gravel 30 to 3/41
Fine Gravel 3/41 to No. 4 (4.75 mm)
V
Z
0
2
little to no fines
Send No. 4 (4.75 mm) to No 200 (0.075 mm)
C
0
Coarse Sand No. 4 (4.75 mm) to No. 10 (2.00 mni)
sm
Silty sand and
silty sand with
Medium Sand No. 10 (2.00 mm) to No. 40 (0.425 mm)
Fine No. No.
Sand 40 (0.425 mm) to 200 (0.075 mm)
C
gravel
Silt and Clay Smaller than No 200 (0.075 mm)
V
sc
Clayey sand and
(-3) Estimated Percentage Moisture Content
clayey sand with gravel
Percentane by Dry - Absence of moisture,
W
Component dusty, dry to the touch
Trace <5 Slightly Moist - Perceptible
Silt, sandy slit, gravelly silt,
slit with sand or gravel
Few 5 to 10 moisture
Little 15 to 25 Moist - Damp but no visible
With - Non -primary coarse water
Clay of Iow,to medium
constituents: > 150,6 Very Moist - Water visible but
0
L) 0
a)
CL
plasticity; silty, sandy, or
- Fines content between not free draining
z
gravelly clay, lean clay
5% and 15% Wet - AsIble free water, usually
ra
from below water table
0
W
a.
Cn -0
75
Organic clay or silt of low
Symbols
2
OL
plasticity
Blows/V or
0
2
Sampler portion of 6" Cement grout
-
Type surface sea,
Sampler Ty2e
Elastic silt -,-clayey silt, slit
MH
with micbceous or
2.17 DID 0 Bentonite
;$ Description
Do n 4)
Split -Spoon (4) sew
2
0
dlatornaceous fine sand or
silt
20
Sampler 3.0"OD Splil-Spoon Sampler Filter pack with
'I
(SPT) blank casing
3.25"OD Split -Spoon Ring Sampler (4)
Clay of high plasticity,
co
78
00
-0 in
=
CH
sandy or gravelly clay, fat
Bulk sample section
p
'3.0" OD Thin -Well Tube Sampler Screened casi ng
120
E
2 :3
clay with sand or gravel
(including Shelby tube) o� Hydrollp
with filter pack
U)
Grab Sample
mp
End cap
:3
Organic clay or slit of
Portion not recovered
LL
OH
medium to high
(1) Percentage by dry weight (4) Depth of ground water
plasticity
(2) (SPT) Standard Penetration Test ATD = At time of drilling
(3) (ASTM D-1586) Static water level (date)
In General Accordance with
Peat, muck and other
0 )
-10
.5
LM in
PT
highly organic soils
Standard Practice for Description Combined USCS symbols used for
and Identification of Soils (ASTM D;2468) fines between 5% and 15%
Classifications of soils In this report are based on visual field and/or laboratory observations, which Include denslty/consistency, moisture condition, grain size, and
plasticity estimates and should not be construed to Imply field or laboratory testing unless presented herein. Visual -manual and/or laboratory classification
methods of ASTM D-2487 and D-2488 were used as an Identification guide for (he unified Soil classification System.
0
Associated Earth Sciences, Inc.
EXPLORATION LOG KEY FIGURE Al
up:m-
=3
1 N % Nd
Associated Earth Sciences, Inc.
Exploration Loa
F79,
Project Number
Exploration Number
Sheet
1
it � "
KE100209A
EB-1
1 of 1
Project Name Edmonds First Security Bank Ground Surface Elevation (tt) 277 feet
Location Edmonds, WA Datum N/A
Driller/Equipment Boretec Date Start/Finish 7/18/1 Q 7/16110
Hammer Weight/Drop 140# 30" Hole Diameter (in)
'5.
u)
.T
CL
9-6
=.a
CL
C
.2
41 7a
75
>1
6
3:
Blows/Foot
U)
CD
S E
T m
U)
2
(D in
E
o
0
di
DESCRIPTION
3:
10 20 30 40
0
Bark Mulch
Fill
S-1
Loose, moist, brown, fine SAND, few silt, thin roots (SP).,
5
A5
3
2
5
S-2
Recessional Outwash
13
L21
Medium dense, moist, brown, fine SAND, few fine gravel, trace silt (SP); no
11
visible stratification.
10
10
S-3
1
Medium dense, moist, brown, fine SAND, trace to few silt (SP); no
5
Al2
stratification.
6
6
Advance Outwash
15
Very dense, moist, gray, fine to coarse SAND, with fine to coarse gravel,
20
S-4
trace silt (SW); no visible stratification.
26
A
661
35
Bottom of exploratlon boring at 16.5 feet
20
25
30
35
Sampler Type (ST):
[0 2- OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: BWG
0] Y OD Split Spoon Sampler (D & M) Ring Sample �Z water Level Approved by:
0
0 Grab Sample Z Shelby Tube Sample T Water Level at time of drilling (ATD)
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Associated Earth Sciences, Inc.
Exploration Loa
F---1
L-1--i D�J
Project Number
Exploration Number
Sheet
KE100209A
EB-2
1 Of 1
Project Name Edmonds First Securily Bank Ground Surface Elevation (ft) 274 feet
Location Edmonds WA Datum N/A
Driller/Equipment Boretec Date Start/Finish 7/16/10 7/116/10
Hammer Weight/Drop 140# 30" Hole Diameter (in) 91,
cL
aE
.2
Z
a)—
>1
-J
6
Blows/Foot
CL
s E
T
12 >,
u)
Q.
E
0
-
co
Emn
DESCRIPTION
10 20 30 40
0
Topsoil
Recessional Outwash
S-1
Medium dense, moist, light brown, fine to coarse SAND, little silt, few fine
4
A14
gravel (SM); no stratification.
6
Advance 0*u*-tw'a-s-h
5
Very dense, moist, gray, fine to coarse SAND, with fine to coarse gravel,
25
S-2
few silt (SW); no visible stratification.
28
L61
33
10
Becomes dense, gradation as above.
6
S-3
24
A'7
23
15
1 S4
..,As above.
A
L50/,'
Bottom of exploration boring at 15.5 feet
20
25
30
35
Sampler Type (ST):
2" OD Split Spoon Sampler (SPT) n No Recovery M - Moisture Logged by: BWG
Y OD Split Spoon Sampler (D & M) U Ring Sample -7 Water Level Approved by:
Grab Sample 0 Shelby Tube Sample I Water Level at time of drilling (ATD)
I
I
I
I
I
H
I
I
I
I
I
I
7
L
I
1 77
E
I
I
Associated Earth Sciences, Inc.
Geologic & Monitoring Well Construction Log
ProjeCt Number
Well Number
Sheet
1
KE100209A
E13-3
1 of 1
Project Name Edmonds First Security Bank Location Edmonds, WA
Elevation (Top of Well Casing) Surface Elevation (ft) 278 feet
Water Level Elevation Date Start/Finish 1/97/11 1/97/11
Drilling/Equipment Geologic Drill/XL Hole Diameter (in) 8"
Hammer Weight/Drop 30"
CLF
U)
3:
-6
cL E
4)
0
06
S
co
WELL CONSTRUCTION
T
DESCRIPTION
Flush monument
Advance Outwash
Concrete 2 et to 1 ot
1 inch asphalt.
N
4
16 inches recovery. Medium dense, moist, brown, fine SAND, few to
5
little silt (SP); slight gradational stratification.
6
5
Bentonite chips 20 to 2 feet
13
14 inches recovery. Medium dense, moist to wet (above finer
1 1/2-inch-diameter
is
seams), brown, fine SAND, trace to few fine gravel, few to little silt
Schedule 80 PVC casing 22
15
(SP-SM); significant gradational stratification and thin wet zones
10
1/2 to 0 feet
above finer strata. No free water in boring.
10
18 inches recovery. Grades without wet zones, and with trace fine
t4
gravel.
16
14
16 inches recovery. Gradation overall slightly finer, otherwise as
20
above.
22
-15
15
21
18 inches recovery. Grading to slightly coarser overall, slightly more
weak stratification continues.
24
gray, gradational
16
18 inches recovery. Gradation and stratification as above.
23
22
-20
Sand pack (Colorado
# 10-20) 32 1/2 to 20 feet
17
18 inches recovery. Becomes very dense, grades with trace coarse
24
sand/fine gravel.
27
-25
0.020-inch slot screen 32 1/2
to 22 1/2 feet
16
18 inches recovery- Gradation as above, becoming wet.
2 4
26
—30
Threaded end cap
16
18 inches recovery. Gradation as above. Heave controlled by
I D: BCA 807
26
adding 5 gallons water.
50
Boring terminated at 34 feet on 1/27/11
-35
Sampler Type (ST):
2" OD Split Spoon Sampler (SPT) 0 No Recovery M - Moisture Logged by: BWG
Y OD Split Spoon Sampler (D & M) U Ring Sample Water Level (1/28/11) Approved by:
Grab Sample V1 Shelby Tube Sample Water Level at time of drilling (ATD)
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Associated Earth Sciences, Inc.
Exploration Loq
7--7 EJ Ka
L�
Project Number
Exploration Number
Sheet
KE100209A
EB-4
1 of 1
Project Name Edmonds First Security Bank Ground Surface Elevation (ft) 278 feet
Location Edmonds WA Datum Prw7m ln/R/1()
Driller/Equipment Geologic Ddll/XL Date Start/Finish 1/27/11 1/97/11
Hammer Weight/Drop 140# 300- Hole Diameter (in) g,,
OL
CL E
_3
ZD
Blows/Foot
"�L
S E
T
12
0 (0
�E
2
Co
0
Z5
DESCRIPTION
3:
10 20 30 40
0
Fill
2 inches asphalt.
Loose to medium dense, damp, clarl brown, fine to medium SAND, with sill
(SM).
S-1
Adva n ce Outwa sh
18 inches re, overy. Medium dense, moist, reddish brown, fine to medium
3
7
A
7
SAND, little silt, few fine gravel (SM).
10
5
S-2
18 inches recovery. Dense, very moist, grayish brown, fine SAND, few silt
10
(SP); slight gradational stratification. Three 112-inch stringers of fine
17
A3
3
SAND, with tan silt.
19
10
S-3
18 inches recovery. Dense, moist, reddish gray, fine to medium SAND,
9
trace to few silt, trace coarse sand, trace fine gravel (SP); very slight
17
A33
gradational and color stratification.
19
S-4
1
18 Inches recovery. Very dense, moist, gray, fine SAND, few silt, trace fine
17
gravel; significant gradational stratification.
22
Ai52
30
15
S-5
1
18 inches recovery. Grades with less gravel and minimal stratification.
13
Ai'60
25
35
S-6
18 inches recovery. As above.
18
A
L53
23
30
20
S-7
18 inches recovery. Gradation and stratification unchanged.
20
A
L75
33
. ......
42
25
Bottom of exploration boring at 24 feet
Left open hole at 24 feet for 15 minutes. No free water.
30
35
L
Sampler Type (ST):
[D 2" OD Split Spoon Sampler (SPT) E] No Recovery M - Moisture Logged by: BWG
[0 Y OD Split Spoon Sampler (D & M) 1] Ring Sample �.Z Water Level Approved by-,
5 Grab Sample Z Shelby Tube Sample I Water Level at time of drilling (ATD)
GRAIN SIZE ANALYSIS - MECHANICAL
Pate
Project
Project No.
Soil Description
1/27/2011
Edmonds First Security Bank
KE100209A
Sand few gravel few silt
Tested By
Location
EB/EP No J-Depth
ms
Onsite
EB-3 S-2
17.5-
of moisture wet sample + Tar( 299.16 Total Sample Tare
)f moisture dry Sample + Tare 277.43 Total Sample wt + t;
)f Tare 97.71 Total Sample Wt
)f moisture Dry Sample 179.72 Tot I Sample Dry W
ture % 12%
I qmmpifinnfi- I
Sieve No.
Diam. (mm)
Wt. Retained (g)
% Retained
% Passing
Minimum
Maximum
3
76.1
0.0
100.0
2.5
64
0.0
100.0
2
50.8
0.0
100.0
1.5
38.1
0.0
100.0
1
25.4
0.0
100.0
3/4
19
0.0
100.0
3/8
9.51
25.31
5.1
94.9
#4
4.76
47.71
9.7
90.3
#8
2.38
77.48
15.7
84.3
#10
2
86.63
17.6
82.4
#20
0.85
171.34
34.7
65.3
#40
0.42
334.87
67.9
32.1
#60
0.25
410.4
83.2
16.8
#100
0.149
1 442.7
89.7
10.3
#200
0.074
1 456.71 1
92.5
7.5
#270
1 0.053
1 462,69----T-
93.8
6.2
US STANDARD SIEVE NOS.
3" 3/4" N04 NO 16 NO 40 NO 270
0.01
ASSOCIATED EARTH SCIENCES, INC.
911 5th Ave, Suite 100 Kirkland. WA 98033 425-827-7701 FAX 425-827-5424
GRAIN SIZE ANALYSIS - MECHANICAL
Date
Project
Project No.
Soil Description
1/2712011
Edmonds First Security Bank
KE100209A
Sand trace gravel few silt
Tested By
Location
EB/EP No
112.5'
Depth
MS
Onsite
EB
of moisture wet sample + Tar( 307.47 JTotal Sample Tare
)f moisture dry Sample + Tare 290.63 ITotal Sample wt + t;
)f Tare 99.9 ITotal Sample Wt
519.61
I qnat-ifir-nfinn Pomiirarnnnfe I
Sieve No.
Diam. (mm)
Wt. Retained (q)
% Retained
% Passing
Minimum
Maximum
3
76.1
0.0
100.0
2.5
64
0.0
100.0
2
50.8
0.0
'100.0
1.5
38.1
0.0
100.0
1
25.4
0.0
100.0
3/4
19
0.0
100.0
3/8
9.51
5.31
1.1
98.9
#4
4.76
7.91
1.7
98.3
#8
2.38
15.01
3.2
96.8
#10
2
17.12
3.7
96.3
#20
0.85
51.27
11.1
88.9
#40
0.42
189.89
41.1
58.9
#60
0.25
330.45
71.5
28.5
#100
0.149
399.09
86.4
13.6
#200
0.074
1 418.62
1 90.6
9.4
#270
0.053
1 423.93
1 91.8
1 8.2
US STANDARD SIEVE NOS.
3" 3/4' N04 NO 16 NO 40 NO 270
0.01
ASSOCIATED EARTH SCIENCES, INC.
911 5thAve. Suite.100 Kirkland, WA98033 425-827-7701 FAX425-827-5424
GRAIN SIZE ANALYSIS - MECHANICAL
Date
Project
Project No,
Soil Description
1/27/2011
Edmonds First Security Bank
KE100209A
Sand trace gravel few silt
Tested By
Location
EB/EP No
TD-epth
ms
Onsite
EB-3 S-6
117.5-
of moisture wet sample + Tar� 349.01 IT Ttal Sample Tare
A moisture dry S2mole + Tare 1 33168 ITotal Samole wt + ti
395.8i
I Qn�'ifi-fl- I
Sieve No.
Diam. (mm)
Wt. Retained (g)
% Retained
% Passing
Minimum
Maximum
3
76.1
0.0
100.0
2.5
64
0.0
100.0
2
50.8
0.0
100.0
1.5
38.1
0.0
100.0
1
25.4
0.0
100.0
3/4
19
0.0
100.0
3/8
9.51
0.0
100.0
#4
4.76
4.76
1.0
99.0
#8
2.38
11.41
2.3
97.7
#10
2
14.28
2.9
9T 1
#20
0.85
48.6
9.9
90.1
#40
0.42
256.69
52.3
47.7
#60
0.25
388.12
79.1
20,9
#100
0.149
1 436.31
88.9
111
#200
0,074
1 452.16
92.1
7.9
1 #270
1 0,053
1 455.48
1 92.8
7.2
NO 270
0.1
ASSOCIATED EARTH SCIENCES, INC.
911 5th Ave, Suite 100 Kirkland, WA 98033 425-827-7701 FAX 425-827-5424
0.01
GRAIN SIZE ANALYSIS - MECHANICAL
Date
Project
Project No.
Soil Description
1/27/2011
Edmonds First Security Bank
KE100209A
Sand trace gravel few silt
Tested By
Location
EB/EP No
C
Depth
ms
Onsite
EB-3 S-7 ---322.5'
Wt. of moisture wet sample + Tan
349.81
Total Sample Tare
Wt. of moisture dry Sample + Tare
328.87
Total Sample wt +tare
Wt. of Tare
100.87
Total Sample Wt
Wt. of moisture Dry Sample
228
Total Sample Dry Wt
Moisture % 9%
519.83
Sieve No.
Diam. (mm)
Wt. Retained (g)
% Retained
% Passing
Minim um
Max im Um
3
76.1
0.0
100.0
2.5
64
0.0
100.0
2
50.8
0.0
100.0
1.5
38.1
0.0
100.0
1
25.4
0.0
100.0
3/4
19
0.0
100.0
3/8
9.51
0.0
100.0
#4
4.76
2.12
0.5
99.5
#8
2.38
6.27
1.4
98.6
#10
2
7.58
1.7
98.3
#20
0.85
24.68
5.5
94.5
#40
0.42
145.81
32.4
67.6
#60
0.25
261.6
58.2
41.8
#100
0.149
1 370.47
82.4
17.6
#200
0.074
399.71
88.9
11.1
1
#270
0.053
405.71
90.2
9.8
1
0.01
ASSOCIATED EARTH SCIENCES, INC.
911 5th Ave, Suite 100 Kirkland, WA 98033 425-827-7701 FAX 425-827-5424
I
I
IAppendix F — Operations and Maintenance Manual
I
I
I
I
I
I
I
I
I
I
I
I
I
I
1 18
I
I
I
11
I
I
I
I
I
I
I
I
I
I
I
I
,Maintenance &'0 " ti ' �.Pldn
,perq on
Maintenance Plan Goal
First Security Bank will be responsible for the maintenance and operation of the
stormwater facilities located on the First Security Bank project site. The objective of the
following plan is to provide the owner a manual for maintaining the on -site
stormwater management facilities. The attached checklists. will be used in maintaining
the facilities.
Introduction/System Overview
The site stormwater management facilities include a stormwater conveyance system,
infiltration facility, and StormFilter@ manhole. The infiltration facility is intended to
provide stormwater flow control. The StormFilter@ manhole will provide stormwater
treatment.
The on -site storm system requires regular maintenance. The stormwater and roof
drain conveyance system must be inspected after large storm events. Leaves and
debris shall be swept clean of the catch basins.
The Operations and Maintenance Manual must be kept where it can be accessed by
the Washington State Department of Ecology, or any other agency with jurisdiction
over the stormwater system.
The attached checklists indicate maintenance actions which must be performed to
keep the system in proper operating condition.
Inspection Freguency and Record Keeping
Inspection should be completed a minimum of two (2) times every year and records
of inspection and maintenance must be kept for five (5) years. A copy of the
maintenance plan/checklist should remain on site.
IPollution Source Control
The applicant/owner shall be responsible for controlling potential pollutants at their
point of use or generation. Pollution source control is the application of pollution
prevention practices to prevent contamination of stormwater runoff. The plan of
action will include elements such as a centralized area for the storage of equipment,
lubricants, pesticid ' es, and other potential pollutants. The owner may elect to follow
the detailed guidance on control of sediment pollutants as outlined in the DOE
Manual. The most important practice is to ensure that no hazardous wastes, such as
oil, will be dumped into the storm drainage system.
Maintenance Schedule
Refer to the attached "Instructions for Use of Maintenance Checklists", following
Attachment 'A' of this report.
I
I
I
I
I
I
I
I
I
I
I
Attachment 'Aff
Maintenance Pro ra-
_g - -rn Cover Sheet
Inspection Period:
Number of Sheets Attached:
Date Inspected:
Name of Inspector:
Inspector's Signature:
IInstructions for Use of Maintenance Checklists
I
I
I
I
I
I
I
I
I
I
The following pages contain maintenance needs for most of the components that are
part of your drainage system, as well as for some components that you may not have.
Let the City of Forks know if there are any components that are missing from these
pages. Ignore the requirements that do not apply to your system. You should plan to
complete a checklist for all system components on the following schedule:
(1) Monthly from November through April.
(2) Once in late summer (preferably September)
(3) After any major storm (use 1 -inch in 24 hours as a guideline)
Using photocopies of these pages, check off the problems you looked for each time
you did an inspection. Add comments on problems found and actions taken. Keep
these "checked" sheets in your files, as they will be used to write your annual report.
Some items do not need to be looked at every time an inspection is done. Use the
suggested frequency at the left of each item as a guideline for your inspection.
1- 10 W& Vi i
4.6 Maintenance Standards for Drainage Facilities
The facility -specific maintenance standards contained in this section are
intended to be conditions for determining if maintenance actions are
required as identified through inspection. They are not intended to be
measures of the facility's required condition at all times between
inspections. In other words, exceedence of these conditions at any time
between inspections and/or maintenance does not automatically constitute
a violation of these standards. However, based upon inspection
observations, the inspection and maintenance schedules shall be adjusted
to minimize the length of time that a facility is in a condition that requires
a maintenance action.
Table 4.5 — Maintenance Standards
No. 1 — Detention Ponds
Maintenance
Defect
Conditions When Maintenance Is
Results Expected When
Component
Needed
Maintenance Is Performed
General
Trash & Debris
Any trash and debris which exceed 5
Trash and debris cleared from site.
cubic feet per 1,000 square feet (this
is about equal to the amount of trash
it would take to fill up one standard
size garbage can). In general, there
should be no visual evidence of
dumping.
If less than threshold all trash and
debris will be removed as part of next
scheduled maintenance.
Poisonous
Any poisonous or nuisance
No danger of poisonous vegetation
Vegetation and
vegetation which may constitute a
where maintenance personnel or the
noxious weeds
hazard to maintenance personnel or
public might normally be. (Coordinate
the public.
with local health department)
Any evidence of noxious weeds as
Complete eradication of noxious weeds
defined by State or local regulations.
may not be possible. Compliance with
(Apply requirements of adopted IPM
policies for the use of herbicides).
State or local eradication policies
required
Contaminants
Any evidence of oil, gasoline,
Ne
and Pollution
contaminants or other pollutants
eefitftffliflE1fl!S
(Coordinate removal/cleanup with
OF pellufants
pfesent.
local water quality response agency).
Rodent Holes
Any evidence of rodent holes if
Rodents destroyed and dam or berm
facility is acting as a dam or berm, or
repaired. (Coordinate with local health
any evidence of water piping through
department; coordinate with Ecology
dam or berm via rodent holes.
Dam Safety Office if pond exceeds 10
acre-feet.)
4-30 Volume V — Runoff Treatment BMPs February 2005
No. 1 — Detention Ponds
Maintenance
Defect
Conditions When Maintenance Is
Results Expected When
Component
Needed
Maintenance Is Performed
Beaver Dams
Dam results in change or function of
Facility is returned to design function.
the facility.
(Coordinate trapping of beavers and
removal of dams with appropriate
permitting agencies)
Insects
When insects such as wasps and
Insects destroyed or removed from site.
hornets interfere with maintenance
activities.
Apply insecticides in compliance with
adopted IPM policies
Tree Growth
Tree growth does not allow
Trees do not hinder maintenance
and Hazard
maintenance access or interferes
activities. Harvested trees should be
Trees
with maintenance activity (i.e., slope
recycled into mulch or other beneficial
mowing, silt removal, vactoring, or
uses (e.g., alders for firewood).
equipment movements). If trees are
not interfering with access or
Remove hazard Trees
maintenance, do not remove
If dead, diseased, or dying trees are
identified
(Use a certified Arborist to determine
health of tree or removal
requirements)
Side Slopes
Erosion
Eroded damage over 2 inches deep
Slopes should be stabilized using
of Pond
where cause of damage is still
appropriate erosion control measure(s);
present or where there is potential for
e.g., rock reinforcement, planting of
continued erosion.
grass, compaction.
Any erosion observed on a
If erosion is occurring on compacted
compacted berm embankment.
berms a licensed civil engineer should
be consulted to resolve source of
erosion.
Storage Area
Sediment
Accumulated sediment that exceeds
Sediment cleaned out to designed pond
10% of the designed pond depth
shape and depth; pond reseeded if
unless otherwise specified or affects
necessary to control erosion.
inletting or outletting condition of the
facility.
Liner (if
Liner is visible and has more than
Liner repaired or replaced. Liner is fully
Applicable)
three 1/4-inch holes in it.
covered.
February 2005 Volume V — Runoff Treatment BMPs 4-31
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
No. 1 — Detention Ponds
Maintenance
Defect
Conditions When Maintenance Is
Results Expected When
Component
Needed
Maintenance Is Performed
Pond Berms
Settlements
Any part of berm which has settled 4
Dike is built back to the design
(Dikes)
inches lower than the design
elevation.
elevation.
If settlement is apparent, measure
berm to determine amount of
settlement.
Settling can be an indication of more
severe problems with the berm or
outlet works. A licensed civil
engineer should be consulted to
determine the source of the
settlement.
Piping
Discernable water flow through pond
Piping eliminated. Erosion potential
berm. Ongoing erosion with potential
resolved.
for erosion to continue.
(Recommend a Goethechnical
engineer be called in to inspect and
evaluate condition and recommend
repair of condition.
Emergency
Tree Growth
Tree growth on emergency spillways
Trees should be removed. If root
Overflow/
creates blockage problems and may
system is small (base less than 4
Spillway and
cause failure of the berm due to
inches) the root system may be left in
Berms over 4
uncontrolled overtopping.
place. Otherwise the roots should be
feet in height.
removed and the berm restored. A
Tree growth on berms over 4 feet in
licensed civil engineer should be
height may lead to piping through the
consulted for proper berm/spillway
berm which could lead to failure of
restoration.
the berm.
Piping
Discernable water flow through pond
Piping eliminated. Erosion potential
berm. Ongoing erosion with potential
resolved.
for erosion to continue.
(Recommend a Goethechnical
engineer be called in to inspect and
evaluate condition and recommend
repair of condition.
Emergency
Emergency
Only one layer of rock exists above
Rocks and pad depth are restored to
Overflow/
Overflow/
native soil in area five square feet or
design standards.
Spillway
Spillway
larger, or any exposure of native soil
at the top of out flow path of spillway.
(Rip -rap on inside slopes need not be
replaced.)
Erosion
See "Side Slopes of Pond"
4-32 Volume V — Runoff Treatment BMPs February 2005
1
No. 2 — Infiltration
Maintenance
Defect
Conditions When Maintenance Is
Results Expected When
Component
Needed
Maintenance Is
Performed
General
Trash & Debris
See "Detention Ponds" (No. 1).
See "Detention Ponds"
(No. 1).
Poisonous/Noxious
See "Detention Ponds" (No. 1).
See "Detention Ponds"
Vegetation
(No. 1).
Contaminants and
See "Detention Ponds" (No. 1).
See "Detention Ponds"
Pollution
(No. 1).
Rodent Holes
See "Detention Ponds" (No. 1).
See "Detention Ponds"
(No. 1)
Storage Area
Sediment
Water ponding in infiltration pond after
Sediment is removed
rainfall ceases and appropriate time
and/or facility is cleaned
allowed for infiltration.
so that infiltration system
(A percolation test pit or test of facility
indicates facility is only working at 90% of
works according to
design.
its designed capabilities. If two inches or
more sediment is present, remove).
Filter Bags (if
Filled with
Sediment and debris fill bag more than 1/2
Filter bag is replaced or
applicable)
Sediment and
full.
system is redesigned.
Debris
Rock Filters
Sediment and
By visual inspection, little or no water flows
Gravel in rock filter is
Debris
through filter during heavy rain storms.
replaced.
Side Slopes of
Erosion
See "Detention Ponds" (No. 1).
See "Detention Ponds"
Pond
(No. 1).
Emergency
Tree Growth
See "Detention Ponds" (No. 1).
See "Detention Ponds"
Overflow Spillway
(No. 1).
and Berms over 4
feet in height.
Piping
See "Detention Ponds" (No. 1).
See "Detention Ponds"
(No. 1).
Emergency
Rock Missing
See "Detention Ponds" (No. 1).
See "Detention Ponds"
Overflow Spillway
(No. 1).
Erosion
See "Detention Ponds" (No. 1).
See "Detention Ponds"
(No. 1).
Pre -settling
Facility or sump
6" or designed sediment trap depth of
Sediment is removed.
Ponds and Vaults
filled with Sediment
sediment.
and/or debris
February 2005 Volume V —Runoff Treatment BMPs 4-33
11
I
I
I
I
I
I
I
I
I
I
I
I
I
No. 3 — Closed Detention Systems (Tanks/Vaults)
Maintenance
Component
Defect
Conditions When Maintenance is Needed
Results Expected
When Maintenance is
Performed
Storage Area
Plugged Air Vents
One-half of the cross section of a vent is
Vents open and
blocked at any point or the vent is damaged.
functioning.
Debris and Sediment
Accumulated sediment depth exceeds 10%
All sediment and
of the diameter of the storage area for 1/2
debris removed from
length of storage vault or any point depth
storage area.
exceeds 15% of diameter.
(Example: 72-inch storage tank would
require cleaning when sediment reaches
depth of 7 inches for more than 1/2 length of
tank.)
Joints Between
Tank/Pipe Section
Any openings or voids allowing material to
be transported into facility.
All joint between
tank/pipe sections
(Will require engineering analysis to
are sealed.
determine structural stability).
Tank Pipe Bent Out
of Shape
Any part of tank/pipe is bent out of shape
more than 10% of its design shape. (Review
required by engineer to determine structural
Tank/pipe repaired or
replaced to design.
stability).
Vault Structure
Includes Cracks in
Wall, Bottom,
Damage to Frame
and/or Top Slab
Cracks wider than 1/2-inch and any
evidence of soil particles entering the
structure through the cracks, or
maintenance/inspection personnel
determines that the vault is not structurally
Vault replaced or
repaired to design
specifications and is
structurally sound.
sound.
Cracks wider than 1/2-inch at the joint of any
No cracks more than
inlet/outlet pipe or any evidence of soil
1/4-inch wide at the
particles entering the vault through the walls.
joint of the inlet/outlet
pipe.
Manhole
Cover Not in Place
Cover is missing or only partially in place.
Manhole is closed.
Any open manhole requires maintenance.
Locking Mechanism
Not Working
Mechanism cannot be opened by one
maintenance person with proper tools. Bolts
into frame have less than 1/2 inch of thread
Mechanism opens
with proper tools'.
(may not apply to self-lockind lids).
Cover Difficult to
One maintenance person cannot remove lid
Cover can be
Remove
after applying normal lifting pressure. Intent
removed and
is to keep cover from sealing off access to
reinstalled by one
maintenance.
maintenance person.
Ladder Rungs Unsafe
Ladder is unsafe due to missing rungs,
misalignment, not securely attached to
Ladder meets design
standards. Allows
structure wall, rust, or cracks.
maintenance person
I
safe access.
Catch Basins
See "Catch Basins"
See "Catch Basins" (No. 5).
See "Catch Basins"
(No. 5)
(No. 5).
4-34 Volume V — Runoff Treatment BMPs February 2005
1
I
INo. 5 — Catch Basins
I
I
I
I
I
I
I
I
I
11
I
11
I
I
I
Maintenance
Defect
Conditions When Maintenance Is Needed
Results Expected When
Component
Maintenance Is
performed
General
Trash &
Trash or debris which is located immediately
No Trash or debris located
Debris
in front of the catch basin opening or is
immediately in front of
blocking inletting capacity of the basin by
catch basin or on grate
more than 10%.
opening.
Trash or debris (in the basin) that exceeds 60
No trash or debris in the
percent of the sump depth as measured from
catch basin.
the bottom of basin to invert of the lowest
pipe into or out of the basin, but in no case
less than a minimum of six inches clearance
from the debris surface to the invert of the
lowest pipe.
Trash or debris in any inlet or outlet pipe
Inlet and outlet pipes free
blocking more than 1/3 of its height.
of trash or debris.
Dead animals or vegetation that could
No dead animals or
generate odors that could cause complaints
vegetation present within
or dangerous gases (e.g., methane).
the catch basin.
Sediment
Sediment (in the basin) that exceeds 60
No sediment in the catch
percent of the sump depth as measured from
basin
the bottom of basin to invert of the lowest
pipe into or out of the basin, but in no case
less than a minimum of 6 inches clearance
from the sediment surface to the invert of the
lowest pipe.
Structure
Top slab has holes larger than 2 square
Top slab is free of holes
Damage to
inches or cracks wider than 1/4 inch
and cracks.
Frame and/or
Top Slab
(Intent is to make sure no material is running
into basin).
Frame not sitting flush on top slab, i.e.,
Frame is sifting flush on
separation of more than 3/4 inch of the frame
the riser rings or top slab
from the top slab. Frame not securely
and firmly attached.
attached
Fractures or
Maintenance person judges that structure is
Basin replaced or repaired
Cracksin
unsound.
to design standards.
Basin Walls/
Bottom
Grout fillet has separated or cracked wider
Pipe is regrouted and
than 1/2 inch and longer than 1 foot at the
secure at basin wall.
joint of any inlet/outlet pipe or any evidence of
soil particles entering catch basin through
cracks.
Settlement/
Misalignment
If failure of basin has created a safety,
function, or design problem.
Basin replaced or repaired
to design standards.
Vegetation
Vegetation growing across and blocking more
No vegetation blocking
than 10% of the basin opening.
opening to basin.
Vegetation growing in inlet/outlet pipe joints
No vegetation or root
that is more than six inches tall and less than
growth present.
six inches apart.
I
4-36 Volume V — Runoff Treatment BMPs Februaty 2005
I
INo. 5 — Catch Basins
I
I
I
I
I
I
I
I
11
I
I
I
I
I
I
Maintenance
Defect
Conditions When Maintenance Is Needed
Results Expected When
Component
Maintenance Is
performed
Contamination
and Pollution
See "Detention Ponds" (No. 1).
No pollution present.
Catch Basin
Cover
Cover Not in
Place
Cover is missing or only partially in place.
Any open catch basin requires maintenance.
Catch basin cover is
closed
Locking
Mechanism
Mechanism cannot be opened by one
maintenance person with proper tools. Bolts
Mechanism opens with
proper tools.
Not Working
into frame have less than 1/2 inch of thread.
Cover Difficult
to Remove
One maintenance person cannot remove lid
after applying normal lifting pressure.
Cover can be removed by
one maintenance person.
(Intent is keep cover from sealing off access
to maintenance.)
Ladder
Ladder Rungs
Unsafe
Ladder is unsafe due to missing rungs, not
securely attached to basin wall,
Ladder meets design
standards and allows
misalignment, rust, cracks, or sharp edges.
maintenance person safe
access.
Metal Grates
(if Applicable)
Grate opening
Unsafe
Grate with opening wider than 7/8 inch.
Grate opening meets
design standards.
Trash and
Trash and debris that is blocking more than
Grate free of trash and
Debris
20% of grate surface inletting capacity.
debris.
Damaged or
Missing.
Grate missing or broken member(s) of the
grate. I
Grate is in place and
meets design standards.
No. 6 — Debris Barriers (e.g., Trash Racks)
Maintenance
Defect
Condition When Maintenance Is
Results Expected When
Components
Needed
Maintenance Is Performed
General
Trash and
Debris
Trash or debris that is plugging more
than 20% of the openings in the barrier.
Barrier cleared to design flow
capacity.
Metal
Damaged/
Bars are bent out of shape more than 3
Bars in place with no bends more
Missing
inches.
than 3/4 inch.
Bars.
Bars are missing or entire barrier
Bars in place according to design.
missing.
Bars are loose and rust is causing 50%
deterioration to any part of barrier.
Barrier replaced or repaired to
design standards.
Inlet/Outlet
Pipe
Debris barrier missing or not attached to
pipe
Barrier firmly attached to pipe
I I
February 2005 Volume V — Runoff Treatment BMPs 4-37
1
I
INo. 15 — Stormfilter TM (leaf compost filter)
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Maintenance
Defect
Condition When Maintenance Is
Results Expected When
Component
Needed
Maintenance Is Performed
Below Ground
Sediment
Sediment depth exceeds 0.25-inches.
No sediment deposits which
Vault
Accumulation on
would impede permeability of
Media.
the compost media.
Sediment
Sediment depth exceeds 6-inches in first
No sediment deposits in vault
Accumulation in
chamber.
bottom of first chamber.
Vault
Trash/Debris
Trash and debris accumulated on
Trash and debris removed from
Accumulation
compost filter bed.
the compost filter bed.
Sediment in
When drain pipes, clean -outs, become
Sediment and debris removed.
Drain
full with sediment and/or debris.
Pipes/Clean-
Outs
Damaged Pipes
Any part of the pipes that are crushed or
Pipe repaired and/or replaced.
damaged due to corrosion and/or
settlement.
Access Cover
Cover cannot be opened; one person
Cover repaired to proper
Damaged/Not
cannot open the cover using normal
working specifications or
Working
lifting pressure, corrosion/deformation of
replaced.
cover.
Vault Structure
Cracks wider than 1/2-inch or evidence
Vault replaced or repairs made
Includes Cracks
of soil particles entering the structure
so that vault meets design
in Wall, Bottom,
Damage to
through the cracks, or
maintenance/inspection personnel
specifications and is structurally
sound.
Frame and/or
determine that the vault is not structurally
Top Slab
sound.
Cracks wider than 1/2-inch at the joint of
Vault repaired so that no cracks
any inlet/outlet pipe or evidence of soil
exist wider than 1/4-inch at the
particles entering through the cracks.
joint of the inlet/outlet pipe.
Baffles
Baffles corroding, cracking warping,
Baffles repaired or replaced to
and/or showing signs of failure as
specifications.
determined by maintenance/inspection
person.
Access Ladder
Ladder is corroded or deteriorated, not
Ladder replaced or repaired and
Damaged
functioning properly, not securely
meets specifications, and is
attached to structure wall, missing rungs,
safe to use as determined by
cracks, and misaligned.
inspection personnel.
Below Ground
Compost Media
Drawdown of water through the media
Media cartridges replaced.
Cartridge Type
takes longer than 1 hour, and/or overflow
occurs requently.
Short Circuiting
Flows do not properly enter filter
Filter cartridges replaced.
cartridges.
February 2005 Volume V —Runoff Treatment BMPs 4-47
CONSTRUCTION PRODUCTS INC.
I
I
I
I
StormFilter Inspection and
Maintenance Procedures
ten
The Sidrmw4er Managemef.,76
StormFilter
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I I
I
11
I
Maintenance Guidelines
The primary purpose of the Stormwater Management
StormFilterO is to filter out and prevent pollutants from entering
our waterways. Like any effective filtration system, periodically
these pollutants must be removed to restore the StormFilter to its
full efficiency and effectiveness.
Maintenance requirements and frequency are dependent on the
pollutant load characteristics of each site. Maintenance activities
may be required in the event of a chemical spill or due to
excessive sediment loading from site erosion or extreme storms. It
is a good practice to inspect the system after major storm events.
Maintenance Procedures
Although there are likely many effective maintenance
options, we believe the following procedure is efficient and
can be implemented using common equipment and existing
maintenance protocols. A two step procedure is recommended
as follows:
1.. Inspection
Inspection of the vault interior to determine the need for
maintenance.
2. Maintenance
Cartridge replacement
Sediment removal
Inspection and Maintenance Timing
At least one scheduled inspection should take place per year with
maintenance following as warranted.
First, an inspection should be done before the winter season.
During the inspection the need for maintenance should be
determined and, if disposal during maintenance will be required,
samples of the accumulated sediments and media should be
obtained.
Second, if warranted, a maintenance (replacement of the filter
cartridges and removal of accumulated sediments) should be
performed during periods of dry weather.
In addition to these two activities, it is important to check
the condition of the StormFilter unit after major storms for
potential damage caused by high flows and for high sediment
accumulation that may be caused by localized erosion in the
drainage area. It may be necessary to adjust the inspection/
maintenance schedule depending on the actual operating
conditions encountered by the system. In general, inspection
activities can be conducted at any time, and maintenance should
occur, if warranted, in late summer to early fall when flows into
the system are not likely to be present.
Maintenance Frequency
The primary factor controlling timing of maintenance of the
StormFilter is sediment loading.
A properly functioning system will remove solids from water by
trapping particulates in the porous structure of the filter media
inside the cartridges. The flow through the system will naturally
decrease as more and more particulates are trapped. Eventually
the flow through the cartridges will be low enough to require
replacement. It may be possible to extend the usable span of the
cartridges by removing sediment from upstream trapping devices
on a routine as -needed basis in order to prevent material from
being re-suspencled and discharged to the StormFilter treatment
system.
Site conditions greatly influence maintenance requirements.
StormFilter units located in areas with erosion or active
construction may need to be inspected and maintained more
often than those with fully stabilized surface conditions.
The maintenance frequency may be adjusted as additional
monitoring information becomes available during the inspection
program. Areas that develop known problems should be
inspected more frequently than areas that demonstrate no
problems, particularly after major storms. Ultimately, inspection
and maintenance activities should be scheduled based on the
historic records and characteristics of an individual StormFilter
system or site. It is recommended that the site owner develop
a database to properly manage StormFilter inspection and
maintenance programs.
Prior to the development of the maintenance database, the
following maintenance frequencies should be followed:
Inspection
One time per year
After major storms
Maintenance
As needed, based on results of inspection (The average
maintenance lifecycle is approximately 1-3 years)
Per Regulatory requirement
In the event of a chemical spill
Frequencies should be updated as required. The recommended
initial frequency for inspection is one time per year. StormFilter
units should be inspected after major storms.
I
I
7. Remove safety equipment.
I
I
I
I
I
I
j
I
I
I
I
I
I
I
I
I
I
Sediment removal and cartridge replacement on an as needed
basis is recommended unless site conditions warrant.
Once an understanding of site characteristics has been
established, maintenance may not be needed for one to three
years, but inspection is warranted and recommended annually.
Inspection Procedures
The primary goal of an inspection is to assess the condition of
the cartridges relative to the level of visual sediment loading as
it relates to decreased treatment capacity. It may be desirable to
conduct this inspection during a storm to observe the relative
flow through the filter cartridges. If the submerged cartridges
are severely plugged, then typically large amounts of sediments
will be present and very little flow will be discharged from the
drainage pipes. If this is the case, then maintenance is warranted
and the cartridges need to be replaced.
Warning: In the case of a spill, the worker should abort
inspection activities until the proper guidance is obtained.
Notify the local hazard control agency and CONTECH
Construction Products immediately.
To conduct an inspection:
Important: Inspection should be performed by a person who
is familiar with the operation and configuration of the
StormFilter treatment unit.
1. If applicable, set up safety equipment to protect and notify
surrounding vehicle and pedestrian traffic.
2. Visually inspect the external condition of the unit and take
notes concerning defects/problems.
3. Open the access portals to the vault and allow the system vent.
4. Without entering the vault, visually inspect the inside of the
unit, and note accumulations of liquids and solids.
5. Be sure to record the level of sediment build-up on the floor of
the vault, in the forebay, and on top of the cartridges. if flow
is occurring, note the flow of water per drainage pipe. Record
all observations. Digital pictures are valuable for historical
documentation.
6. Close and fasten the access portals.
8. If appropriate, make notes about the local drainage area
relative to ongoing construction, erosion problems, or high
loading of other materials to the system.
9. Discuss conditions that suggest maintenance and make
decision as to weather or not maintenance is needed.
Maintenance Decision Tree
The need for maintenance is typically based on results of the
inspection. The following Maintenance Decision Tree should be used as
a general guide. (Other factors, such as Regulatory Requirements, may
need to be considered)
1. Sediment loading on the vault floor.
a. If >4" of accumulated sediment, maintenance is
req u i red.
2. Sediment loading on top of the cartridge.
a. If >1/4" of accumulation, maintenance is required.
3. Submerged cartridges.
a. If >4" of static water in the cartridge bay for more
that 24 hours after end of rain event, maintenance is
required.
4. Plugged media.
a. If pore space between media granules is absent,
maintenance is required.
5. Bypass condition.
a. If inspection is conducted during an average rain fall
event and StormFilter remains in bypass condition
(water over the internal outlet baffle wall or submerged
cartridges), maintenance is required.
6. Hazardous material release.
a. If hazardous material release (automotive fluids or other)
is reported, maintenance is required.
7. Pronounced scum line.
a. If pronounced scum line (say 2! 1/4" thick) is present
above top cap, maintenance is required.
8. Calendar Lifecycle.
a. If system has not been maintained for 3 years
maintenance is required.
Assumptions
• No rainfall for 24 hours or more
• No upstream detention (at least not draining into StormFilter)
• Structure is online
• Outlet pipe is clear of obstruction
• Construction bypass is plugged
Maintenance
Depending on the configuration of the particular system,
maintenance personnel will be required to enter the vault to
perform the maintenance.
Important: If vault entry is required, OSHA rules for confined
space entry must be followed.
Filter cartridge replacement should occur during dry weather.
It may be necessary to plug the filter inlet pipe if base flows is
occurring.
Replacement cartridges can be delivered to the site or customers
facility. Information concerning how to obtain the replacement
cartridges is available from CONTECH Construction Products.
Warning: In the case of a spill, the maintenance personnel
should abort maintenance activities until the proper
guidance is obtained. Notify the local hazard control
agency and CONTECH Construction Products immediately.
To conduct cartridge replacement and sediment removal
maintenance:
1. if applicable, set up safety equipment to protect maintenance
personnel and pedestrians from site hazards.
2. Visually inspect the external condition of the unit and take
notes concerning defects/problems.
3. Open the doors (access portals) to the vault and allow the
system to vent.
4. Without entering the vault, give the inside of the unit,
including components, a general condition inspection.
5. Make notes about the external and internal condition of
the vault. Give particular attention to recording the level of
sediment build-up on the floor of the vault, in the forebay,
and on top of the internal components.
6. Using appropriate equipment offload the replacement
cartridges (up to 150 lbs. each) and set'aside.
7. Remove used cartridges from the vault using one of the
following methods:
Method 1:
A, This activity will require that maintenance personnel enter
the vault to remove the cartridges from the under drain
manifold and place them under the vault opening for
lifting (removal). Unscrew (counterclockwise rotations)
each filter cartridge from the underdrain connector.
Roll the loose cartridge, on edge, to a convenient spot
beneath the vault access.
Using appropriate hoisting equipment, attach a cable
from the boom, crane, or tripod to the loose cartridge.
Contact CONTECH Construction Products for suggested
attachment devices.
Important: Note that cartridges containing leaf media (CSF) do,
not require unscrewing from their connectors. Take care
not to damage the manifold connectors. This connector
should remain installed in the manifold and could be
capped during the maintenance activity t o prevent
sediments from entering the underdrain manifold.
B. Remove the used cartridges (up to 250 lbs. each) from the
va u It.
1 Important: Care must be used to avoid damaging the
cartridges during removal and installation. The cost of
repairing components damaged during maintenance
will be the responsibility of the owner unless CONTECH
Construction Products performs the maintenance activities
and damage is not related to discharges to the system.
C. Set the used cartridge aside or load onto the hauling
truck.
D. Continue steps a through c until all cartridges have been
removed.
Method 2:
A. Enter the vault using appropriate confined space
protocols.
B. Unscrew the cartridge cap.
C. Remove the cartridge hood screws (3) hood and float.
D. At location under structure access, tip the cartridge on its
side.
I
I
I
I
I
I
I
I
I
i-I m--p-o-r-t-a-n--t-: N-o-te—t--h-a-t--c-a-r-t-ri-d-g--e-s-c—ont—aini—ng---m- edia other than
the leaf media require unscrewing from their threaded
connectors. Take care not to damage the manifold
connectors. This connector should remain installed in the
manifold and capped if necessary.
D. Empty the cartridge onto the vault floor. Reassemble the
empty cartridge.
E. Set the empty, used cartridge aside or load onto the
hauling truck.
F. Continue steps a through e until all cartridges have been
removed.
8. Remove accumulated sediment from the floor of the
vault and from the forebay. This can most effectively be
accomplished by use of a vacuum truck.
9. Once the sediments are removed, assess the condition of the
vault and the condition of the connectors. The connectors
are short sections of 2-inch schedule 40 PVC, or threaded
schedule 80 PVC that should protrude about I " above the
floor of the vault. Lightly wash down the vault interior.
a. Replace any damaged connectors.
10. Using the vacuum truck boom, crane, or tripod, lower and
Iinstall the new cartridges. Once again, take care not to
damage connections.
11. Close and fasten the door.
12. Remove safety equipment.
13. Finally, dispose of the accumulated materials in accordance
with applicable regulations. Make arrangements to return the
used empty cartridges to CONTECH Construction Products.
7-
L
L4
I
I
I
I
I
I
I
I
I
I
I
I
I
Related Maintenance Activities -
Performed on an as -needed basis
StormFilter units are often just one of many structures in a more
comprehensive stormwater drainage and treatment system.
In order for maintenance of the StormFilter to be successful, it
is imperative that all other components be properly maintained.
The maintenance/repair of upstream facilities should be carried
out prior to StormFilter maintenance activities.
In addition to considering upstream facilities, it is also important
to correct any problems identified in the drainage area. Drainage
area concerns may include: erosion problems, heavy oil loading,
and discharges of inappropriate materials.
RECYCLED
PAPER
Material Disposal
The accumulated sediment found in stormwater treatment
and conveyance systems must be handled and disposed of in
accordance with regulatory protocols. It is possible for sediments
to contain measurable concentrations of heavy metals and
organic chemicals (such as pesticides and petroleum products).
Areas with the greatest potential for high pollutant loading
include industrial areas and heavily traveled roads.
Sediments and water must be disposed of in accordance with
all applicable waste disposal regulations. When scheduling
maintenance, consideration must be made for the disposal of
solid and liquid wastes. This typically requires coordination with
a local landfill for solid waste disposal. For liquid waste disposal
a number of options are available including a municipal vacuum
truck decant facility, local waste water treatment plant or on -site
treatment and discharge.
0 1
Em.
800.338.1122
www.contech-cpi.com
Support
- Drawings and specifications are available at contechstormwater.com.
- Site -specific design support is available from our engineers.
@2009 CONTECH Construction Products Inc.
CONTECH Construction Products Inc. provides site solutions for the civil engineering industry. CONTECH's portfolio includes
bridges, drainage, sanitary sewer, stormwater and earth stabilization products. For information on other CONTECH division
offerings, visit contech-cpi.com or call 800.338.1122
Nothing in this catalog should be construed as an expressed warranty or an implied warranty of merchantability or fitness for
any particular purpose. See the CONTECH standard quotation or acknowledgement for applicable warranties and other terms
and conditions of sale.
The product(s) described may be protected by one or more of the following US patents: 5,322,629; 5,624,576; 5,707,527; 5,759,415; 5,788,848; 5,985,157; 6,027,639; 6,350,374; 6,406,218;
6,641,720; 6,511,595; 6,649,048; 6,991,114; 6,998,038; 7,186,058; related foreign patents or other paten ts pending.
Date: Personnel:
Location: System Size:
System Type: VaultE] Cast-In-PlaceE]
Linear Catch Basin ManholeEl Other El
Sediment Thickness in Forebay:
Date:
Sediment Depth on Vault Floor:
Structural Damage:
Estimated Flow from Drainage Pipes (if available):
Cartridges Submerged: Yes E] No F]
Depth of Standing Water:
StormFilter Maintenance Activities (check off if done and give description)
[—] Trash and Debris Removal:
F� Minor Structural Repairs:
F—] Drainage Area Report
Excessive Oil Loading: Yes F-]
No F-] Source:
Sediment Accumulation on Pavement: Yes F�
No F—] Source:
Erosion of Landscaped Areas: Yes F-1
No 0 Source:
Items Needing Further Work:
Owners should contact the local public works department and inquire about how the department disposes of their street waste
residuals.
Other Comments:
IReview the condition reports from the previous inspection visits.
I
I
Date: Personnel:
Location: System Size:
System Type: Vault F-I Cast -In -Place F1
List Safety Procedures and Equipment Used:
System Observations
Months in Service:
Oil in Forebay:
Sediment Depth in Forebay:
Sediment Depth on Vault Floor:
Structural Damage:
Drainage Area Report
Excessive Oil Loading:
Sediment Accumulation on Pavement:
Erosion of Landscaped Areas:
Linear Catch Basin 1:1 Manhole 1:1 Other D
Yes F-I No F
Yes
F-I
No
Source:
Yes
F-]
No
Source:
Yes
F-]
No
F]
Source:
StormlFilter Cartridge Replacement Maintenance
Activities
Remove Trash and Debris: Yes
El
No
F1
Details:
Replace Cartridges: Yes
F]
No
F-]
Details:
Sediment Removed: Yes
F-]
No
F-]
Details:
Quantity of Sediment Removed (estimate?):
Minor Structural Repairs: Yes
F1
No
D
Details:
Residuals (debris, sediment) Disposal Methods:
Notes:
I
I
I
I
I
Important: Inspection should be performed by a person who is
T Storr familiar with the StormFilter treatment unit.
he5t*;�;
P"Dum INC. iKr�,
1. If applicable, set up safety equipment to protect and notify
surrounding vehicle and pedestrian traffic.
StormFilter Maintenance Guidelines
Maintenance requirements and frequency are dependent on the
pollutant load characteristics of each site, and may be required in
the event of a chemical spill or due to excessive sediment loading.
Maintenance Procedures
Although there are other effective maintenance options, CONTECH
recommends the following two step procedure:
1. Inspection: Determine the need for maintenance.
2. Maintenance: Cartridge replacement and sediment removal.
Inspection and Maintenance Activity Timing
At least one scheduled inspection activity should take place per year
with maintenance following as warranted.
First, inspection should be done before the winter season. During
which, the need for maintenance should be determined and, if
disposal during maintenance will be required, samples of the
accumulated sediments and media should be obtained.
Second, if warranted, maintenance should be performed during
periods of dry weather.
In addition, you should check the condition of the StormFilter unit
after major storms for potential damage caused by high flows and
for high sediment accumulation. It may be necessary to adjust the
inspection/maintenance activity schedule depending on the actual
operating conditions encountered by the system.
Generally, inspection activities can be conducted at any time, and
maintenance should occur when flows into the system are unlikely.
Maintenance Activity Frequency
Maintenance is performed on an as needed basis, based on
in,,eclion. Average maintenance lifecycle is 1 -1 years. The primary
factor controlling timing of maintenance of the StormFilter is
sediment loading. Until appropriate timeline is determined, use the
following:
Inspection:
One time per year
After major storms
Maintenance:
As needed
Per regulatory requirement
In the event of a chemical spill
Inspection Procedures
It is desirable to inspect during a storm to observe the relative
flow through the filter cartridges. If the submerged cartridges are
severely plugged, then typically large amounts of sediments will be
present and very little flow will be discharged from the drainage
pipes. If this is the case, then maintenance is warranted and the
cartridges need to be replaced.
Warning: In the case of a spill, the worker should abort inspection
activities until the proper guidance is obtained.. Notify the
local hazard control agency and CONTECH immediately.
2. Visually inspect the external condition of the unit and take notes
concerning defects/problems.
3. Open the access portals to the vault and allow the system vent.
4. Without entering the vault, visually inspect the inside of the unit,
and note accumulations of liquids and solids.
5. Be sure to record the level of sediment build-up on the floor of
the vault, in the forebay, and on top of the cartridges. If flow
is occurring, note the flow of water per drainage pipe. Record
all observations. Digital pictures are valuable for historical
documentation.
6. Close and fasten the access portals.
7. Remove safety equipment.
8. If appropriate, make notes about the local drainage area relative
to ongoing construction, erosion problems, or high loading of
other materials to the system.
9. Discuss conditions that suggest maintenance and make decision
as to weather or not maintenance is needed. -
Maintenance Decision Tree
The need for maintenance is typically based on results of the inspection.
Use the following as a general guide. (other factors, such as regulatory
requirements, may need to be considered)
1. Sediment loading on the vault floor. If >4" of accumulated
sediment, then go to maintenance.
2. Sediment loading on top of the cartridge. If > 1/4" of
accumulation, then go to maintenance.
3. Submerged cartridges. If >4" of static water in the cartridge
bay for more that 24 hrs after end of rain event, then go to
maintenance.
4. Plugged media. If pore space between media granules is absent,
then go to maintenance.
5. Bypass condition. If inspection is conducted during an average
rain fall event and StormFilter remains in bypass condition
(water over the internal outlet baffle wall or submerged
cartridges), then go to maintenance.
6. Hazardous material release. If hazardous material release
(automotive fluids or other) is reported, then go to
maintenance.
7. Pronounced scum line. If pronounced scum line (say ��: 1/4"
thick) is present above top cap, then go to maintenance.
8. Calendar Lifecycle. If system has not been maintained for 3
years, then go to maintenance.
Assumptions:
No rainfall for 24 hours or more.
No upstream detention (at least not draining into StormFilter).
Structure is online. Outlet pipe is clear of obstruction. Construction
bypass is plugged.
Maintenance
Depending on the configuration of the particular system, workers
will be required to enter the vault to perform the maintenance.
ITo conduct an inspection:'
Method 2:
I
I
I
I
11
I
I
I
I
I
I
I
I
I
I
I
I
Important: If vault entry is required, OSHA rules for confined space
entry must be followed.
Filter cartridge replacement should occur during dry weather. It may
be necessary to plug the filter inlet pipe if base flow is occurring.
Replacement cartridges can be delivered to the site or customers
facility. Contact CONTECH for more information.
Warning: In the case of a spill, the worker should abort
maintenance activities until the proper guidance is obtained. Notify
the local hazard control agency and CONTECH immediately.
To conduct cartridge replacement and sediment removal:
1. If applicable, set up safety equipment to protect workers and
pedestrians from site hazards.
2. Visually inspect the external condition of the unit and take notes
concerning defects/problems.
3. Open the doors (access portals) to the vault and allow the system
to vent.
4. Without entering the vault, give the inside of the unit, including
components, a general condition inspection.
5. Make notes about the external and internal condition of
the vault. Give particular attention to recording the level of
sediment build-up on the floor of the vault, in the forebay, and
on top of the internal components.
6. Using appropriate equipment offload the replacement cartridges
(up to 150 lbs. each) and set aside.
7. Remove used cartridges from the vault using one of the
following methods:
Method 1:
A. This activity will require that workers enter the vault to
remove the cartridges from the under drain manifold and
place them under the vault opening for lifting (removal).
Unscrew (counterclockwise rotations) each filter cartridge
from the underdrain connector. Roll the loose cartridge, on
edge, to a convenient spot beneath the vault access.
Using appropriate hoisting equipment, attach a cable from
the boom, crane, or tripod to the loose cartridge. Contact
CONTECH for suggested attachment devices.
Important: Cartridges containing leaf media (CSF) do not
require unscrewing from their connectors. Do not
damage the manifold connectors. They should remain
installed in the manifold and can be capped during the
maintenance activity to prevent sediments from entering
the under drain manifold.
B. Remove the used cartridges (up to 250 lbs.) from the vault.
Important: Avoid damaging the cartridges during removal and
installation. I
C. Set the used cartridge aside or load onto the hauling truck.
D. Continue steps A through C until all cartridges have been
removed.
@2007 CONTECH Stormwater Solutions
A. Enter the vault using appropriate confined space protocols.
B. Unscrew the cartridge cap.
C. Remove the cartridge hood screws (3) hood and float.
D. At location under structure access, tip the cartridge on its
side.
Important: Note that cartridges containing media other than
the leaf media require unscrewing from their threaded
connectors. Take care not to damage the manifold
connectors. This connector should remain installed in the
manifold and capped if necessary.
E. Empty the cartridge onto the vault floor. Reassemble the
empty cartridge.
Set the empty, used cartridge aside or load onto the hauling
truck.
G. Continue steps a through E until all cartridges have been
removed.
8. Remove accumulated sediment from the floor of the vault and
from the forebay. Use vacuum truck for highest effectiveness.
9. Once the sediments are removed, assess the condition of the
vault and the connectors. The connectors are short sections
of 2-inch schedule 40 PVC, or threaded schedule 80 PVC that
should protrude about 1 " above the floor of the vault. Lightly
.wash down the vault interior.
a. Replace any damaged connectors.
10. Using the vacuum truck boom, crane, or tripod, lower and
install the new cartridges. Take care not to damage connections.
11. Close and fasten the door.
12. Remove safety equipment.
13. Finally, dispose of the accumulated materials in accordance with
applicable regulations. Make arrangements to return the used
empty cartridges to CONTECH.
Material Disposal
The accumulated sediment must be handled and disposed of in
accordance with regulatory protocols. It is possible for sediments
to contain measurable concentrations of heavy metals and organic
chemicals. Areas with the greatest potential for high pollutant
loading include industrial areas and heavily traveled roads.
Sediments and water must be d isposed of in accordance with
applicable waste disposal regulations. Coordinate disposal of solids
and liquids as part of your maintenance procedure. Contact the
local public works department to inquire how they disposes of their
street waste residuals.
Nothing in this catalog should be construed as an expressed warranty or an implied warranty of merchantability or fitness for any particular purpose.
See the CONTECH standard quotation or acknowledgement for applicable warranties and other terms and conditions of sale.
The product(s) described may be protected by one or more of the following US patents. 5,322,629, 5,624,576, 5,707,527, 5,759,415, 5,788,848, 5,985,157
6,027,639; 6,350,374; 6,406,218; 6,641,720; 6,511,595; 6,649,048; 6,991,114; 6,998,038; 7,186,058; related foreign patents or other patents pending.
800.338.1122
www.contech-cpi.com
Save Valuable Land and
Protect Water Resources
SlormIT;eCche
Detention -Retention -Recharge
Subsurface Stormwater Managementm
4
J_
R!
o
J
Isolator T11 Row O&M Manual
StormTech" Chamber System for Stormwater Management
I
I 1' .0 The Isolatoem Row
I
I
I
I
I
I
I
11
1.1 INTRODUMON
An important component of any Stormwater Pollution
Prevention Plan is inspection and maintenance. The
StormTech Isolator Row is a patent pending technique
to inexpensively enhance Total Suspended Solids JSS)
removal and provide easy access for inspection and
maintenance.
Looking down the Isolator Row from the manhole opening, woven
geotextile is shown between the chamber and stone base.
1.2 THE ISOLATOR- ROW
The Isolator Row is a row of StormTech chambers, either
SC-310, SC-740 or MC-3500 models, that is surrounded
with filter fabric and connected to a closely located man-
hole for easy access, The fabric -wrapped chambers
provide for settling and filtration of sediment as storm
water rises in the Isolator Row and ultimately passes
through the filter fabric. The open bottom chambers and
perforated sidewalls allow storm water to flow both verti-
cally and horizontally out of the chambers. Sediments
are captured in the Isolator Row protecting the storage
areas of the adjacent stone and chambers from sedi-
ment accumulation.
I
Two different fabrics are used for the Isolator Row, A
woven geotextile fabric is placed between the stone
and the Isolator Row chambers. The tough geotextile
provides a media for storm water filtration and provides
a durable surface for maintenance operations. It is also
designed to prevent scour of the underlying stone and
remain intact during high pressure jetting. A non -woven
fabric is placed over the chambers to provide a filter
media for flows passing through the perforations in the
sidewall of the chamber.
The Isolator Row is typically designed to capture the
"first flush" and offers the versatility to be sized on a vol-
ume basis or flow rate basis. An upstream manhole not
only provides access to the Isolator Row but typically
includes a high flow weir such that storm water flowrates
or volumes that exceed the capacity of the Isolator Row
overtop the over flow weir and discharge through a
manifold to the other chambers.
The Isolator Row may also be part of a treatment train.
By treating storm water prior to entry into the chamber
system, the service life can be extended and pollutants
such as hydrocarbons can be captured. Pre-treatment
best management practices can be as simple as deep
sump catch basins, oil -water separators or can be inno-
vative storm water treatment devices. The design of
the treatment train and selection of pretreatment devices
by the design engineer is often driven by regulatory
requirements. Whether pretreatment is used or not,, the
Isolator Row is recommended by StormTech as an
effective means to minimize maintenance requirements
and maintenance costs.
Note: See the StormTech Design Manual for detailed
information on designing inlets for a Storm7ech system,
including the Isolator Row
S E3 Tech 10 la ER I h 0 e111 S III a13
(not to scale)
MANHOLE
WITH
OVERFLOW
WEIR
ECCENTRIC
OPTIONAL
ACCESS
OPTIONAL
PRE-TREATMENT
STORMTECH
ISOLATOR ROW
I ME
MWEVEMM.
Ommomm
Ommomm
SOME.
Ommomm
mmoomm
Omm
Oman==
Ommomm
STORMTECH CHAMBERS
2 Call StormTech at 888.892.2694 or visit our website at .0 EI ech.c for technical and product information.
I
1 2.0 Isolator Row Inspection/Maintenance
I
I
F
I
I
I
I
I
I
I
I
I
I
I
11
2.1 INSPECTION
The frequency of Inspection and Maintenance varies
by location. A routine inspection schedule needs to be
established for each individual location based upon site
specific variables. The type of land use (i.e. industrial,
commercial residential), anticipated pollutant load, per-
cent imperviousness, climate, etc. all play a critical role
in determining.the actual frequency of inspection and
maintenance practices.
At a minimum, StormTech recommends annual inspec-
tions. Initially, the Isolator Row should be inspected every
6 months for the first year of operation. For subsequent
years, the inspection should be adjusted based upon
previous observation of sediment deposition.
The Isolator Row incorporates a combination of standard
manhole(s) and strategically located inspection ports
(as needed). The inspection ports allow for easy access
to the system from the surface, eliminating the need to
perform a confined space entry for inspection purposes.
If upon visual inspection it is found that sediment has
accumulated, a stadia rod should be inserted to deter-
mine the depth of sediment. When the average depth
of sediment exceeds 3 inches throughout the length of
the Isolator Row, clean -out should be performed.
2.2 MAINTENANCE
The Isolator Row was designed to reduce the cost of
periodic maintenance. By "isolating" sediments to just
one row, costs are dramatically reduced by eliminating
the need to clean out each row of the entire storage
bed. If inspection indicates the potential need for main-
tenance, access is provided via a manhole(s) located
on the end(s) of the row for cleanout. If entry into the
manhole is required, please follow local and OSHA rules
for a confined space entries.
S 0 Tech 10 la ER (not to scale)
CATCH
BASIN
OR
MANHOLE'
.14
StormTdch-
Examples of culvert cleaning nozzles appropriate for Isolator Row
maintenance. (These are not StormTech products.)
Maintenance is accomplished with the JetVac process.
The JetVac process utilizes a high pressure water noz-
zle to propel itself down the Isolator Row while scouring
and suspending sediments. As the nozzle is retrieved,
the captured pollutants are flushed back into the man-
hole for vacuuming. Most sewer and pipe maintenance
companies have vacuum/JetVac combination vehicles.
Selection of an appropriate JetVac nozzle will improve
maintenance efficiency. Fixed nozzles designed for cul-
verts or large diameter pipe cleaning are preferable.
Rear facing jets with an effective spread of at least 45"
are best. Most JetVac reels have 400 feet of hose allow-
ing maintenance of an Isolator Row up to 50 chambers
long. The Je Vac OcelIDEhall 10be e00 0 ed
S 0 Tech 10 la ER 0 ha ha e AASHTO cia[ID1
e ge e0l1e(a00ecIfiiedb0S OTech) eD
heil:h gllaEbalb 0 e.
COVER ENTIRE ROW WITH AASHTO M288
INSPECTION PORT CLASS 2 NON -WO EN GEOTEXTILE
LOCATION PER ENGINEER'y SC-310 - 5'(1.5 m) WIDE STRIP
DRAWING SC-740 - 8'(2.4 m) WIDE STRIP STORMTECH
//MC-3500 - 12.5'(3.8 m) WIDE STRIP END CAP
BYDESICN
SC-310 - 12" (300 mm) PIPE
�%w
2 LAYERS OF WOVEN GEOTEXTILE THAT MEETS AASHTO M288 CLASS 1
SC-740 - 24' (600 mm) PIPE
REQUIREMENTS, BETWEEN STONE BASE AND CHAMBERS
MC-3500 - 24" (600 MM) PIPE
SC-310 - 4'(1.2 m) WIDE STRIP
SC-740 - 56'(1.5 m) WIDE STRIP
MC-3500 - 8.25- (2.5 m) WIDE STRIP
I
Call StormTech at 888.892.2694 or visit our website at .0 0 ech.c for technical and product information. 3
Lr Cd rrp,, x
,re,p- ec-q.dc
IA,#'- ef-7. e9 - e4 , s
/.,Y*,- eci . o,,- ev-s
ccly 449
ecs.ec
0
0
OMAIVOIC AYC
0%
6 EN A. MIC4EL JANK S. ANIF-5 A.,
'S 6 L)12 CAND
6 OLTO POWEI;;Z KE TT' , Y.
V
%.� :
L tl
85-00' IF 85.00'
2
P. ROBEI;�'T B
61120 F'OWLER
WILLIAM C. 30, 30' ;;o 6-5—
KEEGAN 0
w
A
JOHN L
L �_ r3�0'
Z
Uj
r4
bi 610% OD ZIMMERMAN
0. c
0
60860
IWO 60000
T
30' EIGRES UTILITY
S,
ESTE'RBERG H FA;�2 0 L D J,.
IZ. E3Q(J[)Vli< � HELEN M.
T TR F
R I Pp
ff.ol
5HOQT SUBDI\/1510N 5CALE*� I"=60'
OCTOSEP, 1979
-MEL 6TEINKE
PORTION OP* N.W V4 OF- N.E.'/4 OF- SEC-FION 25,
T Z7 N - ) R. 5 E. ) W. M.
EDIVIOND15) WASHINGTON
Li
D
Z
LU
x
F
z:
45'
79- 47R
± 12'- 0"
444F��WASHINGTON'S CREDIT UNION
ALL 7" OVER 5 1/4" COPY
PHOTO'. E �EVATION SCALE: 1/4" 1 0"
T
1±21- 011
THESE ORIGINAL DRYINWS AND SPECIFICATIONS JOB NAME: WASHINGTON'S C.U. - EDMONDS CLIENT APPROVAL:
ARE PROPRIETARY ANVOR CONFIDENTIAL TO
BERRY NEON CO. INC. (BNC), AND SHALL NOT BE SCALE: 3/4"= l'- 0" (OR AS NOTED) I DATE: 10/7/02 REVISED:
berryREPRODUCED IN WHOLE OR IN PART, OR USED FILE NAME:WCUEDMND.
IN ANY MANNER EXCEPT IN THE COURSE OF
"DOING BUSINESS- WITH BNC, WITHOUT PRIOR SPECIFICATIONS: S/F INTERIOR ILLUMINATED SIGN (RE -FACE). ALL #230-36 DARK BLUE & #230-73 DARK
WRITTEN PERMISSION OF BNC. @ COPYRIGHT- RED VINYL ON WHITE LEXAN FACE.
neon BERRY NEON CO.,INC. REGISTRATION PENDING.
21027 61st AVE. WEST P 0. BOX 5269 LYNNWOOD, WA 98046 (42S) 776-8835 (800) 488-2430 FAX (425) 774-8221 E-MAIL design@berryneonsigns.com
r- -I
'ROW
241-011
20' - 1 3/8"
11 411
WASHINGTON'S CREDIT
UNION
T
1' 711
-
ALL 12" OVER 9" COPY
all
0A
WASHINGTON'S CREDIT UNION
—Mm-
's 71
RECEIVED
NOV 12 2
PHOTO ELEVATION SCALE: 1/4" l'- 0"
Pmmllo
ICA
THESE ORIGINAL DRAWINGS AND SPECIFICATIONS
ARE PROPRIETARY AND/OR CONFIDENTIAL TO
BERRY NEON CO. INC. (BNC), AND SHALL NOT BE
JOB NAME: WASHINGTON'S CREDIT UNION EDMONDS
CLIENT APPROVAL: lmt%%N 0
X %
Im
SCALE: 1/2" = 1 '- 0" (OR AS NOTED)
DATE: 10 / 7 / 2002 REVISED: "�WME: WCUEDMND.
berrqREPRODUCED
IN WHOLE OR IN PART, OR USED
IN ANY MANNER EXCEPT IN THE COURSE OF
kuv
berrq
neon
'DOING BUSINESS" WITH BNC, WITHOUT PRIOR
WRITTEN PERMISSION OF BNC. @ COPYRIGHT-
SPECIFICATIONS: INDIVIIDUAL NON- LIT LETTER & LOGO DISPLAY. ALL CUT OUT 1/211 PVC, PAINTED
#230-73 DARK RED VINYL. MOUNTED ON 1/2" WHITE PVC PANEL(S).
TdpC4 #230-36 DARK BLUE &
neon
BERRY NEON CO., INC. REGISTRATION PENDING.
I
I
21027 61st AVE. WEST R 0. BOX 5269 LYNNWOOD, WA 98046 (425) 776-8835 (800) 488-2430 FAX (425) 774-8221 E-MAIL design@berryneonsigns.com
6'- 1
WASHINGTON'S
CREDIT UNION
ALL 8" OVER 6" COPY
E 'ra
C=l
PHOTO ELEVATION SCALE: 1/2" l'-
rrl
C=3
C5
K2
040. 1
±4'-O"
1
THESE 0 INA WINGS AND SPECIFICATIONS JOB NAME: WASHINGTON'S C.U. - EDMONDS I A P�P` RICONVIA L
ARE PROP 6
P ND/OR CONFIDENTIAL TO
777DATE: 10/7/02 RVSD: FILE NAME VCUEDMND.
BERRY NED I (BNC), AND SHALL NOT BE SCALE: AS NOTED
I He
REPRODUCE�* OR IN PART, OR USED
IN ANY MAN IN THE COURSE OF SPECIFICATIONS: D/F INTERIOR ILLUMINATED SIGN (RE -FACE). ALL #230-36 DARK BLUE
berry "DOING BUSIN ITH BNC, WITHOUT PRIOR & #230-73 DARK RED VINYL ON WHITE LEXAN FACES.
WRITTEN PER WSSION OF BNC. @ COPYRIGHT -
neon BERRY NEON CO., INC. REGISTRATION PENDING.
21027 61st AVE. WEST P. 0. BOX 5269 LYNNWOOD, WA 98046 (425) 776-8835 (800) 488-2430 FAX (425) 774-8221 E-NiAIL design@borryneonsigns.com
± 12'- 0"
4411p 1ST SECUR.ITY BANK
Of Washington
l st SECURITY BANK"= 8 1/2" OVER 7" COPY
"OF WASHINGTON"= 4 1/4" OVER 3 1/8" COPY
J
PHOTO ELEVATION SCALE: ± 1/4" = l'- 0"
RECEIVED
MAR - 4 2004
PERMIT COUNTER
T
+-2'- 0"
i
THESE ORIGINAL DRAWINGS AND SPECIFICATIONS JOB NAME: 1 st SECURITY BANK (WCU) - EDMONDS CLIENT APPROVAL:
ARE PROPRIETARY AND/OR CONFIDENTIAL TO
BERRY NEON CO. INC. (BNC), AND SHALL NOT BE
51 SCALE: 3/4"= P- 0" (OR AS NOTED) FDATE: 1/20/02 REVISED: FILE NAME: 1STSECED.
berrq REPRODUCED IN WHOLE OR IN PART, OR USED F
IN ANY MANNER EXCEPT IN THE COURSE OF
"DOING BUSINESS" WITH BNC, WITHOUT PRIOR SPECIFICATIONS: S/F INTERIOR ILLUMINATED SIGN (RE -FACE). ALL #230-36 DARK BLUE & #230-73 DARK
WRITTEN PERMISSION OF BNC. @ COPYRIGHT- RED VINYL ON WHff LEXAN FACE.
neon BERRY NEON CO.,INC. REGISTRATION PENDING.
21027 61st AVE. WEST R 0. BOX 5269 LYNNWOOD, WA 98046
(425) 776-8835
(800) 488-2430 FAX (425) 774-8221
E-MAIL design@berryneonsigns.com
Se—
C
Az� Lle,.,Vl(
61- 1"
1ST SECURFY BANK
Of Washington
1 st SECURITY BANK"= 6 1/16" OVER 5" COPY
"OF WASHINGTON"= 3 1/4" OVER 2 1/4" COPY
SCALE: 3/4" V- 0"
Iwo'
TA
F
1ST SECURITY BANK
Of Washington
tdwi- 11
CD q
17
A
4
Art
4�
it'll
DL
-t-J ,
4, Lc!�
m X
_7
0 c=3
c:
CP41:1= �Q
CQ
PHOTO ELEVATION SCALE: 1/2" 1'- 0"
±41- 011
THESE ORIGINAL DRAWINGS AND SPECIFICATIONS JOB NAME: Ist SECURITY BANK (WCU) -EDMONDS JAPP'R'.0-VAL
ARE PROPRIETARY AND/OR CONFIDENTIAL TO --- 7DATE: 1/20/04 FIVSD:
BERRY NEON CO. INC. (EINC), AND SHALL NOT BE SCALE: AS NOTED IFILENAME: ISTSECED.
berrqREPRODUCED IN WHOLE OR IN PART, OR USED
IN ANY MANNER EXCEPT IN THE COURSE OF SPECIFICATIONS: D/F INTERIOR ILLUMINATED SIGN (RE -FACE). ALL #230-36 DARK BLUE
"DO NG BUSINESS" WITH ONC, WITHOUT PRIOR & #230-73 DARK RED VINA ON WWUE LEXAN FACES.
WRITTEN PERMISSION OF BNC. @ COPYRIGHT—
n on BERRY NEON CO., INC. REGISTRATION PENDING.
21027 61st AVE. WEST R 0. BOX 5269 LYNNWOOD. WA 98046 (425) 776-8835 (800) 488-2430 FAx 1412s) 174-8221 E-MAIL desiqn@berrfneonsians.com
5'. ? '�,- ��- " r
4
ALL 12 7/8" OVER 10 5/8" COPY
3' - 4" --�
24'-0"
15' - 4 3/4"
1ST. SECURITY BANK
,a- - . - . - I
PHOTO ELEVATION SCALE: ± 1/4" = l'- 0"
MAR - 4'2004
PERMIT COUNTER
T
11- 711
1
THESE ORIGINAL DRAWINGS AND SPECIFICATIONS JOB NAME: I st SECURITY BANK (WCU) - EDMONDS CLIENT APPROVAL:
ARE PROPRIETARY AND/011 CONFIDENTIAL TO
B REPRODUCED IN WHOLE OR IN PART, OR USED REVISED: TILE NAME: WCUEDMND.
m ERRY NEON CO. INC. (BNC), AND SHALL NOT BE SCALE: 1/2" = l'- 0" (OR AS NOTED) DATE: 1 / 20 / 2004 Im
berrtANY MANNER EXCEPT IN THE COURSE OF borrq
y %OING BUSINESS" WITH BNC, WITHOUT PRIOR SPECIFICATIONS: INDIVIDUAL NON -LIT LETTER & LOGO DISPLAY. ALL CUT OUT 1/211. PVC, PAINTED TO MATCH #230-36 DARK BLUE &
neon WRITTEN PERMISSION OF BNC. @ COPYRIGHT- #230-73 DARK RED VINYL. MOUNTED ON 1/8" WHITE ALUMINUM (DIBOND) PANEL(S). neon
BERRY NEON CO.,INC. REGISTRATION PENDING.
21027 61st AVE. WEST R 0. BOX 5269 LYNNWOOD, WA 98046 (425) 776-8835 (800) 488-2430 FAX (425) 774-8221 E-MAIL design@berryneonsigns.com
�5 R,O IV 7-1q; C7 O�F
60 0 TH Fq CC- - EO A,,l 0 Al L? 5 WR V
3- - 4-
W - 4 314
1ST SECURITY BANK
Ct q
C
CIT)
BUILDI
WORK
ADDRESSZ
OWNER---.j
APPROVED W
BLDG. OFFICIA
4
OF EDMONDS FR "'7- r-lq C'56.0-
P%
a DEPARTMENT
Uva
,tAJ�� RECEIVED
STREET FILE MAR - 4 2004
PERMIT COUNTER
PERLUT NUMBER
Al IR17F,
W
4
L
L
IST SECURITY BANK T
E4%: Of Washington
X* WASHI?&-lOW- 4 114* OVER 3 I/V COPY
PHOTO ELEVATION SCAtF-**1/4- 1*-(r
"NAME: lSISECLMMWIWCW.EDM%m
lajBff
bfru low SCALE:A*I'-(r(ORASNOMlQXTE: 1/20102 REVMED:
LZ mv�
[Adda 'Fw"Mom'-RWED=O=,—j%T*ACEIALL#230-36wmuuEa*230-73aaRK'
21027 61SI ML WEST R CL GM =69 CrIdJAW004 VA M" 1425) 7X-� a" ,,,4n 14U 7=_S= _,A"
, W A,
1-- 3- -,r --�
I -T
11-C
J-
� 2C-Ir
1&-43f4'
IST SECURITY BANK
HIM EL&ATION SCALE * Ifir - 1*- 01
mm: I d many VM MKIQ - MMONDS
I CILMENT APPROVAL:
REPA� W m p"m on SCALE: 1!t.lk-0-(ORASt40TEDI lem: 1120/2W4 RIEVISM.
I FILE NAME: WXCUEDWID.
RCAMAS: THONTIxft NON4jj i & LOGO DISPLAY. ALL CUT OUT Ijr V4r_ PAWED To MATCH #230.36 DARK MW &
Wr4MM gr- -F==
�0 #230-73 OARKRED VWL MOUNTED ON I/Ir WHITE ALIUMIM IDSONN PANELM
amm mm ax.�
1 T - r
I
pvc
<
101)+k
s;3-,/ 4re,4 I Z 1/
eA
jav Are, 2-
o sc-q
I&
owner &Site Address:
le C--, u r
Berry Neon Signs Inc.
P.O. Box 5269
j-ynnwood,.Wa. 98046
a AJ
Phonic 776-8835 -
5 0 R e�) lvp-5-
2 0
S.E.C.L. BERRYNCoSSL3
S.C.L. BERRYNCO77.CtA
iegal:
40
LEGAL DESCRIPTION
f M Ple * 1AW -14 D P.'j 0 C
45-C rt L&,' I Ll'
L 035
RT-85) S21/4 NWIA SWI/4 SEC 25 BEG SW COR ABV SD SUB TH S
88*16 509 ALG SLY LN SD SUB 141.22 FT TAP ON 14BLY MGN OF RD
N38*50 OOW 219.26FT TAP on WLY IN SD SE 1/4 NW1/4 SWI/4 SD SEC
25 TH ALG SD WLY IN THOF S01*15 32W 166.60FT TO POB EX C REIS
L 073
RT-95-IA) PTH OF NEI/4 SWIA SW1/4 COM NW COR SD SUB Tfilk
S88*16 50B ALG N LN 62.25FT TO INT SWLY MGN PARADISE LANE TH
S38*50 OOE ALG SD MGH 73.11 FT TPB TH CONT S38*50 OOE ALG S D
MGN 255 FT TO INT NLY MGN EWY#1-2- EDMONDS WAY-TH NWLY A LG SD
NLY MGH 64.81FTTH N62*42 00 W CONT ALG SD NLY FIGN 1 86 FT TH
N37*09 443 102.56 FT TO TPB EXC SWLY 10 FT THOF LESS S/MY
L 072
RT-95) TH PTH NHI/4 Swl/4 SW1/4 LY BTW OLD & REV PAVED RDS
LESS BEG XW COR NEI/4 SW1/4 Swl/4 TH S88*16 50E ALO N IN S US
62,25FT TO I NT SWLY MGN PARADISE LANE THE S38*50 OOE ALG SD
MGN 73.11FT TO TPB TH CONT S38*50 00H ALG SD 14GN 255FT TO INT
NLY MGN HWY 1-2 -EDMONDS WAY-TH NWLY ALG XLY MGN BD EDMONDS WY
25OFT M/L TAP S37*09 44W Fit TPB TH N37(09 449 1 02.56FT TO TPB
LESS S/HY
ff -1-t - -1 v
RECEIVED
MAR - 4 2004
.PERMIT COUNTER
7 F
to'- o
Re-6a CQ_ CRU'l
0 1ST SECURITY BAN
S K
Of Washington
W.;.4mml-549
Z4:'
JOEI NAME: IstSECURITYlAWK-0 - MMONDSIAM"�
SCALE: AS I DATE: I rAM RVSIX I FILE NAME: 1;;=—.
SPECIFICATIONS: D/F WERIOR ILLIMNATED S*N (RE -FACE). ALL #230-36 DARK BLUE
& #230-73 DARK RED VINYL ON WHITE IBM FACES.
It-'s"
Owner Wite Address: Berry Noon Signs Inc.
P.O. Box 5269
Lynnwood,. Wa. 98046
Phono 776-8835 - -
S.E.C.L. BERRYNCoesL3
0 s.C.L. BERRYNCO".CtA
0
0
�ql- 0?0. i
RECEIVED
MAR - 4 2004
PERMIT COUNTER
85REET FILE
BY PLANNING
BUILDING LOCATION
MONUMENT SIGN - Details page 1
3 feet tall No setback from property line
15.8 square feet
BUILDING SIGN - C - Details page 2
Channel Letters on Raceway
24.4 square feet
ATM SIGN - D - Details page 2
Internally illuminated ATM sign
-1.3 Square feet
ATM SIGN - D - Details page 2
Internally illuminated ATM sign
4.3 square feet
TOTAL SIGN SQUARE FOOTAGE 48.8
TYPE I
BUFFER,
LANDSCAPE
REFER TO
LANDSCAPE
ROOF
OVERHANG
-ANNING
A PROVED By P1
NEW CURB RAMP
K
'CROSS WAL REFER
TO CIVIL
(VAN)
ACCE9BLE SI NEW SIDEWALK,
SEE i/Al 01 REFER 10 CIVIL
zt
M
6-4 "
T-5 1/2"
10"
3"SCH40 STEEL
BIKE RACK
SUPPORT PIPE
12
CITING
CONCRETE FO
24X24X30
3
HEIGHT
ECTANGLE
iplo EXISTING 0 CH
14 0 BE DE
MOE
trical PermIt frOm
Obtglft
?6
Stat,7� T
IndustrieS
17
2 19
BUFFW CE 3 LANDSCAPE 3 �Z
EET TREES'
OSCAPE
REFER TO LAN
4 0.
24"
24"'
'TURN 6
ONLY. SIGN-,
ISO 9,0
7
\SIGN TO BE L , OCATED ENTIRELY S/F Internally Illuminated Monument Sign Display
IN
9
ONLY* SIGN ON \ BANKS PROPERTY All aluminum construction
NOTES: DATUM-_
+100
A 60D SPIKE IN NOFaHl.7 COURTYARD' %
1. ALL CURB RADIUS ARE 3'-0" u b. APPROVED AS NOTED
--1 SIDE OF LIGH1- POL -outed out of background with 3/4" thick clear plex
LANDSCAPE Copy r
SOUTH SIDE OF SIT E REFER 70 INEERI M
ENGINIEERI
A letters pushed through cut out openings (1/2"nominal thickness) M
HEld'HT-CALCS: Decorate first surface with 3M translucent white film.
A- 95.96'--_� *Letters only to illuminate - background to be opaque
B- 96.47
Date
C= 99.22'
DEMO XTS ING
CURB 'I1E11R 17
D= 99.47' Paint to match PMS 282c BLUE - satin finish
CIVIL
AVERAGE GRADE= 97.78' NEW CURB RAMP & 4W 6-A �v
MAX. HT. = 97.78' + 25' 122.781 j"of Fjdffio CROSS WALK. REFER Illuminate ing 800 ma, High Output electronic sign ballasts
TO CIVIL us
ACUTAL HT. 122.37 with Daylight white lamps. (1) 120 volt - 7.6 amps
Opposite corners to be tapered (similar to Redmond signage)
NORTH
0 SITE PLAN 0 10' 20' 40 FAECEIVED
S%�-- 1* = 40'-0' SCALE: I' - 20'-0" 15 2011
-,mnimr, DEPARTMENT
C.ITY OF hUmur"J`
THIS ORIGINAL ARTWORK IS
PROTECTED UNDER FEDERAL Sheet: 1 of 2
COPYRIGHTLAWS. MAKENO Customer Approval: Filename: 1ST SECURITY - Edmonds PERMIT ISTSECLWIW
REPRODUCTION OF THIS MON)
DESIGN CONCEPT Landlord Approval: Date: 9 13 11 BANK - -
6825 176TH Ave. N.E. Suite 125 Redmond, WA 98052
620 Edmonds Way Edmonds, WA 98020 (425) 885-6100 FAX (425) 882-M3
e
54--0-
DSOUTH ELEVATION 0 2' 4- 8-
-it-l: 1/8" = 1,4r SCALE: 1/4' - i'-0-
.. B &1111WMTii=1 !0 11 5h,
v I I F .9 0 ULM, N
THIS ORIGINAL ARTWORK IS
PROTECTED UNDER FEDERAL
COPYRIGHT LAWS. MAKE NO
REPRODUCTION OF THIS
DESIGN CONCEPT
,/� WEST ELEVATION
���SC�ALE1/8-�=VW
16--V
SPECIFICATIONS: Scale: 1/2" = 11-0"
Internally illuminated channel letter displays on exposed raceways.
LETTERS - White #2447 acrylic faces with Blue trimcap. Letters to be all aluminum construction.
Returns painted BLUE (PMS 282c satin finish) Inside of letters? painted WHITE.
I
RACEWAYS - Aluminum construction. Paint to match building pnd canopy beyond.
Ln Sign B - paint raceway to match AEP Span metal siding "Cool archment"
Sign C & D - paint raceway BLACK - satin finish
2'-8" ILLUMINATION - Illuminate using WHITE L.E.D. 12v lighting
POWER - (1) 120volt, 20amp circuit to be provided Dedicated r.eutral and a panel ground
required for GFCI protected transformers. T-ime clock control of signs provided and installed by
owners electrician.
Customer Approval:
Landlord Approval:
Sheet: 2 of 2
Filenarne: 1ST SECURITY - Edmonds PERMIT
Date: 9 13 11
ATTACH USING #14 X 2" SIDING SCREWS
WITH NEOPRENE SELF SEALING WASHERS
SPACE AT 24" D.C. ACROSS TOP
(MINIMUM OF 8 PLACES)
AJuminum channel letters
White L.Effs for illumination
V Trimcap
3/16' Acrylic Letter Faces
Aluminum Raceway
Metal Fascia with plywood backing
SIGN WEIGHT = 150 LBS OR LESS
ISTSECUMIff
BANK
0 2- 4- 8'
SCALE.- 1/4- - 1--0-
SIGN C & D -ATTACHMENT DETAIL
ATTACH USING 3/8" X 1 " BOLTSINUTS/WASHERS
(3) PER SIGN —
Aluminum channel letters c
t
or
White L.E. Ds for illuminati:or—�
I* Trimcap
3/16' Acrylic Letter Faces ------- jl�
AJuminum Raceway
8.5 X it Steel Channel Beam
SIGN WEIGHT = 50 LBS OR LESS
RECEIVED"
,V-� 15 2011
WILDING DEPARWEtif
CATY OF EM,100';
6825 176TH Ave. N.E. Suite 125 Redmond, WA 98052
(425) 885-6100 FAX (425) 882-3433
620 Edmonds Way Edmonds, WA 98020
CITY DMONDS
BUILDING DEPARTMENT
)q 5 14)
woRK
jol
';S 7N
ADDRB
OWNER
y --T
APPROVED DATE*
BLDG. OFFICIAL
PERMIT NUMBF-Fl
ol�- 0 76 7
ZS I t I
%arREP—o" FILE
RECEIVED
15 2011
BUILDING DEPARTV-:�!'r
Cay CF
0,:; . e
T
Ct �O
L
iCRON773-6787
2S 0'
=.I wr
T
WASHINGTON'S CREDIT UNION
(?,-0 IV 7-t9 G 67
FR5T F1qC�5(—#—?_)
T
L
T
1'- 4'
u
Aft�- WASH I NGTON'S CREDIT UNION
ALL 7* OVER 3 1/4'COPY
PHOTO EUFVATION SCALE:
J013 NAME: WASHINGTO11M C.U. - EDMONDS CLIENT APPROVAL:
ANO 11— NOTINE FILE NAME:WCL`EDMN0.
LE:
_7A38-1'-0'(ORAS TE-D)TOATE: 10/7/02 REVISED:
berry C II
SPECIFici-noNs: SIF INTERIOR ILLUMINATED sr�N (RE.FACE). ALL #230-36 DARK BLUE & #230-73 DARK
neon RED VINYL ON WHITE LEXAN FACE.
am" NEON CO_,INC. A10,STum. K-NO.
21027 61st AVL WIST P. 0. BOX 3269 LYNNWOOD, WA 98046 (425) 776-883S 18001 488-2430 FAX (4251 774-8221 I -MAIL d.,Ig.Qb ... y....
3' - 4' ----]
. 24'- (r
20' - 1 31f
_440k�- WASHINGTON'S CREDIT UNION -
� I Z_ V�tw w -UFY
V
J.
Aam- m_ - N. - w__
a FIRM] 0
WvA
PHOTO ELEVATION SCALE: -d 10,
. I 20_1� 0 "t �4
T
1'- 7'
1
I T" 1 01-1111 "1 11111111-0.1 JOB NAME: WASHINGTON'S CREDIT UNION
In AND R CONFI�EIAL TO X_V�� CLIENT APPROVAL:
Co INC I �OR AS NOTE DATE: Vlo?AW2 REVISED: FILE NAME: WCUEONIND. "b
b
a.- .- -CEIT
err .. ..
N wc� WTW�uFW... SPECIFICATIONS: INDIVIDUAL N.N-LIT LETTER & LOGO FAPLAY. ALL CUT OUT 112- PVC, PAINTED TO MATCH #230-36 DARK BLUE & ne
neon #230-73 DARK RED VINYL MOUNTED -ON I/2'WHITE PVC PANEL($).
ANC. REGPST-ON P-MG.
11027 61st AVE. WEST P. 0. BOX S269 kyl',W
�)UOJA7&�Rj�kjj�0)488-2430 FAX(425)774-8221 E -MAIL designaberryneonsigns.com
RF
.cEIVED
Nov i z 2002
PERMI"I'coUNTER
A -CA c. e—
_j
Afe,4:
fASl- r eel 3 7 c?
5 Ole J*
,,e_,
Owner &Site Address: Berry Neon Signs Inc.
P.O. Box 5269
Lynnwood,.Wa. 98046
Phone 776-8335 - -
S.E.C.L. BERRYNCoSSI-3
11509ONP51 Wlf '�1?620 I.C.L. BERRYNr,077. CIA
,egal I
P4 "_17IL7
LEGAL DESCRIPTION
L 035
RT-85) SE1/4 NW1/4 SWI/4 SEC 25 BEG SW COR ABV SD SUB TH S
88*16 503 ALG SLY LN SD SUB 141.22 FT TAP ON NELY MGN OF RD
N38*50 OOW 219,26FT TAP on WLY LN SD SE 1/4 NW1/4 SWI/4 SD SEC
25 TH ALG SD WLY LN THOF S01*15 32W 166.60FT TO POB EX C RDS
L 073
RT-95-IA) PTN OF NE1/4 SWI/4 SW1/4 C014 14W COR SD SUB Tfilk
S88*16 SOB ALG N LN 62.25FT1 TO INT BWLY MGN PARADISE LANE TH
S38*50 OOE ALG SD MGN 73.11 FT TPB TH CONT S38*50 OOE ALG S D
MG4 255 FT TO INT NLY MGN HWY#1-2- EDMONDS WAY-TH NWLY A LG SD
NLY MGN .64.81FTTH N62*42 00 W CONT ALG SD NLY F;GN 1 86 FT TH
N37*09 449 102.56 rT TO TPB EXC SWLY 10 FT THOF LESS S/MY
L 072
RT-95) TH PT11 NB1/4 SWI/4 SW1/4 LY BTW OLE) & REV PAVED RDS
LESS BEG NW COR NEI/4 SW1/4 Swl/4 TH S88*16-SOE ALG N LN S UB
62,25FT TO XNT SWLY MGN.PARADISE LANE TAE 838*50 OOE ALG SD'
MGN 73. 11FT *TO TPB TH CONT S38*50 OOE ALG. SD.MGN 255FT TO INT
'..WY.
-NLY * MGN,HWY, 1-2 '-EDMONDS -'K'AY-TH NWLY ALG 'RLY � VIGN BD EDMONDS
��4-25OFT _M 9 _44W N37(OV44E
,jE,TPB TM,,',
tTO TPB
-16
VA&
t
a
WASHINGTON'S
CREDIT UNION
.� bsPEI
t,
vw
Va"
OLuc-
(_-TA
67 IV — -5 Cl? 112
CLIENT
JOB NAME: WASHINGTON'S C.U. - EDMONDS 1APPROVAL
SCALE: AS NOTED DATE: 10/7/02 RVSD: I FILE NAMEXqjEDMND
�PECIFICATIONS:D/F INTERIOR ILLUMINATED. SIGN (RE -FACE). AL423W
6�Nl�A_%BLUE
& #230-73 DARK RED VINYL ON WHITE LEXAIW*C.ES -
RECEIVED
NOV 12 2002
PERWCOUNTER
Owner &SR6 Address: I?crry Neon Signs,inc.
P.O. 13 0
Wfq5-1-11jve?- utvl6l,.) X15269
Lynnwood, Wa.-.930
&ZO. 'Phohc* 13 3 5
S,"E.C.L.-�R��RYNCoSS
J 2
_S.C.LElERRYNC_6o
V
CITY OF EDMONDS
BUILDING DEPARTMENT
Q, i r,,/#, Mr, of - j 0 �2�,q �Wlrffl,,2
IOWA 011
APPROVED DATE:
BLDG. OFFICLAL
PERMIT b'*JUMS
t�'j R
Vx
ky
RECEIVED
NOV 12 2002
PERMIT COUNTER
STREET, FILE
LEGAL DEA�.�M:
PARCEL 'A' -
FOUND LEO\* TACK
ALL THAT PORTION OF THE - NORTHEAST QUARTER OF THE SOUTHWEST 7/22/11)
QUARTER OF THE -SOUTHWEST QUARTER OF SECTION 25, TOWNSHIP 27 \\\ \ I
NORTH, RANGE 3 EAST, W.M., 'DESCRIBED -AS FOLLOWS: A
9
COMMENCING AT THE NORTHWEST CORNER OF THE ABOVE DESCRIBED
SUBDIVISION; THENCE SOUTH 8816'50" EAST ALONG THE NORTH LINE
OF SAID SUBDIVISION 62.25.FEET TO AN INTERSECTION WITH THE
SOUTHWESTERLY MARGIN OF PARADISE LANE; THENCE SOUTH. 38'50'00"\
EAST, ALONG SAID MARGIN, 73.11 FEET TO THE TRUE POINT OF 62
BEGINNING OF'THE TRACT OF LAND HEREIN DESCRIBED; THENCE
Cp .0
CONTINUING SOUTH 38*50'00" EAST, ALONG SAID MARGIN 255.00 FEET
11�k
TO AN INTERSECTION WITH THE NORTHERLY MARGIN OF S.S.H.�NO. I—W ;1��
(EDMONDS WAY) AND THE ARC OF A CURVE, FROM WHICH INTERSECTION
WITH THE RADIUS POINT OF SAID CURVE.BEARS SOUTH '31004!06" WEST
985.37 FEET, THENCE - NORTHWESTERLY ALONG SAID -NORTHERLY MARGIN < 113
AND SAID CURVE, BEING A CURVE TO THE LEFT AND CONSUMING A
CENTRAL ANGLE OF 3*46'06", AN ARC DISTANCE OF 64.81 FEET;
THENCE NORTH 62*42'00" WEST, AND CONTINUING ALONG SAID
NORTHERLY MARGIN, 186.00 FEET, THENCE NORTH 37-09-44- EAST, [s
102.56 FEET TO'THE TRUE POINT OF BEGINNING; 20
EXCEPT THE'SOUTH WESTERLY 10 FEET IN WIDTH THEREOF; AND
4-12"
EXCEPT THAT PORTION CONDEMNED BY'THE STATE OF WASHINGTON FOR E!
HIGHWAY PURPOSES IN SNOHOMISH COUNTY SUPERIOR COURT CASE No.
I nA;tA;
*- /. r
. I& un" rwt
v Park
Bola Coda
tT\1ON Elm S
CITY OF EDMONDS, SNOHOWSH COUNTY, WASEgNGTON
b
\0 CV WV
gany
00 1��
'20
cl
cm
CM
FOUND LEAD & TACK AC%
u%
7/22/10
GV L
FOUND,,y8*REI3Af 21S 'a -:,-, "
OF
& 0.16 CALC. POSITION. tb
N
v.
ACCEPTED AS CORNER POSITION'
LEAD JACK'- -.Tr;4 AArlN
7/2?/10
�IM = 273.84, TYPE 11 FOUND LEAD & TACK
CALC. NX CORNER, IN -
I I.E. = 269.2-Q- 2A CONC, N.E. kf r 4 L, 111 .1 In 71129110
pt, 0.
J 4 I.E. 269.29, 24"CONC, S.E. SEC. 25. P.O.B. PARCEL 'B'
GRAPHIC SCAIE 1-3 1 PAR.
4 F14" PER PLAT OF PARADISE LANE S 88'41'09" E NORTH AMERICAN DATUM 83/07 (WASHINGTON STATE
"g. wil, 01 co --- ------------
ID, ------- -- — ----- PLANE NORTH ZONE) HOLDING NORTH 63'01'55- WEST
N. LINE OF S.W. 1A S.W TWFEETF
�1 20 20 40 so \,p
PARCEL 'B: CATCH BASIN 0
I I C)
PER PLAT OF PARADISE LANE FOR CENTERLINE OF S.R. 104 ALONG THE SOUTH
_11MEM 1=73. =ME I C�
— ; 0 %
PARCEL
ALL'THAT PORTION OF THE NORTHEAST QUARTER OF THE SOUTHWEST v;
Lf% BOUNDARY OF THE SUBJECT PARCEL
.SECTION 25, TOWNSHIP 27 :2:
QUARTER OF THE SOUTHWEST QUARTER OF 4ill. ( IN FM <e%
NORTH, RANGE 3 EAST, W.M., DESCRIBED AS FOLLOWS: k I inch = 20 ft. WTHODS AND
L4 C83 F5 \V5 \
U) CL 45
BEGINNING AT THE NORTHWEST CORNER OF *THE ABOVE SAID al 511 06"Z /I %\% FOUND CASED MONUMEN 4�,__ 0 SURVEY- PERFORMED WITH A 3- TOTAL STATION, USING
CALC. 7 TRAVERSE AND RADIAL SURVEY METHODS. SURVEY
SUBDIVISION; THENCE SOUTH 88*16'50"'EAST, ALONG THE NORTH LINE \__ TACK IN CO . NC., 7/22/110 iZ,- .., ?,.� b,
�zm --- IV 437 MEETS OR EXCEEDS ACCURACY, REQUIREMENTS
12" S 88*41'09" E Rl'%
OF SAID SUBDIVISION, 62.25 FEET TO AN -INTERSECTION WITH THE
273 N. LINE OF &W 'A sw 1/4 smm 25 16", CONTAINED IN W.A.C. 332.130.090.
SOUTHWESTERLY MARGIN OF PARADISE LANE; THENCE SOUTH 38*50'00" (62 LEGAL�- % w,-
(S 8816' 0��EINGA . L) PER PLAT OF PARADISE L4NE
EAST, ALONG SAID SOUTHWESTERLY MARGIN, 73.11 FEET, THENCE I
Lu 12" CATCH BASIN re El IVATION DATUM
%
SOUTH 37-09-44- WEST, 102.56 FEET TO AN INTERSEC11ON WITH THE 'OD, I I --�
"n RIM 275.79, TYPE 11 0 FOUND CASED MONUMENT.
93
TACK
NORTHERLY MARGIN OF SECONDARY STATE -HIGHWAY NO. 1 —W A\ 76 I.E. 271.59,24-CONC. N.W. I ___ IN CONC., 7/22/10 NAVD 88 — FROM W.S.D.O.T. CONTROL
Z_ 00 co� %j
CA� ;:r -, * .0
10 A
WAY); THENCE NORTH 62*42'00" WEST, ALONG SAID </ I.E, 271.49, 30"METAL S.E.
(EDMONDS. NETWORK
C)
\05, NV
C>
NORTHERLY MARGIN TO'THE WEST SIDE OF SAID SUBDIVISION; THENCE 12"
NORTH 115'32" EAST, ALONG THE WEST LINE OF THE ABOVE SAID z CATCH BASIN
I f 'N 0_;�- BENCHMARK DESIGNOON BM NO 5
K
TO THE POINT OF BEGINNING; IM = 275.79, TYPE I
SUBDIVISION 9-1 �s MONUMENT ID: 3753
V I.E. = 272.96, IO'CONC. N.E. -WAY
BRASSIE IN EAST CURB OF ADMIRAL
I.E. = 273.19, 10"CONC. S.W
R-C) *, @ I < G
Ic SOUTHEASTERLY OF ANTHONYS HOME PORT
V) Q.
EXCEPT THE SOUTHWESTERLY 10 FEET IN WIDTH THEREOF. --j CATCH BASIN C� IC123 RESTAURANT.
28" y
R lz. CN
IM = 276.01, TYPE I N
I.E. = 274.47, 10-CON --ce
0. 9 ELEVATION 12.667
PARCEL 'C' P. B. 77 Q�_j
rd
PARCEL 'A'
THAT POR11ON OF THE SOUTHEAST QUARTER OF THE NORTHWEST TBM "A
12
QUARTER OF THE SOUTHWEST QUARTER OF SECTION 25, TOWNSHIP 27
Z, -su 60d SPIKE IN NORTH SIDE LIGHT POLE, UP
NORTH, RANGE 3 EAST, W.M., SNOHOMISH COUNTY, WASHINGTON, LYIN6�, p
0.2�± AT SOUTH SIDE OF SITE AND
SOUTHWESTERLY OF THE SOUTHWESTERLY MARGIN -OF PARADISE LANE, FOUND CASED MONUMEN APPROXIMATE CENTER.
YAFD DRAIN
EIEVATION 277.53
AS ESTABLISHED BY DEED RECORDED UNDER AUDITOR'S I'll F NO. Ilk. RIM= 27B.42 BRASSIE IN CONC., 7 10
A N
Tt
I.E. = 277.87, 3PVC NX
LW
221164. I.E. = 277.87, 3'PVC 3.
273 A ICY I \% 278 \0
p >> A V
LINE. DATA
274-99, LADDER SHE ADDRESS
F
PRY SEWER MANH
SITUATE IN THE COUNTY OF SNOHO@ --,o /i
STATE OF WASHINGTON. E. C81 A -MO. NO, BEARING DISTANCE
'CO r- a
C1 31 620 EDMONDS WAY, EDMONDS, WA
LE = 26Z36, 24rCO S. AR Ll N 50*56'08" W 8.00'
I.E. = 267.26, 24RCONC. N. '0 IM P
14Q 1.3 IN
I EGAL DESCRIPTIONS FROM STATUTORY WARRANTY DEED C14 .10 L2 S 6515'30" W 23.86'
y
Z" PARCM NLJNBMS
RECORDED UNDER AUDITOR'S FEE NO. 200004030679. C)
vu > CD
ell 1,>>>> 41032500307300, 27032500307200 & 27032500303500
5
"p
004�1j�
6
ft
I d-7; 'Xv; � � i
Df
9 1 1
'-sk
BOUNDARY AND TOPOGRAPMC SURVEY
TARD DRAIN
?IM = 278.39 FOUND CASED MONUMENI
I TACK IN CONC., 7/22/10 UM AIWA
I.E. = 27Z84, 3-PVC. N.
A%, 22,282± SQ. FT.
11 - &!�01 1% 11b \ \ \ \ I
j jib >05.155"% kv 5�>5)565>> FOUND CASED MCMUM NT
N 8) 1 40,
"I, A S- P ASPHA-1 T 55553R&� 53-85>155655 - CIO, C., BRASSIE IN CONC., 7/22/10-6 WRVEY CONMOL
"%0s* I'v
SCALE 1" 100'
>
44 >
Fr
ZI-
X5.1
vo
4:1 4.
4-'
IMIND
A- MONUMENT FOUND AS NOTED '51 SPOT ELEVATION
C?
C's (p
STORM CATCH BASIN
A
CALCULATED MONUMENT POSITION
wv
'WATER VALVE STORM MANHOLE
@
A ff- T/ 11Q,,
-0) 11�;;Cv i �? I - 0
111 WATER METER YARD DRAIN
1CON 06'* V
ip (9 IRRIGA11ON CONTROL VALVE e ROOF DRAIN
tp�
v
Nai? FIRE HYDRANT 0 SEWER MANHOLE
FIRE DEPARTMENT CONNECTION SEWER CLEANOUT
SMVEY. NEFEItENCES 0
12
282 WATER 13LOW-OFF ALDER TREE W/D.B.H.
SNOHOMISH CO. ASSESSORS MAP S.W. 1/4, 25-27N7-3E
C2 6
UNRECORDED SURVEY OF THE SUBJECT PROPERTY (UNDATED,
WATER MANHOLE CHERRY TREE W/D.B.H.
PLAT OF PARADISE LANE, A.F.N. 1543414
UNSIGNED) /L/ANDSCAPED UTILITY POLE 17" CEDAR TREE W/D.B.H.-
Ej% -0 - 11,
AREA ", \ 1 74W
RECORD OF SURVEY, A.F.N. 200109255005 - "IST SECURITY BANK & kP is.
U11L POLE W/ STREET LIGHT Aw
%. MADRONA TREE W/D.B.H.
-BOUNDARY LINE AGREEMENT, A.F.N. 200808145058 GUYANCHOR WOOD FENCE'AS NOTED
W.S.D.O.T. PLAN, S.R. 104, EDMONDS- 5TH AVE. TO 236TH ST. S.W.,
a8a UNDERGROUND GAS LINE
SHT. 2 OF 4, DATED 04/23/70 rie'r 8 GUY POLE
STATUTORY WARRANTY DEED .200004030679
LIGHT'STANDARD UNDERGROUND WATER LINE
YOO 283
op" 10 MAIL BOX —P— UNDERGROUNDPOWER LINE
UNDERGROUND TEL. LINE
C=03 ROCK WALL OVERHEAD UTILITIES
THE BURIED UTILITIES SHOWN HEREON (IF ANY)
SIGN
GENBR& NOM:
REFLECT SURFACE EVIDENCE, SUPPLEMENTED WITH SANITARY SEWER LINE
FOUND U11LITY LOCATION MARKINGS. THE STORM LINE
ELEV 277.53 AS,
_TBMnA"
UNDERGROUND UTILITY LOCATIONS SHOWN HEREON
ARE TO BE CONSIDERED APPROXIMATE ONLY. FOR THE s m FE &T WES
A
'S
SURVEYOR CERTFICATION
FINAL LOCA11ON OF EXISTING UTIL111ES IN AREAS SCALE: 1" 20'
CRITICAL TO. DESIGN, CONTACT THE APPROPRIATE
FOUND CASE ENT BOUNDARY AND TOPOGRAPHIC SURVEY MADE BY ME OR UNDER
1-800-4�4-5555. MY DIRECT SUPERVISION AND THAT TO THE BEST OF MY -
UTILITY COMPANY. PRIOR'TO ANY CONSTRUCTION CALL I HEREBY CERTIFY THAT THIS MAP CORRECTLY REPRESENTS A
-AT
ACK IN CONC., 71n110
THE UNDERGROUND UTILITIES LOCATION CENTER T D MONUM KNOWLEDGE REPRESENTS THE TOPOGRAPHIC FEATURES AS THEY
'THIS SURVEY'WAS PERFORMED WITHOUT THE BENEFIT EXIST ON THE GROUND AS OF JULY 29, 2010.
E SUBJECT'PARCELS ARE
OR SHOWN AFFECTING'TH
OF A CURRENT TITLE REPORT. ENCUMBRANCES NOTED
ONLY THOSE THAT THIS SURVEYOR HAS KNOWLEDGE zzz,
OF, AND MAY NOT REPRESENT ANY OR:AH ITEMS P-1
BENEFITING OR BURDENING THE SITE. CNj�. L
�X>, --
Lq�
A DIGITAL COPY OF THI
S MAP IS'BEING PROVIDED 30.
061-
ALONG WITH "THE SIGNED PAPER 'COPY. THE SIGNED
PAPER COPY IS'THE ORIGINAL AND CONTROLS IN THE
EVENT OF DIFFERENCES.'THE DIGITAL -COPY HAS Ap
BEEN PROVIDED MERELY FORTHE CONVENIENCE OF
THE CLIENT.
rnpypiGHT SANITARY SEWER MAI �E
PRIZM SURVEYING INC. 4HOL f-MOV n I CT701KI^ m
11u.
RIM = 284.51, LADDER N.E.
LE. = 272;66, 24"CONC. NX
-S.E Won
I.E. = 27Z56, 2,rCONC.
e% RECEIVED
LE. = 27411, 8000NC. N.E.
1-1 - \ . ;�PiR_ 0 r
�4
Q
co
Co. w
0 . M En
0 cl
I I i�
"It ,�4 !�
co CO
Ln 10
CQ Cq
P4
0 44
mm cz:,
Cb E-
E
z
0
DATE OP SURVEY ___1QZ!Q12010
DRAWN BY
- 9466—im
12010
STC. .25 TO.
27 X MG. 3 .9.
S=T 1
op 1
PRoncr Avo.
2010-052
DJUWMG AVO. '21DIMM
mm_�
BUILDING DEPARTMEN7
CITY OF EDMONDS
1i
c 1 3
4'-0'
NOTE: LOCATE SYYMBOL IN CENTER OF PARKING
STALL, TYP.
PAINTED GROUND SIG
0**�N ADA S I G NAG E
., f � -SC A L LE.3 / 4 �-= 1 �'- 0 "
BLUE SYMBOL
WHITE BACKGROUND
WELD 3/16- STL. PLATE TO TOP OF.-
2"x2" T.S. AS WEATHER CLOSURE.
GRIND WELDS SMOOTH, AS REQ'D FOR
RESERVED FLUSH FINISH.
PARKING
36"x24" SIGN WITH INTERNATIONAL -
SYMBOL OF ACCESS MOUNTED AT
5'-0" ABOVE PARKING SURFACE,
MEASURED TO THE BOTTOM OF THE
STAX DISABO PARM
PERMIT REQM
SIGN. (2003 WA IBC, 1101.2.4)
0
16"X24" SIGN WITH 'VAN ACCESSIBLE"
VAN
,-----MOUNTED AT VAN STALL ONLY
ACCE5SIBLE
BOTTOM OF LOWEST SIGN TO BE
o� 5'-0" MINIMUM ABOVE FINISH GRADE
"A "
2"x2" T.S. SIGN POST SET IN 12"0
CONCRETE FOOTING, HOT DIP
GALVANIZED, CLEAN, ACID ETCH, PRIME SECTION "A - A
AND PAINT
TYPE 3
Ty P E
A D
LLANDSCAP
N
U
BUFFER,
F
E
REFER TO
R F E
NDSCAPE
N D
1 - 1 011
5—
...........
SETBACK
u
5'xl 0" CONC.
X'u
M E C H
PAD FOR MECH.
FOR
UNITS
UN' IT
TYPE 1
LANDSCAPE
BUFFER,
REFER TO
LANDSCAPE
HEIGHT
RIGHT TURN
ONLY" S6�
PER CITY OF
EDMONDS
STANDARDS
00
NEW CURB RAMP &
CD
�,,CROSS WALK, REFER
IROPOSED
TO CIVIL
ISFORMER
PUD TO
LO
0
f ;11�)
VERII
m
ROOF
OVERHANG
BIKE RACK -
, �Izl
10"i
NN
ST RIDS
NOTES:
U.
1. ALL CURB RADIUS ARE S-0 N.
i HEIGHT---CALCS:
I A= 95.96
B= 96.47
p C= 99.22'
D= 99.47'
AVERAGE GRADE= 97-78'
MAX. HT. = 97.78' + 25', 122-78
ACUTAL HT. 122.37
SITE PLAN
SCALE: 1 " = 20'-0"
(VAN)
ACCESI SI
10;., SEE 1 /Al. 1
9.2
/0
12
13 �1\
14 EXISTING RA
BE DE E
10
16
17
2
"0"
Z� /5
D E M, CKE
ALONG ED
APPRCJ\rr_D AS NOTED
BY/ ENGINEE NG
J
6
\vNx 1,�74 —
@
9 �10
7
Cb -ra eoo T
8
9
DAT-. bi
+100
"Ok 60D SPIKE IN TH'
COURTYARD
SIDE OF LIGHT POL REFER TQ' LANDSCAPE
SOUTH SIDE OF SITE
Zone., Corner Fla&_
Actual
Setback e ired
IS134
FronttJ/3 L5
MONUMENT SIGN Sides
"'UNDER SEPERATE Rear
PFRMIT Other'w 15-
H6
NEW CURB RAMP &
CROSS WALK, REFER
TO CIVIL
0 10' 20'
SCALE: 1" = 20'-0"
40'
I'L[IIN I
E
Q)
z
co
m
<
CR
m
LO
pplo
C14
04
4m
z
z
0
p
z
x
uj
0
U)
C)
C>
ce)
w
U)
Lu
M
Z
Lu CD (D
w z CD CD
z
LLJ
iR E -2 05 05
z
3:
w uj
0 'Lu ca m uj
C-)
05
= w 0 C-5
3 CL 0 �F U)
r�
9
Z LU & 0
U)
UJ uJ
0
0
U
IFm
7170 V-R-EG-IS-TE-R-ED-1
N� ARCHITECT
STUART A. YOUNG
WNSULTANT
�e
Z
Z
m
C)
C,
n
cf)
uj
C0
2,00
0
Z
C6
LLI
LLJ
0
CL
uJ
C)
E�!
tu
ReASM
DAYE
MAY 12,2011
BWA NO.
10139
CAM ME
10139A1.0l.DWG
SHEr MM
SITE PLAN
w1m -D f--'D A
FW D%..A\Tx
COOPMGHT2007-MI& MALLRIGHTS RESERVED
SHMT
'Am 1 mO 1
R[Esu
BID SETJUN 17 2011
tAUILDING DEPARRAE14-T
C17Y OF VOINAONDS
AD I NAG
4
:-A
m
C)
cy)
�2
z
C)
im
Q
m
m
U)
uj
rn
w
Ld
V)'
C)
oi
�2
C>
C)
CD
U)
3-
0
E
a
c=
C3
C14
I--
u:)
0
PROJECT TEAM:
161TITI Z I A ON,
L
FIRST SECURITY BANK
6920 220TH ST SW., 3205
MOUNTLAKE TERRACE, WA 98043
CONTACT: DREW NESS
PHONE: 425.697.8075
EMI drewn0fsbWAcom
CONTRACTOR:
WILCOX CONSTRUCTION
234 5TH AVE. SOUTH
EDMONDS, WA 98020
CONTACT: PAUL CARTER
PHONE:- 425.774.4185
EMAIL pcarterOWilcoxconstruction.com
ARCHITECT:
BCRA
2106. PACIFIC AVE. SUITE'300
TACOMA, WA 98402
CONTACT: MAT BERGMAN
SHEETINDEX
SHEET NO.
SHEET TITLE
C1.00
COVER SHEET
1 OF 1
SURVEY
C1.01
PHASE 1 TESC AND DEMOLITION PLAN
C1.02
PHASE 2 TESC AND DEMOLITION PLAN
CIA 1
7ESC DETAILS,
C2.01
SITE & SURFACING PLAN
C2.11
SITE & SURFACING DErAILS
C2.12
SITE & SURFACING DETAILS
C3.01
GRADING PLAN
C4.01
STORM DRAINAGE PLAN
C4.11.
STORM DRAINAGE DETAILS
C4.12
STORWTECH DETAILS
C5.01
UTILITY PLAN
C5.11
UTILITY DETAILS
C6.01
TRAFFIC CONTROL PLAN
A1.01
SITE PLAN
PHONE: 253.627.4,367
EMAIL- mbergmanObcradesign.com
CIVIL ENGINEER:
ABBREVIATIONS
BCRA
2106 PACIFIC AVE. SUITE 300
ABAND
ABANDON
R
RADIUS
TACOMA, WA 98402
AC
ASBESTOS CEMENT
RR
RAILROAD
CONTACT: STEVE STURZA
ACP
ASPHALT CONCRETE PAVEMENT
RIGHT-OF-WAY
PHONE: 253.627.4367
AP
APPROX
MGLE POINT
APPROXIMATELY
RCP
RJ
REINFORCED CONCRETE PIPE
RESTRAINED JOINT
EMAIL- ssturzoObcraengineeflng.c.om
ARCH
ARCHITECTURAL
RS-
RESILIENT SIZATED
.SURVEYOR:
ASPH
ASSY
ASPHALT
ASSEMBLY
RT
RIGHT
PRIZM
AVE
AVENUE
S
SOUTH
6311 PACIFIC AVE.
BLDG
BUILDING
SD
SDMH
STORM DRAIN
STORM DRAIN MANHOLE
TACOMA, WA 98408
BLVD
BOULEVARD
SDR
STANDARD DIMENSION RATIO
CONTACT: GARY LETZRING
BV
BW
BUTTERFLY VALVE
BOTTOM OFWALL
SF
SPECS
SQUARE FEET
SPECIFICATIONS
PHONE: 253.404.0983
EMAIL
-
SRWYD
S U YARD
gletzring0pnimsurveyling.com
C L
CENTERLINE
S
MARE
SPG ENTAL RETAINING WALL
GEOTECHNICAL ENGINEER:
C4
CCP
CATCH BASIN
CEMENT CONCRETE PAVEMENT
SS
ST
SANITARY SEWER
STREET
ASSOCIATED EARTH SCIENCES
CI
CL
CAST IRON
CLASS
STA
SM
STATION
STANDARD
911 5TH AVE, SUITE 100
CMP
CORRUGATED METAL PIPE
SWPP
STORM WATER POLLUTION
KIRKLAND, WA 98033
CID
CLEAN OUT
PREVWON
CONTACT: KURT MERRIMAN
COMP
CONC
COMPACTED
CONCRETE
T
TELEPHONE
PHONE: 425.827.7701
CPEP
CORRUGATED POLYETHYLENE PIPE
VIC
TOP OF CURB
EMAIL kmerriman0apsgeo.com
CR
CROWN
TESC
TEMPORARY EROSION &
CSTC
CRUSHED SURFACING TOP COURSE
SEDIMENT CONTROL
LANDSCAPE, ARCHITECT:
-CF
CUBIC FEET
Tp
TOP OF PAVEMENT
CY
CUBIC YARD
TRANS
TRANSITION
BCRA
TW
TOP OF WALL
2106 PACIFIC AVE. SUITE 300
DRAIN
Typ
TYPICAL
TACOMk WA 98402
DI
DIA
DUCTILE IRON
DIAMETER
UG
UNDER GROUND
CONTACT. ALAN MCWAJN
DRWY
DRIVEWAY
Up
UTILITY POLE
PRONE: 253.627.4367
DS
DOWNSPOUT
EMAIll amcwain@bcradesign.com
EAST
V
VAC
VALVE
VACUUM
STRUCTURAL ENGINEER:
c
EACH
EXTRUDED CURB
VAp
VC
VERTICAL MGLE POINT
VERTICAL CURVE
SWENSON SAY FAGET
.
EP
ELEVATION
EDGE OF PAVEMENT
VERT
VpI
VERTICAL
VER11CAL POINT OF INTERSECTION
932 BROADWAY
E�
E
TACOMA. WA 98402
SC
EIK610N & SEDIMENT CONTROL
W
WEST
CONTACT: RYM REICHMAN
EXC
EXIST
EXCAVATION
EXISTING
WITH
WATER VALVE
PHONE. 253.284.1685
Wo
WORK ORDER
EMAIL- rreichman0swensonsayfogetcom
F.E.
nNISH FLOOR ELEVA.nON
MECHANICAL/ PLUMBING:
L
FLOW LINE
FIRE HYDRANT
RAINBOW CONSULTING
F0
RANGED JOINT
FIBER OPTIC
336 NWI 50TH ST.
FT
FOOT
SEATTLE, WA 98107
CONTACT: STEVEN RAINBOW
G
GE
GAS
GRATE ELEVATION
PHONE: 206.297.5900
GRVL
GRAVEL
EMAIL- . steven@rcinbowconsulCing-me.com
GV
GAS VALVE
ELECTRICAL SYSTEMS:
H
HEIGHT
HDPE
HIGH DENSITY POLYETHYLENE
CASE ENGINEERING
HORIZ
HORIZONTAL
10614 BEARDSLEE BLVD., SUITE C
Ic
INTEGRAL CURB
BOTHEL, WA 98011
IE
INVERT ELEVATION
CONTACT: TINA HALL
IN
INCH
PHONE: 425.402.6400
IRR
IRRIGATION
EMI Una@caseeng.com
KCRS
KING COUNTY ROAD STANDARDS
PURVEYOR INFORMATION:
L
LENGTH
LF
LINEAR FEET
ELECTRIC:
LT
LEFT
PUGET SOUND ENERGY
MAXIMUM
P.O. BOX 97034
0
P.
MAXIMUM DRY DENSITY
MECHANIFAI, ELECTRICAill; PWMBING
BELLEVUE, WA 98009
MH
MANHOL,
PHONE:- 888.225.5773 (GENERAL)
MIN
MINIMUM
MISC
MISCELLMEOUS
SEWER
MJ
MECHANICAL JOINT
MON
MONUMENT
OLYMPIC VIEW WATER AND SEWER* DISTRICT
.23725 EDMONDS WAY
N
NIC
NORTH
NOT IN CONTRACT
EDMONDS, WA 98026
NTS
NOT TO SCALE
CONTACT: LYNNE DANIELSON
PHONE: 425374.7769
D.C.
ON CENTER
EMAIL- lynned@ovwater.com
POINT OF CURVE
WATER:
P D
EDESTRIAN
P
POINT OF INTERSECTION
OLYMPIC VIEW WATER AND SEWER DISTRICT
PL
PP
PROPERTY LINE
POWER POLE
23725 EDMONDS WAY
ROP
PROPOSED
EDMONDS, WA 98026
PRV
PRESSURE REDUCING VALVE
CONTACT: LYNNE DANIELSON
POINT OF TANGENT
PHONE: 425.774.7769
PVC
PVC
POLY VINYL CHLORIDE
POINT OF VERTICAL CURVE
EMAIL- lynned0ovwate.r.com
PV1
POINT OF VERTICAL INTERSECTION
NATURAL GAS:
PVMT
PVT
PAVEMENT
POINT- OF VERTICAL TANGENT
PUGET SOUND ENERGY
P.O. BOX 67034,
BRIME, WA 98009
PHONE: 888.225.5773 (GENERAL)
STORM:
CITY OF EDMONDS ENGINEERING DIVISION
121 5TH AVE. NORTH - 2ND FLOOR
EDMONDS, WA 98020
CONTACT- GARY SHUSTER
PHONE:- 425.771.0220
EMAIL shustor0cilledmonds.wams
COMMUNICATION:
VE9IZON:
PHONE: 425.263.4020
CONTACT. DOW BRANDLEY
COM
PHOII 866.771.2281 (GENERAL)
COVERSHEET
A PORTION OF THE S.W.1/4 OF SECTION 25, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M.,
CITY OF EDNONDS, SNOHOMISH COUNTY, WASHINGTON
V
\q
20 10 0 20
4, '. I �
SCALE: 1 20'
w
all ""�)�'x . I,"
4v,
J
0 : ;_11:"
1
..... . . . . . . .
dffiw
40000
FFE=277.50
V
`6
qj 111 1
\A, /K x,
X
/xX
> X
;<
1>
X )<
>
\0^
A x >,/ Jill
A A
x \Ix
>
x X
< "A A><,�<'\
, y /X
X
< y
x
"A
X1
y
x
;<
X,
)<
%/Xl
x
Y\
�x
"JI
N
\N
0
'4PPROVED AS IN
f4 . ....
VICINITY MAP:
MUSE on
SCALENTS
CITY OF EDMONDS GENERAL NOTES:
1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE
CURRENT INTERNATIONAL BUILDING CODE BC�
2010 WSDOT APWA STANDARD SPECIFICATION FOR ROAD, BRIDGE AND
MUNICIPAL MINSTRUCTION
WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT
MANUAL FOR THE PUGET SOUND BASIN (CURRENT EDITION)
2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER TO
CRY OF EDMONDS - STANDARD DETAILS, UNLESS NOTED OTHERWISE
3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBS ITE WHENEVER
CONSTRUCTION IS. IN PROGRESS.
4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF
RECORD AND THE LOCAL GOVERNING AUTHORITY.
5. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON
APPROVAL OF THE BUILDING O.CCUPMCY/FINAL PROJECT APPROVAL.
6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION.
7,
8. CONTRACTOR SHALL'LOCATE AND PROTECT ALL UTILITIES DURING
CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION
SERVICE (1 -800-424-5555) -AT LEAST � 48 HOURS PRIOR TO CONSTRUCTION.
9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE
PROJECT SITE
EPRESENTATNPEFORE STARTING WORK AND SHALL NOTIFY OWNER'S
R OF ANY DISCREPANCIES.
10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO
FIELD CONDITIONS.
11.'CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT
WHERE APPLICABLE) ANDSS
ITTIWOTHOROUGHLY FAMILIARIZE HIMSELF WITH THE
NNIENIS IrIERIEur. ALL RK SHALL BE PERFORMED IN STRICT
COMPLIANCE WITH THE RECOMMENDATIONS OF THIS REPORT.
12. STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE
RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT.
13. MANHOLES CATCH BASINS UTIUTIES AND PAVEMENT SHALL BEAR ON MEDIUM
DENSE TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL IF SOIL
IS DISTURBED SOFT LOOSE, WET OR IF ORGANIC MATERIAL IS
PRESENT AT SUBGRADE ELEVATION REMOVE AND REPLACE WITH COMPACTED
STRUCTURAL FILL PER GEOTECHNICAL REPORT.
14. SEE ARCHITECTURAL DRAWINGS FOR PERIM ETER FOUNDA11ON DRAINS.
FOUNDA11ON DRAJNS SHALL BE INDEPENDENT OF OTHER SITE DRAIN LINES AND
.SHALL BE TIGHTLINED TO THE STORM DRAIN SYSTEM WHERE INDICATED ON THE
PLANS.
15. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN
.OPERATION PRIOR TO INSTALLATION OF ANY PAVEMENT UNLESS OTHERWISE
APPROVED BY THE ENGINEER.
118. ALL ROOF DRAINS PERIMETER FOUNDATION DRAINS, CATCH BASINS AND
OTHER EXTERNAL DRAINS SHALL BE CONNECTED To THE STORM DRAINAGE
SYSTEM, UNLESS NOTED'OTHERWISE.
19. CONTRACTOR SHALL, OBTAIN AND PAY FOR ALL PERMITS RE�%UIRED FOR
INSTALLATION, OF ALL SITE IMPROVEMENTS INDICATED ON IML E DRAWINGS.
20. AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE SHALL
BE REPLACED WITH COMPOST AMENDED SOIL PER STORMWATER MANUAL DEIAIL
T5.13.
21. ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABIUZED BY OTHER
ACCEPTABLE METHODS FOR THE PREVENTION OF ON -SITE EROSION AFTER THE
COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC
GRADING AND EROSION CONTROL REQUIREMENTS.
22. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY
SWEEPING. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR
APPROVAL.
23. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTOURS
OR SPOT ELEVATIONS SHOWN.
APPROWD BY
INGINEERING
Z 0)
000
0)
W
04
10
04
LL
11"
CD
rL
c�
C-4
J.- N
by
Is
ON
-
3:
z
z
co
C/)
-cz)
0
>.
04
0
01013
z
w
Lu
z
0
z
LLI
04
0
L
LL
w
co
W
REVISIONS
Al CITY COMMENTS 05.12.2011
AM CITY COMMENTS 06.16.2011
DATE
06.16.2011'
8CRA NO.
10139
CADD FILE
10139C-CIDO.DWG
SHEET TITILE .
COVER SHEET
-D f--'D A "a
D%._JxTA_ Iffig
0WlYMHT 2011 -8CPAIWLALLPJGH
SHEET
ci moo..
Ral K E s u DRI
JJIN 17 2011
1!�'.UILDING DEPAnTMENT
STREET FILE CITYOFIRDIMONDS
Y%
LEGAL CRUMON: Underwoto
Park
Tu "RNY B)Ili��111 i�NK
PARCEL. W: IST
FOUND LEAD\* TACK SEC
7/22/10 EEL
ALL THAT PORTION OF THE -NORTHEAST QUARTER OF THE SOUTHWEST
"I". BOUNDARY AND TOPOGR"MC SURVEY
QUARTER OF THE'SOUTHWEST QUARTER OF SECTION 25, TOWNSHIP 27
NORTH, RANGE 3 EAST, W.M., 'DESCRIBED -AS FOI LOWS: �?\
Bella coolo ?,Y
-b6 .,zl PQRTION OF TBE S.W.1/4 OF SECTION 25, TOWNSER V NORTH� RANGE 3 EAST, WM
—am Tt
COMMENCING AT THE NORTHWEST CORNER OF THE ABOVE DESCRIBED
SUBDIVISION; THENCE SOUTH 8816'50" EAST ALONG THE NORTH LINE CrrY OF EDMONDS, SNOHOMLSH COUNTY, WASHNGTON
OF SAID SUBDIVISION 62.25.FEET TO AN INTERSECTION WITH THE yolz,' X u1shan R
SOUTHWESTERLY MARGIN OF PARADISE LANE; THENCE SOUTH .,38'50'00"\ 7.
EAST, ALONG SAID MARGIN, 73.11 FEET TO THE TRUE POINT OF \0 wv -10
c PRaJECT
BEGINNING OF'THE TRACT OF LAND HEREIN DESCRIBED; THENCE
&
.0 -0"A'
CONTINUING SOUTH 38*50'00" EAST, ALONG SAID MARGIN 255.00 FEET — — I lw,�, gmqum R
*;k�b
TO AN INTERSECTION WITH THE NORTHERLY MARGIN OF S.S.H.'NO. 1-W
o
TION -c) 11 , -10 08th
(EDMONDS WAY) AND THE ARC OF A CURVE, FROM WHICH INTERSEC
WITH THE RADIUS POINT OF SAID CURVE.BEARS SOUTH 31004!06" WEST 18.
0 Df
985.37 FEET, THENCE -NORTHWESTERLY ALONG SAID -NORTHERLY MARGIN CJ C-4
cm
AND SAID 'CURVE, BEING A CURVE TO THE LEFT AND CONSUMING A
CENTRAL ANGLE OF 346'06", AN ARC DISTANCE OF 64.81 FEET; wv/
ir; R
C4
THENCE NORTH 62*42'00- WEST, AND CONTINUING ALONG SAID cs R fl,- �Jso�
NORTHERLY MARGIN, 186.00 FEET, THENCE NORTH 37-09-44- EAST, FOUND LEAD & TACK
109 56 FFPT TO - 114F TRUE POINT OF BEGINNING' 7/22/10
'co a
VICRqrrY MAP
GV c
FOUND 518-RE13AR, 2'S.
EXCEPT THE'SOUTHWESTERLY 10 FEET IN WIDTH THEREOF, AND kill
co NOT TO SCALE
m v.1v UF %oil Ll. rUjilivil
-0
ER I CATCH BASIN ACCEPTED AS CORNER POS16
EXCEPT THAT PORTION CONDEMNED BY'THE STATE OF WASHINGTON FOR FOUND I.W & :TACIV�1\
"t N 7 273.84, TYPE 11 CALC. N.W. CORNER, I '\,(\"''FOUND LEAD & TACK
HIGHWAY PURPOSES IN SNOHOMISH COUNTY SUPERIOR COURT CASE NO. 1 :t \ IF
106843. 1 I.r- = 209.29, 24 Cursic, N.E. XL 1A S.W 1A S.W 1/4 //ZZ/10
\ I.F. = 269.29, 24"CONC. S.F. SEC. 25. P.O.B. PARK'B' 10"c' BAM OF BEAMGS
GRAPHIC SCAU ) PA NORTH AMERICAN DATUM 83/07 (WASHINGTON STATE
Bq 14" V" %k PEI? PLAT OF PARADISE LANE S 88*41'09" E
4 - - ----------- PLANE NORTH ZONE) HOLDING NORTH 63-01-55- WEST
20 40 80 N. LINE OF S.W. 1A W, I/A
PARCEL 'B': E6� -%`1 21 CATCH BASIN 0 10 Lo IR S. . 1 4 SECTION 25
C3
CL Ile Cp PER PLAT OF PARADISE LANE FOR CENTERLINE OF S.R. 104 ALONG THE SOUTH
MMRIM 0=73. JWYPE I PARCEL
ALL'THAT PORTION OF THE NORTHEAST QUARTER OF THE SOUTHWEST & I No= 9mn monomw BOUNDARY OF THE SUBJECT PARCEL
w cl- 11"'XI
QUARTER OF THE SOUTHWEST QUARTER OF SECTION 25, TOWNSHIP 27
IN Fm
NORTH, RANGE 3 EAST, W.M., DESCRIBED AS FOLLOWS: LLI CS I inch 20 & <01
\qJ5 AffiTHODS AND EOUIPNEqT
SURVEY- PERFORMED WITH A 3- TOTAL STATION, USING
ENT
P I' CALC. TACK IN CONC., 7122110 TRAVERSE AND RADIAL SURVEY METHODS. SURVEY
BEGINNING AT THE NORTHWEST CORNER OF*THE ABOVE SAID FOUNDCASED MONUMEN
- - st 6 Q ell
SUBDIVISION; THENCE SOUTH 8816'50*'EAST, ALONG THE NORTH LINE 62- - S 88*41'09" E �60, MEETS OR EXCEEDS ACCURACY REQUIREMENTS
OF SAID SUBDIVISION, 62.25 FEET TO AN -INTERSECTION NTH THE
&W IA-1w.-1/4 SEcooN 25 CONTAINED IN W.A.C. 332.130.090.
273
SOUTHWESTERLY MARGIN OF PARADISE LANE; THENCE SOUTH 38WOO" (62. LEGAL�- — , -9 \
0 PER PLAT OF PARADISE LANE
(S
Lu CATCH
EAST, ALONG SAID SOUTHWESTERLY MARGIN, 73.11 FEET; THENCE BASIN 4x FOUND CASED MONUMENT
12" RIM = 275.79, TYPE 11 A
-SOLITH '37*09'44" WEST, 102.56 FEET TO AN INTERSECTION WITH THE
m D 1, -
276
NORTHERLY MARGIN OF SECONDARY STATE -HIGHWAY NO. 1 -W co
NAVD 88 FROM W.S.D.O.T. CONTROL
% I.E. 271.59, 244CONC. NX co� 4c CK IN CONC., 7/22/10
1 .00 TA
C-i
(EDMONDS -WAY); THENCE NORTH 6242'00" WEST, ALONG SAID I.E. 271.49, 30oMETAL S.E. NETWORK
%
C)
NORTHERLY MARG114 TO'THE WEST SIDE OF SAID SUBDIVISION; THENCE
3-12"
12"
I I BENCHMARK DESIGNATION BM NO 5
NORTH 115'32" EAST, ALONG THE WEST LINE OF THE ABOVE SAID CATCH BASIN
4*9E, �372' —R
Im 275.79, TYPE)
w i�� r's MONUMENT ID: 3753
I.E. 272.96, 10'CONC. N.E.
SUBDIVISION, TO'THE POINT OF BEGINNING;
BRASSIE IN EAST CURB OF ADMIRAL -WAY
I.E. 273.19, 10"CONC. S.W.
SOUTHEASTERLY OF ANTHONYS HOME PORT
3 — 12'
EXCEPT THE SOUTHWESTERLY 10 FEET IN WIDTH THEREOF.
CNI L0
Iq
C) I cr, N
CATCH BASIN RESTAURANT.
�-�RIM 276.1)1, TYPE I
28"
cm ELEVATION 12.667
ARCEL V: 4:* 277 274.47, 10'CON
P C6
$A$
a,,
o
TBM nA
THAT POR11ON OF THE SOUTHEAST QUARTER OF THE NORTHWEST
12 60d SPIKE IN NORTH SIDE LIGHT POLE, UP
QUARTER OF THE SOUTHWEST QUARTER OF SECTION 25, TOWNSHIP 27
NORTH, RANGE 3 EAST, W.M., SNOHOMISH COUNTY, WASHINGTON, LYINGE� 0.2'± AT SOUTH SIDE OF SITE AND
FOUND CASED MONUMENT
SOUTHWESTERLY OF THE SOUTHWESTERLY MARGIN -OF PARADISE LANE, YARD MAIN APPROXIMATE CENTER.
AS ESTABLISHED BY DEED RECORDED UNDER AUDITOR'S FILE NO. IM = 278.42 BRASSIE IN CONC., 7/22) ELEVATION.= 277.53
A r: "A i T I.E = 277.87, 3'PVC NX
2-21164.. -1
I.E. = 277.87, 3`PVC S.
2 7 8
WRY SEWER MANH Ao
SITUATE IN THE COUNTY OF SNOHOO=. 273 FAI-14" LINE DATA SHE ADDRESS
274.99, LADDER E.
NO. BEARING DISTANCE
STATE OF WASHINGTON I.E. = 26Z36, 24:CONC. S.E. b.% %\
Ll N 50*56'08" W 8.00' 620 EDMONDS WAY, EDMONDS, WA
-to, C) C4
I.E. = 267.26, 24 CONC. NX Ivy QT11.
LEGAL DESCRIPTIONS FROM STATUTORY WARRANTY DEED )-1>5?5> 5 19 S 6515'30" W 23.86'
PARCEL NUMBERS
Z" 65 5Yv 5.)
RECORDED UNDER AUDITOR'S FEE NO. 200004030679. >z>2)2 �)) >1 C) I
x zimm 27032500307300, 27032500307200 & 27032500303500
X
/i6 >
>, " .2 "\> ) — v YARD DRAIN
> 11/5 ----
f-s FOUND CASED MONUMENT
RIM = 278.39 to
eAspa r", - 1?5>5> C., 7/22/10
A.
(S e TACK IN CONC., 7/22/10 SHE ARFA
27Z84, 3*PvC. ly.
22,282± SQ. FT.
-555>01'<
-4 FOUND CASED MONUMENT—,_-
r w 55 SURVEY CONTROL
>
':4A-' T 15 15i 1�. BRASSIE IN CONC., 7/22/10 0
> > > >
> SCALE: 1" 100' X
>
rm Itz,
vo
8
C) z,
J�
11,141 �e
vp,
0-
4-
END
A & MONUMENT FOUND AS NOTED 31 SPOT ELEVATION
Q crk .....
"AR CALCULATED MONUMENT POSITION 11 STORM CATCH BASIN
*' 6100 / "..91, t
Ci wv
-�r @ STORM MANHOLE
WATER VALVE
q; �0* �:-6 T
YARD DRAIN
g? EB WATER METER
p.
SEWER MANHOLE
IRRIGATION CONTROL VALVE ROOF DRAIN
FIRE HYDRANT
tw/
sm ----28o FIRE DEPARTMENT CONNEC11ON 0 SEWER CLEANOUT
---282 12"
_4
SNOHOMISH CO. ASSESSORS MAP S.W. 1/4, 25-27N-3E WATER BLOW -OFF 'IF ALDER TREE W/D.B.H.
6j'
UNRECORDED SURVEY OF THE SUBJECT PROPERTY (UNDATED, CHERRY TREE W/D.B.H.
WATER MANHOLE
LIN ZF6a
11YAND PED tp- 17',
'p -o- UTILITY POLE CEDAR. TREE W/D.B.H.
PLAT OF PARADISE LANE, A.F.N. 1543414 Ej� -0
SIGNED) CA AREA C9 .�.p Is" -
1ST SECURITY BANK" U11L POLE W1 STREET LIGHT 4r. MADRONA TREE W/D.B.H.
GUY ANCHOR WOOD FENCE AS NOTED
W.S.D.O.T. PLAN, S.R. 104, EDMONDS: 5TH AVE. TO 236TH ST. S.W.,
-BOUNDARY LINE AGREEMENT, A.F.N. 200808145058
RECORD OF SURVEY, A.F.N. 200109255005
UNDERGROUND GAS LINE
SHT. 2 OF 4, DATED 04/23/70 83 GUY POLE
.200004030679 41,
STATUTORY WARRANTY DEED ---W---- UNDERGROUND WATER LINE
283 LIGHT'STANDARD
41yopp STOP!--�
10 MAIL BOX —P— UNDERGROUND POWER LINE
GENERAL NOM: SIGN UNDERGROUND TEL. LINE
THE BURIED UTILITIES SHOWN HEREON (IF ANY) C--0Z)0 ROCK WALL -.OVERHEAD UTILITIES
REFLECT SURFACE EVIDENCE, SUPPLEMENTED WITH SS---- SANITARY SEWER LINE
FOUND UTILITY LOCATION MARKINGS. THE -TBM"A"
UNDERGROUND UTILITY LOCATIONS SHOWN HEREON ELEV 277.53 STORM LINE
ARE TO BE CONSIDERED APPROXIMATE ONLY. FOR THE ffm MTaus
FINAL LOCA11ON OF EXISTING UTILITIES IN AREAS
nCAL TO SCALE: 1 20' 9S CFRTMCATION
.-SMVEYOR
CRI -DESIGN, CONTACT THE APPROPRIATE 0
UTILITY COMPANY. PRIOR *TO ANY CONSTRUCTION CALL I HEREBY CERTIFY THAT THIS MAP CORRECTLY REPRESENTS A
THE UNDERGROUND UTILITIES LOCATION CENTER -AT FOUND CASED MONUMENT BOUNDARY AND TOPOGRAPHIC SURVEY MADE BY ME OR UNDER
1-800-424-5555. MY DIRECT SUPERVISION AND THAT TO THE BEST OF MY
TACK, IN CONa, 7/22/10 KNOWLEDGE REPRESENTS THE TOPOGRAPHIC FEATURES AS THEY
THIS SURVEY'WAS PERFORMED WITHOUT THE BENEFIT rS,' 11 EXIST ON THE GROUND AS OF JULY 29, 2010.
OF A CURRENT TITLE REPORT. ENCUMBRANCES NOTED
OR SHOWN AFFECTING 'THE SUBJECT'PARCELS ARE
ONLY THOSE THAT THIS SURVEYOR HAS KNOWLEDGE
OF, AND MAY NOT REPRESENT ANY OR:ALL ITEMS
BENEFITING OR BURDENING THE SITE.
4 I'lul1�5'ke"
tg.
G-)
A DIGITAL COPY OF THIS MAP IS BEING PROVIDED .4,
ALONG WITH'THE SIGNED PAPER COPY. THE SIGNED
0461-
PAPER COPY IS'THE ORIGINAL AND CONTROLS IN THE
EVENT OF DIFFERENCES. THE DIGITAL
COPY HAS
BEEN PROVIDED MERELY FOR THE CONVENIENCE OF
THE CLIENT.
COPYRIGHT PRIZM SURVEYING INC.
U. LA-11-1\11-4w I L—..J. PAU. ju%jlw
RIM = 284.51, LADDER N.E.
I.E. = 272 66, 24"CONC. N.W.
7Z56, 24-CONC - S.E.
I.E. = 274.11, 8"CONC. N.E.
I.E. = 2
utx I r-
rt,
r
Ak
m
Alk
a A
R EZ s u B
JUN 17 2011
QUILDING DEPAR1MENT
ciw OF EDMONDS
o
0:) 0
0
EP
A
pq Lo in
CQ K
L)
L)
2
44
44
0 Pr-i E-
c:Z1
E-
E-
rA E-
W cn
z
DATE OP SURVEY -10ZAL2010
DRAWN BY
. DHIGDL
DA-W
10/9 2010
SI?C. . 25 T".
27 X MG. 3 E.
S=T
OF
rnomm No.
2010-052
DRAFMC. NO
20-052EG
0')
U)
CD
0
CL
-i
C)
r
C-3
m
m
(n
cj:f
C-)
Ld
V)
C)
c�
:Tc
C)
C)
U
E I
;
LLJ
CL
X
1z
I
m
CL
C)
CU
0
CL
I PHASE I - CONSTRUCTION,
v
A
x,
zlo
'ILI
A 21 Ic?, L _�E.
-;y :z - I
i, �Z.). ,'Xxc� SA
�1 Ell
.1V AAT a Nirk r,-
5 ci
w, .'CONS
T
RUCTION
c ;,!.,p INT
F4
r. .5. 'a T.
_4 212M, V13N,7. Y.E.
gA"
pv 21aw, 11 i
fir
21
TEMPORARY
PARKING
g gR
CONSTRUCTION
AREA
iE
4g,��,
pit
11�_, L
N
fill
.;A. 71
Q-1
A—
N,
mo
PHASING / CONSTRUCTION SEQUENCE:
PHASE 1: (5 MONTH SCHEDULE) EXISTING BANK BUILDING TO REMAIN OPERATIONAL, HOWEVER
DRIVE-THRU WILL BE SHUT DOWN. BANK WILL USE EXISTING PARKING TO THE SOUTH AND EAST OF
THE EXISTING BUILDING. DURING PHASE 1.
1'.- FENCE NORTH SIDE OF SITE AS NOTED ON PHASE 1 PLAN.
2. CLEAR SITE AND EXCAVATE AS. REQUIRED. ESTABUSH CONSTRUCTION ENTRANCE ON PARADISE LANE
AT EXISTING NORTHERN DRIVE WAY.
3. BUILD NEW BRANCH BUILDING CONNECT ALL NEW UTILITIES TO BUILDING INCLUDING GAS, POWER,
WATER, AND SEWER. STORM. WILL, NOT BE HOOKED UP IN THIS PHASE.
4. STORMWATER FROM THE NEW BANK BUILDING WILL BE SPLASHED ONTO THE GROUND AND ROUTED
TO THE NORTH OF THE BUILDING TO KEEP STORMWATER OUT OF THE CATCH BASINS LOCATED AT
THE EXISTING WESTERN ENTRANCE ON PARADISE LANE. STORMWATER WILL BE DIRECTED TO THE
SILT FENCE LOCATED NORTH OF THE BUILDING AND EVENTUALY END UP IN THE CATCH BASIN AT
THE DEAD END OF PARADISE LANE.
5. COMPLETE OFF -SITE SIDEWALK AND CURB ALONG EDMONDS WAY AND THE SOUTHERN PORTION OF
PARADISE LANE. CONSTRUCTION FENCING WILL'BE RELOCATED AS NEEDED DURING THIS. PHASE.
REFER.TO THE TRAFFIC CONTROL PLAN FOR WORK DURING SIDEWALK CLOSURES.
6. CONSTRUCT S IDEWALK THAT FRONTS NEW BUILDING AND CONNECT EDMONDS WAY TO PARADISE
LANE.
7. PROVIDE TEMPORARY PARKING AREA FOR NEW BUILDING ALONG PARADISE LANE.
8. MOVE BANK IN TO NEW BUILDING.
EROSION CONTROL NOTES:
1. ' EROSION CONTROL MEASURES SHALL BE IN PLACE PRIOR TO THE BEGINNING OF DEMOLITION AND CONSTRUCTION. THE PROJECT
ENGINEER AND THE REVIEWING AGENCY SHALL INSPECT AND APPROVE THE INSTALLATION OF EROSION CONTROL MEASURES PRIOR.M
BEGINNING DEMOLITION AND CONSTRUCTION.
2. EROSION CONTROL MEASURES ARE NOT LIMITED TO THE ITEMS SHOWN ON THESE PLANS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR
THE INSTALLATION AND MAINTENANCE OF ALL EROSION CONTROL MEASURES. SILTATION OF EXISTING OR PROPOSED DRAINAGE, FACILITIES -
SHALL NOT BE ALLOWED.
3. THE CONTRACTOR SHALL MAKE A DAILY SURVEILLANCE OF ALL EROSION CONTROL MEASURES AND MAKE MY NECESSARY. REPAIRS OR
ADDITIONS TO THE EROSION CONTROL MEASURES AS REQUIRED. THE CONTRACTOR SHALL PROVIDE ADDITIONAL EROSION CONTROL
MEASURES AS DETERMINED NECESSARY BY THE INSPECTOR AND/OR PROJECT ENGINEER. FAILURE TO COMPLY WITH ALL LOCAL AND
STATE EROSION CONTROL REQUIREMENTS- MAY RESULT IN CIVIL PENALTIES BEING LEVIED AGAINST THE CONTRACTOR.
4. DURING THE WET SEASON (NOVEMBER TO MARCH INCLUSIVE), ALL DISTURBED SOILS SHALL BE STABILJZED WITHIN 48 HOURS AFTER
STOP OF -WORK. EROSION CONTROL MEASURES SHALL INCLUDE, BUT ARE NOT LIMITED TO, COVERING THE AFFECTED AREA (INCLUDING
SPOIL PILES WITI-I PLASTIC SHEETING, STRAW MATTING, JUTE MATTING, STRAW MULCH, OR WOOD CHIPS). SEEDING OF THE DISTURBED
AREAS SHALL TAKE PLACE AS WEATHER PERMITS.
5. ALL SEEDED OR SODDED AREAS SHALL BE CHECKED REGULARLY TO ENSURE vEGErAlIVE COVERAGE IS COMPLETE. AREAS SHALL BE
REPAIRED, RESEDED,,:AND FERTILIZED AS REQUIRED.
6.' TRACKING OF SOIL, MUD, OR DEBRIS OFF SITE WILL NOT BE ALLOWED. IF SOIL, MUD, OR DEBRIS IS TRACKED ONTO A PUBLIC
ROADWAY, THEN IT SHALL BE REMOVED BY THE END OF THAT WORKING DAY. TO PREVENT THE TRACKING OF SOIL, MUD, OR DEBRIS
ONTO PUBLIC ROADWAYS, SWEEPING OR WASHING OF THE VEHICLE'S TIRES MAY BE REQUIRED PRIOR TO ENTERING A PUBLIC ROADWAY.
7. NO MORE THAN 30OAJNk FEET OF TRENCH SHALL BE OPEN AT ONE TIME.
8. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDES OF TRENCHES.
9. TRENCH DEWATERING DEVICES SHALL BE DISCHARGED IN A MANNER THAT WILL NOT ADVERSELY AFFECT STREAMS, DRAINAGE SYSTEMS,
OR OFF -SITE PROPERTIES.
10. ALL STORM SEWER INLETS RECEMNG RUNOFF FROM THE PROJECT DURING CONSTRUCTION SHALL BE PR07ECTED SO THAT C
SEDIMENT -LADEN WATER WILL BE FILTERED BEFORE ENTERING THE CONVEYMCE SYSTEM. CIA I
11. ALL OFF -SITE CATCH BASINS IMMEDIATELY ADJACENT TO THE PROPOSED SITE SHALL BE PROTECTED FROM SILTATION.
12. ALL DISTURBED AREAS SHALL BE SEEDED OR SODDED UPON COMPLETION OF THE WORK. THE CONTRACTOR SHALL ENSURE. THAT
COMPLETE COVERAGE OF THE DISTURBED AREAS IS PROVIDED AND THAT GROWTH OF THE VEGETATION IS ESTABUSHED. REMOVAL OF
TESC MEASURES SHALL OCCUR ONLY AFTER VEGETATION IS ESTABUSHED.
13. ALL DISTURBED AREAS SHALL BE COMPOST AMENDED CONSISTENT WITH BEST MANAGEMENT PRACTICE T5.13 IN VOLUME V OF THE 2005
STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON.
14. FAILURE M INSTALL AND MAINTAIN EROSION AND SEDIMENT CONTROLS, RESUL71NG IN CONTAMINATION. OF THE CITY OF EDMONDS'
STORMWATER SYSTEM WILL RESULT IN FINES OF UP TO $500 PER DAY AND A SHUT DOWN OF SITE UNTIL ENFORCEMENT REQUIREMENTS
ARE MET.
PHASE 1 TESC AND DEMOLITION PLAN
A PORTION OF THE S.W. 1 /4 � OF SECTION 25, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M.,
CITY OF EDMONDS, SNOHOMISH COUNTY, WASHINGTON
W, - /0 Y
V
6" 1. E. `j. 29, OONU
Al'.
J.F 24"(A
20 10 0 20
�14
1 KIP 8
;.F. 2
SCALE: 1 20
... ... .......... 416o
J,
%
.2
v
165 1 0, F )1" 7
7- Sit
-'1 5. FL
*+ 1. 2/',
'71. GCDN r
-2 __k
5�
Hicil 2'," 7
j L
. 2
12" '17 J0`i0NL,-%
19.
/�x
A
q, f
yp f
N A ......
y 1. "4A 7, N.':
j 5 ------- 1. 21
19
3
d f)
Typ. 8
!0
19/ 18
J".`Vi*_' S.
J.'\
A�' 24
IX
>
R/
22
7 j
X > , ..R4 i,,I.
1.E.
X
;S >
> �,
21 N"
T, I
5
...... ......
... .......
V
W
7
j.,
23
17
%
IN
A
/82
DEMOLITION NOTES:
1. LIMITS OF CONSTRUCTION ARE SHOWN ON THE PLAN. WHERE LIMITS ARE NOT SHOWN, THE PARCEL BOUNCARY OR THE SILT
FENCE SHALL BE THE. LJMITS OF CONSTRUCTION.
2. ALL EXISTING ASPHALT TO BE DEMOLJSHED ADJACENT TO NEW ASPHALT AND SHALL BE COMPLETED WITH A SAW CUT NEAT
UNIFORM EDGE. WHERE EXISTING ASPHALT IS TO BE REMOVED TO FORM CONCRETE, PROVIDE A TWO FOOT SEPARATION
FROM SAW -CUT LINE. TO EDGE OF NEWLY FORMED PAVEMENT, UNLESS SHOWN OTHERWISE ON PLANS. A FOUR FOOT
SEPARATION IS TO BE PROVIDED IN THE STATE ROUTE 4 RIGHT-OF-WAY..
3. STRIP ALL EXISTING VEGETATION AND TOPSOIL WHERE GRADING WORK IS TO OCCUR. DO NOT STRIP VEGETATION AND
TOPSOIL OUTSIDE OF GRADING OPERATION LIMITS.
4. TEMPORARY CONSTRUCTION FENCE SHALL BE LOCATED AT THE PERIMETER OF THE CONSTRUCTION AREA FOR EACH PHASE
UNLESS SHOWN OTHERWISE ON PLANS..
5. PIEZOMETER TESTING WELL(S) ON SITE TO BE PROTECTED DURING CONSTRUCTION. IF WELL(S) CANNOT BE PROTECTED, 66(4t-W
WELL(S) ARE TO BE DECOMMISSIONED PER WAC 1733-160-381 BY A WASHINTON STATE LICENSED WELL DRILLER AND
REPORTED TO WASHINGTON STATE DEPARTEMENT OF ECOLOCY (WSDOE). t6j ik
13
14,
12
2
% 13
44
41*
�LEGEND
PROPERTY/BOUNDARY LINE
-X -X -X -X -X -X -
REMOVE EXISTING CURB
X
REMOVE EXISTING -TREE
TEMPORARY. SEDIMENT TRAP
Ll
EXISTING CONTOUR
rA
13
FILTER FABRIC FENC
REMOVE UTILITY STORM
STABILIZED CONSTRUCTION ENTRANCE
LIMITS -OF CONSTRUCTION
TEMPORARY CONSTRUCTION
FENCING
!EFER TO CSWPP REPORT PREPARED BY BCRA FOR ADOITIONAI
TORMWATER POLLUTION PREVEN11ON METHODS
SHEET NOTES:
2 PROTECT EXISTING BUILDING AND ASSOCIATED FEATURES.
REMOVE EXISTING. SIGN.
PROTECT EXISTING CLEANOUT AND ASSOCIATED SEWER SERVICE LINE.
CLEANOUT AND ASSOCIATED LINE TO BE DEMOLISHED WITH PHASE 2.
PROTECT OVERHEAD -POWER. OVERHEAD POWER M BE - DEMOLISHED WITH
PHASE 2.
REMOVE AND RELOCATE EXISTING MAILBOX. COORDINATE NEW LOCATION WITH
POSTAL SERVICE AND CITY OF EDMONDS.
4' WIDE (MIN.) J-HOOK EVERY 50- MINIMUM.
REMOVE EXISTING CATCH BASIN AND ASSOCIATED STORM LINES.
�5 NOT USED.
SAW -CUT NEAT, UNIFORM EDGE.
REMOVE EXISTING ROCKERY.
RELOCATE EXISTING SIGN. COORDINATE. NEW LOCA71ON WITH WSDOT AND
CITY OF EDMONDS.
REMOVE TRASH AND RECYCLING ENCLOSURE.
NOT USED.
NOT USED..
D17 PROVIDE TEMPORARY ORANGE BARRIER OR CHAIN LINK FENCE TO BLOCK
ACCESS FROM STATE ROUTE 104.
CONSTRUCTION VEHICLE ACCESS SHALL. BE LIMITED TO PARADISE LANE.
�5 PROTECT 1XISTING TREE.
REMOVE EXISTING SHRUBS AND PLANTINGS LOCATED BETWEEN ROCKERY
AND SIDEWALK.
CONTRACTOR JOB TRAILER.
CONTRACTOR LAYDOWN AREA.
CONTRACTOR STOCKPILE AREA.
REMOVAL ASPHALT PAVEMENT.
ALu catTe (Z0N6&1
CORA-i.,u h
0ML144TIN4=
kowfo SonVA 5 k-De,
SMC-T -rO C:5
kT
o
AA;-kb06 -To L"-?
RIGHT-OF-WAY CONSTRUCTION PERMIT
AND INSPECTION REQUIRED
"bWNERICONTRAC TOR IS RESPONSIBLE FOR
EROSION CONTROL AND DRAINAGE
Know what'sbelown
Call before you dig.
Sm
kV WA&1,,j,)"
na
46431
ST
VAL
Z
ch
w
00
LO
Nt n
W=)
C4 zw
U_
co
t
I
N
CL
cq
z
z
U)
C)
>.
L
C.4
00
D
L)
z
3:
m
a
0)
<
Ljj
w
(j)
I-
z
0
.4
z
0
UJI
0
0
C L
IL
Liu
9
Ld
REVISIONS
ACITY COMMENTS 0512.2011
CITY COMMENTS 06.16.2011
DATE
06.16.2011
8CRA NO.
10139
CADD FILE
10139C C101.DWG
SHEETTITLM
PHASE 1.
TESC AND
DEMOLITION PLAN
TW-ID A
*C0PYMGKT 2011 -8CPA1N0.ALLMG (ED
SHEET
c 1v*01
R rESE. Lm,.,�
JUN 17 2011
BUILDING DEPARTMENT
CITY OF E-DIMONDS
PHASE 2 -'CONSTRUCTION
C)
U)
C-D
lc
C-)
m
M
C.)
cn
LLJ
�c
m
U)
CD
C)
0
LLJ
E
LZ
C14
C)
04
0
0
Cl
P,
MPORARY
-MMER, PARKING
-PA;h"Al ly
qze
V4,2%.1, �AX
IS
2,-1
s
_Zt
FFE=2'n.50
Tfpr I
Ccfxi�. 's.
-s tvavcr L
R W
tL 2A.Z.5t. �_
2,�;.49, SOON
%
CONSTRUCTION
�J A.
M,
ACCESS POINT
IN M
ft"
>
CONSTRUCTION
AREA
%
X
An
:T M,
0,
o
o'
7
Yi
V
PHASING it CONSTRUCTION SEQUENCE:
PHASE 2.- (1 MONTH SCHEDULE)BANK OPERATES OUT OF NEW BUILDING. TEMPORARY PARKING WILL BE ON ALONG PARADISE LANE IN
GRAVEL ACCESS TO BANK WILL BE'BY NON SIDEWALK IN FRONT -OF BANK
1 . CONSTRUCTION FENCE WILL BE RELOCATED TO ENCLOSE SOUTHERN POR11ON OF THE PROPERTY, CONTRACTORS TRAILER WILL NOT BE
ON SITE FOR THIS'PHASE, CONSTRUCTION ENTRANCE WILL BE AT EXISTING SOUTHERN DRIVEWAY ON PARADISE LANE AS NOTED ON
PHASE 2 PLAN.
2. DEMO EXISTING BUILDING.:
3. INSTALL NEW STORM INFILTRATION SYSTEM
T*-
4. COMPLETE PARKING LOT AND LANDSCAPING (AT THIS POINT PARKING WILL MOVE TO ONSITE.)
5. HOOK NEW BUILDING UP TO. NEW STORM SYSTEM.
6. COMPLETE REMAINING SIDEWALK AND LANDSCAPING ALONG PARADISE LANE AT PREVIOUS TEMPORARY PARKING LOCATION.
RIM �'7 4. �DETR
1. 0 fi� -, ? F�, r�4 "cotirc. 'I)f
4 I.J e:-�
7. FINAL C OF 0. �J"'I)PIR' NAY.
EROSION CONTROL NOTES:
77
1. EROSION CONTROL MEASURES SHALL BE IN PLACE PRIOR TO THE BEGINNING OF DEMOLITION AND CONSTRUCIO-ON.
THE PROJECT ENGINEER AND THE REVIEWING AGENCY SHALL INSPECT AND APPROVE THE INSTALLATION OF FROSION
CONTROL MEASURES PRIOR TO BEGINNING DEMOLITION AND CONSTRUCTION.
All,
2. EROSION CONTROL MEASURES ARE NOT LIMITED TO THE ITEMS SHOWN ON THESE PLANS. THE CONTRACTOR SHALL
BE RESPONSIBI E FOR THE INSTALLATION AND MAINTENANCE OF ALL EROSION CONTROL MEASURES. SILTATION OF
EXISTING OR PROPOSED DRAINAGE FACILITIES SHALL NOT BE ALLOWED.
sc.
3. THE CONTRACTOR SHALL MAKE A DAILY SURVEILLANCE OF ALL EROSION CONTROL MEASURES AND MAKE ANY
NECESSARY REPAIRS OR ADDITIONS TO THE EROSION CONTROL MEASURES AS REQUIRED. THE CONTRACTOR SHALL
PROVIDE ADDITIONAL EROSION CONTROL MEASURES AS DETERMINED NECESSARY BY THE INSPECTOR MD/OR PROJECT
ENGINEER. FAILURE TO COMPLY WITH ALL LOCAL AND STATE EROSION CONTROL REQUIREMENTS -MAY RESULT IN CIVIL
PENALTIES BEING LEVIED AGAINST THE CONTRACTOR.
4. DURING THE WET SEASON (NOVEMBERJO MARCH INCLUSIVE), ALL DISTURBED SOILS SHALL. BE STABILIZED WITHIN 48 1" �B
HOURS AFTER STOP OF WORK. EROSION CONTROL MEASURES SHALL INCLUDE, BUT ARE NOT LIMITED TO, COVERING
THE AFFECTED AREA (INCLUDING SPOIL PILES WITH PLASTIC SHEETING, STRAW MATTING, JUTE MATTING, STRAW MULCH,
OR WOOD CHIPS). SEEDING OF THE DISTURBED AREAS SHALL TAKE PLACE AS WEATHER PERMITS.
5. ALL SEEDED OR SODDED AREAS SHALL BE CHECKED REGULARLY TO ENSURE VEGETATIVE COVERAGE IS COMPLETE.
AREAS SHALL BE REPAIRED,' RESEEDED, AND FERTILIZED AS REQUIRED.
6. TRACKING OF- SOIL, MUD, OR DEBRIS OFF SITE W * ILL NOT BE ALLOWED. IF SOIL, MUD, OR DEBRIS IS TRACKED ONTO
A PUBLIC ROADWAY, THEN IT SHALL BE REMOVED BY THE END OF THAT WORKING DAY. TO PREVENT THE TRACKING
OF SOIL, MUD, OR DEBRIS ONTO PUBLIC ROADWAYS, SWEEPING OR WASHING OF THE VEHICLE'S 11RES MAY BE
REQUIRED PRIOR'TO ENTERING A PUBLIC ROADWAY.
7. NO MORE THAN 300 LINEAL FEET OF TRENCH SHALL BE OPEN AT ONE TIME.
8. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDES OF TRENCHES.
9. TRENCH DEWATERING DEVICES SHALL BE DISCHARGED IN A MANNER THAT WILL NOT ADVERSELY AFFECT STREAMS,
DRAINAGE SYSTEMS, OR OFF -SITE PROPERTIES.
10. ALL STORM SEWER INLETS RECEIVING RUNOFF FROM THE PROJECT DURING CONSTRUCTION SHALL BE PROTECTED SO
THAT SEDIMENT -LADEN WATER WILL BE FILTERED BEFORE ENTERING THE CONVEYMCE SYSTEM.
.11. ALL OFF -SITE CATCH BASINS IMMEDIATELY ADJACENT TO THE PROPOSED SITE SHALL BE PROTECTED FROM SILTATION.
12. ALL DISTURBED AREAS SHALL BE SEEDED OR SODDED UPON COMPLETION OF THE WORK. THE CONTRACTOR SHALL
ENSURE THAT COMPLETE COVERAGE OF THE DISTURBED AREAS IS PROVIDED AND THAT GROWTH OF THE VEGETATION
IS ESTABLISHED. REMOVAL OF,TESC MEASURES SHALL OCCUR ONLY AFTER VEGETATION IS ESTABLISHED.
13. ALL DISTURBED AREAS SHALL BE COMPOST AMENDED CONSISTENT -WITH BEST MANAGEMENT PRACTICE T5.13 IN
VOLUME V OF THE 2005 STORMWATER MANAGEMENT MANUAL FOR -WESTERN WASHINGTON.
14. FAILURE TO INSTALL AND MAINTAIN EROSION AND SEDIMENT CONTROLS, RESULTING IN CONTAMINATION OF THE CITY
OF EDMONDS' STORMWATER SYSTEM WILL RESULT IN FINES OF UP TO 1500 PER DAY AND A SHUT DOWN OF SITE
UNTIL ENFORCEMENT REQUIREMENTS ARE MET.
DEMOLITION NOTES:
1. LJMITS OF CONSTRUCTION ARE SHOWN ON THE PLAN. WHERE LIMITS ARE, NOT SHOWN, THE PARCEL 13OUNDARY OR THE SILT
FENCE SHALL BE THE LIM17S OF CONSTRUCTION.
2. ALL EXISTING ASPHALT TO BE DEMOLISHED ADJACENT TO NEW ASPHALT AND SHALL BE COMPLETED WITH A SAW CUT NEAT
UNIFORM EDGE. WHERE EXISTING ASPHALT IS TO BE REMOVED TO FORM CONCRETE, PROVIDE A TWO FOOT SEPARATION
FROM SAW -CUT LINE TO EDGE OF NEWLY FORMED PAVEMENT, UNLESS SHOWN OTHERWISE ON PLANS. A FOUR FOOT
SEPARATION IS TO BE PROVIDED IN THE STATE - ROUTE 4 RIGHT-OF-WAY.
3. STRIP ALL EXISTING VEGETATION AND TOPSOIL WHERE GRADING WORK IS TO OCCUR. DO NOT STRIP VEGETATION AND
TOPSOIL OUTSIDE OF GRADING OPERATION LIMITS. 6T\
4. TEMPORARY CONSTRUCTION FENCE SHALL BE LOCATED AT THE PERIMETER OF THE CONSTRUCTION AREA FOR EACH 'PHASE
UNLESS SHOWN OTHERWISE ON PLANS.
5. PIEZOMETER TESTING WELL(S) ON SITE. TO BE PROTECTED DURING CONSTRUCTION. IF WELL(S) CANNOT BE PROTECTED,
WELL(S) ARE TO BE DECOMMISSIONED PER WAC 1733-160-381 BY A WASHINTON STATE LICENSED WELL DRILLER AND
REPORTED TO WASHINGTON STATE DEPARTEMENT OF ECOLOCY (WSDOE).
PHASE 2 TESC AND- DEMOLITION PLAN
A PORTION OF THE S.W.1/4 OF S ECTION 25, TOWNSHIP 27. NORTH, RANGE. 3 EAST, W.M.,
. CITY OF EDMONDS* SNOHOMISH COUNTY9 WASHINGTON
p
i�v Ev.
KI
.01
':7 .1K hl,E il
f. F. 2 i� 1. 2 19, 2, S. E.
7,p A�,
01, .
;Oil
< 1 L
0
:0.
c "I"!
10�
ow vr
x
40'
'41
V
F""Iel A
n
1511
"PE
2"
L
�17 1,
't., L
.. . .. .... .....
20 10 0 20
.SCALE: 1"= 20'
4�
9
FFF-±�277.50`
X
r:,r'! A I J�,�
\10
9
AI
4
/0
X
2 /d
>
A\
'S,
>
. > .,
. . . . . . 2A
Z, Fj J9
>
k"
5
7
-N
j
14
7
�04
15 1 1 1 1 1 1
-4-
V,
14z j
Air Ji
.00
40
4* 416L
4
N:__
LEGEND
PROPERTY/'BOUNDARY LINE
-X -X -X -X -X -X -
REMOVE EXISTING CURB
X
REMOVE EXISTING TREE
TEMPORARY SEDIMENT TRAP rc
EXISTING CONTOUR
REMOVE EXISTING CONCRETE
?"A�
FILTER FABRIC FENC C1.1
REMOVE UTILITY / STORM
STABILIZED CONSTRUCTION ENTRANCE
LIMITS OF CONSTRUCTION
TEMPORARY CONSTRUCTION FENCING
?EFER TO CSWPP REPORT PREPARED BY BCRA FOR ADDITIONAL
3TORMWATER POLLUTION PREVEN11ON METHODS
SHEET NOTES:
REMOVE EXISTING BUILDING MD ASSOCIATED FEATURES AFTER NEW,
BUILDING IS CONSTRUCTED.
REMOVE EXISTING CLEANOUT ONCE EXISTING BUILDING IS NO LONGER IN
USE.
REMOVE OVERHEAD POWER ONCE EXISTING BUILDING IS NO LONGER IN
USE. COORDINATE POWER SHUTDOWN AND REMOVAL WITH ELECTRICAL
PURVEYOR.
4' WIDE (MIN.) J-HOOK EVERY 50' MINIMUM.
CAP AND PWG EXISTING SEWER ONCE EXISTING BUILDING IS NO LONGER
IN USE AT POINT WHERE PROPOSED SIDE SEWER WILL CONNECT.
REMOVE EXISTING ROCKERY.
PROVIDE TEMPORARY ORANGE BARRIER OR CHAIN LINK FENCE TO BLOCK
ACCESS FROM STATE ROUTE 104.
CONSTRUCTION VEHICLE ACCESS SHALL, BE LIMITED M PARADISE LANE.
PROTECT EXISTING TREE.
CONTRACTOR. STOCKPILE AREA.
REMOVAL EXISTING ASPHALT PAVEMENT.
REMOVE EXISTING CATCH BASIN AND ASSOCIATED LINES.
TEMPORARY CUSTOMER PARKING.
CONTRACTOR JOB TRAILER.
CONTRACTOR LAYDOWN AREA.
AL,L.. bt'rO (4VNOr-P
fo
PrLb
oe w4t,-r -To 06
-)T?Avo BAL6
""T-OF-WAY CONSTF?UCTION PERMIr
AND INSPEcTION REQUIfjED
0WAfEFj1C01VTF?A
EROS101v c"TOR /s Rst" Know whars below -m
O'VTROL A -PO'VS18LE S
/vD,DR,jj,VA(3E 0A1 Call before you dig.
SEAL
d.
- 1'� .10
0 Al.
W
0
(P LL1
2
LIj
LL
12
04
CL
U) CO
04 0
1-- c%i
z
z
Im
04
Uj
co
z
0
Q
n
0
0�
C)
LIj
0
z
0
IL
-
1L
W
id
W
REVISIONS
CITY COMMENTS 05. 12.2011
/2\ CITY COMMENTS 06.16.2011
DATE
06.16.2011
BGRA NO.
10139
CADD FILE
10l39C�_C102.DWG
SHEETTITI.E
PHASE 2 TESC
A ND DEMOLITION PLAN
."D "RA orm
U kC INN!
000PWIGHT 2WI -BCRA.1NC.ALLF0GMFtESEWM
SHEET
C1 002
R F_. s U B
jUN 17 2011
�_WILDING DEPARTMENT
C,Inr or- J,-�DLAONDS
m
C>
0)
U)
C)
�3
=3
Qf
U
m
U
ckf
0
m
�7_
[if
LLJ
�2
C>
c�
C)
c�
C)
C=)
C*4
V
t�
0
a-
0
CITY OF EDMONDS CONSTRUCTION CONTRACTORS
BEST MANAGEMENT PRACTICES (BMPS)
1. PRESERVE VEGETATION/COVER SOILS. A) PRESERVE AS MUCH NATIVE VEGETATION AS POSSIBLE.
BE SURE TO OBSERVE CLEARING AND GRADING LIMITS, AND COMPLY WITH ALL, CRY VEGETATION
PRESERVATION AND STREAM/WETLAND SETBACK. REQUIREMENTS. TIME THE CLEARING SO IT
OCCURS NO SOONER THAN NECESSARY FOR THE SUBSEQUENT CONSTRUCTION ACTIVITIES. 8)
PROVIDE TEMPORARY VEGELATION/COVER AS NEEDED. EXAMPLES OF THIS INCLUDE: TEMPORARY
SEEDING/HYDROSEEDING: MULCH, SUCH AS HAY STRAW., WOOD FIBER; MATS/BLANKETS, SUCH
AS JUTE MAT EXCELSIOR; WOVEN STRAW, BLANKET, OR NETTING; PLASTIC SHEETING WITH
ANCHORS. C) PROVIDE PERMANENT VEGETATION COVER AS SOON AS EARTHWORK IS COMPLETE
(SEEDING OR HYDROSEEDING OR SODDING).
2. CONTROL RUNOFF DURING CONSTRUCTION: REDUCE RUNOFF VELOCITIES. TECHNIQUES INCLUDES:
VEGETATING EXPOSED SOILS AND DITCHES; RIPRAP; CHECK DAMS INCLUDING STRAW BALES,
ROCKS, PEA GRAVEL BAGS, AND SAND BAGS, TERRACING OR CONTOURING THE SITE; AND
FILTER FABRIC FENCING.
3. INSTALL AND MAINTAIN SEDIMENT CONTROLS. A) INSTALL SEDIMENT CONTROLS SUCH AS: 1)
LOWER COST (NON -ENGINEERED). FILTER FABRIC FENCE, CHECK DAMS, ROCK BERMS,
SEDIMENT TRAPS, AND CATCH BASINS AND DRAIN FILTERS. 2) MODERATE COST (ENGINEERED),
SILTATION/SEDIMENTATION POND, GRASS -LINED SWALE OR CONSTRUCTED WETLAND. B) MAINTAIN
SEDIMENT CONTROLS BY FREQUENT INSPECTION OF CONTROL FACILITIES TO MAKE SURE THEY
ARE WORKING PROPERLY (TRAPPING SEDIMENT ON -SITE, WITH WATER LEAVING SITE CLEAR),
AND REMOVING COLLECTED SEDIMENT AS NEEDED FROM SEDIMENT TRAPS.
4. KEEP FRESH CONCRETE MORTAR OUT OF STORM DRAINS AND STREAMS. A) USE DESIGNATED
WASH -OUT AREAS. B) TAKE CARE WHEN BUILDING CONCRETE AGGREGATE DRAVAYS MAKING
SURE TO WASH � OUT THE FINES TO THE SIDE, NOT DOWN THE DRIVEWAY. IF THE DRIVEWAY IS
SLOPED, PLACESTRAW BALES AT THE BOTTOM OR DIVERT FLOW.T0 A SAFE SEDIMENT BASIN.
C) NEVER WASH FRESH CONCRETE MORTAR INTO THE STORM DRAIN OR A STREAM.
5. KEEP BUSINESS'AND WORK AREAS CLEAN AND MAINTAIN CATCH BASINS. EXAMPLES INCLUDE:
PICKING UP UTTER, SWEEPING SURFACES WHICH DRAIN TO STORM DRAIN, USING A TARP TO
COVER THE GROUND WHEN SANDING TO CATCH CHIPS, CLEANING UP ALL WASTES AT THE
WORK SITE, MAINTAINING CONSTRUCRON EQUIPMENT, TO FIX ANY OIL LEAKS, INSTALLING AND
MAINTAINING AN OIL -WATER SEPERATOR, COVERING ALL STOCK PILED MATERIALS, AND CLEANING
CATCH BASINS.
6. COVER CONTAINERS AND MATERIALS. A) COVER ALL POTENTIALLY POLLUTING MATERIALS SUCH
AS DUMPSTERS, WASTE CONTAINER DRUMS, TANKS, BOXES, CHEMICALS, PAINTS, SOLVENTS,
STOCKPILES OF LUMBER, OTHER BUILDING MATERIAL, METAL PRODUCTS, TOP SOIL, AND
LANDSCAPING MATERIALS. B). COVER ADEQUATELY BY DEVELOPING GOOD STORAGE AREAS THAT
KEEP MATERIALS COVERED SO POLLUTANTS CANT WASH AWAY DURING RAIN OR SNOW.
7. PREPARE FOR AND CLEAN UP SPILLS. A) THERE ARE THREE OV03ALL PRACTICES TO MINIMIZE
POLLUTION FROM SPILLS: 1) HANDLE MATERIALS CAREFULLY TO AVOID SPILLS AND LEAKS, 2)
PREPARE A CLEAN UP PLAN, AND 3) IMMEDIATELY CLEAN UP ANY SPILLS. -WHEN PREPARING A
CLEAN UP PLAN MAKE SURE TO: A) ESTABLISH WHO TO NOTIFY IN THE EVENT OF A SPILL, B)
PROVIDE SPECIFIC CLEAN . UP INSTRUCTIONS, C). ASSIGN A PERSON TO BE IN CHARGE OF
CLEAN UP, AND D) PREPARE SPILL CONTAINMENT AND CLEAN UP KITS WHICH AREEASY TO
REACH AND USE. REMEMBER TO CLEAN UP SPILLS IMMbIATELY, AND 08SERVE CLEAN UP
PLANS AND SAFETY REQU.IREMENTS. IF THERE ISNT A PLAN, TAKE THE FOLLOWING STEPS: 1)
STOP OR ISOLATE THE SOURCE OF THE SPILL, 2) IF THERES A CHANGE THE SPILL COULD
ENTER A STORM - DRAJN OR SEWER, CLOSE DRAIN INLET AND DIVERT ANY INCOMING WATER, 3)
COVER THE SPILL WITH ABSORBENT MATERIAL(S) THAT CAN BE EASILY -SWEPT OR PICKED UP
SUCH AS KITTY UTTER, SAWDUST, OR VERMICULJTE (MAKE SURE THAT MATERIALS USED FOR
HAZARDOUS WASTE CLEAN UP ARE TREATED AS HAZARDOUS WASTE FOR DISPOSAL), AND 4)
REPORT SPILLS TO CITY OF EDMONDS ENGINEERING DIVISION, HYDRAULICS ENGINERAT
425-771-0220: OR FOR LARGE SPILLS, CONTACT -DEPARTMENT OF ECOLOGY AT
425-649-7000.
8. DISPOSE OF WASTES PROPERLY. PROPER WASTE DISPOSAL DEPENDS ON BOTH THE
PROPERTIES AND THE AMOUNT OF THE WASTE. TO DISPOSE OF WASTE:. 1) IDENTIFY IF IT IS
HAZARDOUS, 2) ESTIMATE THE AMOUNT IN POUNDS, 2). DETERMINE THE DISPOSAL METHOD
AND,4) IF NECESSARY, CONTACT A HAZARDOUS WASTE SERVICE. THIS IS A VERY BROAD
SUBJECT AND IF YOU HAVE MY QUESTIONS ABOUT WASTE DISPOSAL CONTACT THE CITY OF
EDMONDS RECYCLING COORDINATOR AT 425-771-0235; OR THE SNOHOMISH COUNTY
HOUSEHOLD HAZARDOUS WASTE DISPOSAL STATION AT 425-388-6050.
9. MINIMIZE WASTE. WASTES CAN BE* MINIMIZED THROUGH GOOD HOUSEKEEPING, SEPARATING
DIFFERENT WASTES, SUBSTITUTING NON -HAZARDOUS MATERIALS IN THE PLACE OF HAZARDOUS
ONES, AND MAINTAINING PRODUCTS AND CONSTRUCTION EQUIPMENT. REDUCING WASTES
REDUCES POTENTIAL SOURCES OF POLLUTANTS TO. THE DRAINAGE SYSTEM -AND ALSO
PRESERVES NATURAL RESOURCES. THE FOLLOWING ARE A FEW IDEAS:. 1) USE SOLVENTS MORE
THAN ONCE, 2) BUY THE LEAST TOXIC PRODUCTS AVAILABLE, 3) BUY ONLY WHAT 'YOU NEED
AND USE ONLY WHAT - IS NEEDED, 4) PURCHASE PRODUCTS THAT LAST LONGER (BETTER
QUALITY), AND 5) SEE IF OTHERS CAN USE YOUR WASTE (USE THE SERVICES OF THE
INDUSTRIAL MATERIALS EXCHANGE 206-296-4899). FOR MORE INFORMATION CONTACT THE CITY
OF EDMONDS RECYCLJNG COORDINATOR AT 425-771-0235.
10. RECYCLE UNWANTED MATERIALS. UNWANTED MATERIALS PRODUCED AT CONSTRUCTION SITES
CAN OFTEN BE RECYCLED, 9 LESS COST THAN CONVENTIONAL DISPOSAL METHODS. THE CITY
HAS RECYCLING GUIDES AVAILABLE REGARDING. CONSTRUCTION, DEMOLITION, AND LAND
CLEARING (CDL) ACTIVITIES. THE RECYCLING GUIDE LISTS SITES THAT ACCEPT CDL MATERIALS,
AND OUTLINES HOW TO SET-UP WORKSITE RECYCLJNG. OTHER WAYS TO MAKE RECYCLING
WORK ARE: 1) PURCHASE RECYCLED PRODUCTS, 2) SEPARATE WASTES, 3) AVOID PHENOL, 4)
KEEP RECIEPTS, AND 5) RECYCLE WHAT YOU CAN.
11. PRESEM/ENHANCE STREAMS, WETALNDS, AND ADJACENT VEGETATION. PROTECT STREAMS AND
WETLANDS, REMEMBER, STREAM AND WETLAND PROTECTION IS REQUIRED BY CITY OF EDMONDS
CODES. CONTACT CITY OF EDMONDS, PLANNING DIVISION AT 425-771-0220 FOR MORE
INFORMATION.
12. EDUCATE EMPLOYEES AND CUSTOMERS. PARTICIPATE IN WORKSHOPS, COURSES, AND
KNOWLEDGE TRANSFER. CONDUCT ANNUAL WATER QUALITY TRAINING SESSIONS FOR ALL
EMPLOYEES. INCLUDE WATER QUALITY TRAINING IN NEW -EMPLOYEE ORIENTATIONS AND IN
WRITTEN PROCEDURES. MAKES URE CUSTOMERS ARE AWARE OF BMPS, AND EXPLAIN EIMPS TO
PEER BUSINESSES. REMEMBER, WATER QUALITY IS THE RESPONSIBILITY OF EVERYONE.
I
FILTER FABRIC
SECURED TO 2' X 2'
14 GA. WIRE FABRIC
EQUAL
e X 2' WOOD OR
EQUIVALENT
811- 121
PLACE 3/4'"-l.5' WASHED GRAVEL IN
THE TRENCH AND ON BOTH SIDES OF
FILTER FABRIC FENCE [IN THE SURFACE.
%o
(u
FILTER FABRIC MATERIAL IN
CONTINOUS ROLLS. USE STAPLES
OR WIRE RINGS 713 ATTACH
FABRIC TO WIRE.
WIRE MESH SUPPORT f
TO SUPPORT FILTER F
-- -- - ----------------
c,
BURY BOTTOM OF FILTER
MATERIAL 8' TO 12'
6' MAX.
% 2" X 2" WOO D POSTS 13R LJ
EQUIVALENT
CUNTRACTOR/DEVELOPER S.HALL MAINTAIN AND.REPLACE
STRAW BALES TO INSURE PROPER ERasum CONTROL,
CITY INSPECTION REQUIRED ON ALL
CROSION 'CONTRUL METHODS BErORE
QTHER WORK CAN BEGIN,
NO
RE I 1014S, STANDARD DETAIL
RLTER FABNC FEKE FILTRAIWN 8
. .............
1*8-on-lago F 7/24/01 NTS No- E1.1
FILTER FABRIC FENCE
SCALE: WS A
2% MIN. SLOPE
10MM MIN. THICK BLACK -
PLASTIC SHEETING OVER
STOCKPILE
CITY INSPECTION REQUIRED ON ALL EROSION CONTRII
MEASURES 3EFORE. WORK CAN BEGIN, I
-C-ITY -0- F.� - _-E-D M Q- N
REVISIONS STANDARD DETAIL.
D. GEBERT 10/6/03 STABILIHI) CONSTRUCTION Df"CE
DATE:
1.8sot 7/24/01 NTS E1.2
STAEILIZED CONSTRUCTION ENTRANCE
==( B
SCALE: NTS
STOCKPILE MATERIAL SHALL BE
SATISFACTORY MATERIAL AS
1.
STOCKPILES SHALL BE STABILIZED (WITH PLASTIC
DEFINED -IN THE SPECIFICATIONS,
EETING OR OTHER APPROVED DEVICE) DAILY DOW
FREE OF DEBRIS, AND WITHIN 2%
1
OF OPTIMUM MOISTURE CONTENT.
IN MY SEASON, SEDIMENT LEACHING FROM STOCK PILES
3:1 MAX. SLOPE
�2.
MUST BE PREVENTED.
PROVIDE ENERGY
3.
TOPSOIL SHALL NOT BE PLACED WHILE IN A FROZEN OR
DISSIPAnOR AT TOE
-
MUDDY CONDITION, WHEN THE SUBGRADE IS EXCESSIVELY
WHEN NEEDED
WET, OR WHEN CONDITIONS D(IST THAT MAY OTHERWISE
BE DETRIMENTAL TO PROPER GRADING OR PROPOSED
SODDING OR SEEDING.
4.
PREVIOUSLY ESTABLISHED GRADES ON THE AREAS TO BE
TOPSOILED SHALL BE MAINTAINED ACCORDING TO THE
APPROVED PLAN.
PLAS1.IC
COVERING N
PLASTIC SHEETING SHALL HAVE A MINIMUM THICKNESS OF
1.
6 MILS AND SHALL MEET THE REQUIREMEN] OF THE
PLASTIC
COVER INSTALLATION NOTES
STATE STANDARD SPECIFICATION SECTION 9-14.5.
1.
RUN PLAS11C UP AND.DOWN SIDE SLOPES SLOPE, NOT ACROSS THE SIDE SLOPE.
2.
COVERING SHALL BE INSTALLED AND MAINTAINED TIGHTLY IN
.
PLACE BY USING SANDBAGS OR TIRES ON ROPES WITH A
2.
PROVIDE MINIMUM OF 3-FOOT OVERLAP AT SEAMS. PLACE UPSLOPE SHEETS T 0
MAXIMUM 10-FOOT GRID SPACING'IN ALL DIRECTIONS. ALL
OVERLAP DOWNSLOPE SHEETS.
SEAMS SHALL BE TAPED OR WEIGHTED DOWN FULL LENGTH
AND THERE SHALL BE AT LEAST A 12-INCH OVERLAP OF
3.
ON LONG OR WIDE SLOPES, OR SLOPES SUBJECT TO WIND, ALL SEAMS SHALL BE
ALL 'SEAMS.
TAPED.
3.
CLEAR PLASTIC COVERING SHALL BE INSTALLED IMMEDIATELY
4.
PLACE PLASTIC INTO A SMALL (12-INCH WIDE BY 6-INCH DEEP) SLOT TRENCH AT THE
ON AREAS SEEDED BETWEEN -NOVEMBER 1 AND MARCH 31
TOP OF THE SLOPE AND BACKALL WITH SOIL TO KEEP WATER FROM FLOWING
AND REMAIN UNTIL VEGETATION IS FIRMLY ESTABLISHED.
UNDERNEATH.
4.
WHEN THE COVERING IS. USED ON UN -SEEDED SLOPES, IT
5.
PLACE'SAND FILLED BURLAP OR GEOTEXTILE BAGS EVERY 3 TO 6 FEET ALONG
SHALL BE -KEPT IN PLACE UNTIL THE NEXT SEEDING
SEAMS/EDGES AND POUND A. WOODEN STAKE THROUGH EACH TO HOLD THEM IN PLACE.
PERIOD.
6.
ROPE TOGETHER AND PLACE SAND FILLED BURLAP OR GEOTEXTILE BAGS EVERY 3 TO 6
5.
PLASTIC COVERING SHEETS SHALL BE BURIED TWO FEET AT
FEET CENTERED BETWEEN ALL SEEMS.
THE TOP OF SLOPES.IN ORDER TO PREVENT SURFACE
WATER FLOW. BENEATH SHEEIS.
REQUIREMENTS
6.
PROPER MAINTENANCE INCLUDES REGULAR CHECKS FOR
RIPS AND DISLODGED ENDS.
1. INSPECT PLASTIC FOR RIPS, TEARS, AND OPEN SEAMS REGULARLY AND REPAIR
IMMEDIATELY. THIS PREVENTS HIGH VELOCITY RUNOFF FROM CONTACTING BARE SOIL
WHICH CAUSES DREME EROSION
2. TORN SHEETS MUST BE REPLACED AND OPEN SEAMS REPAIRED.
3. IF THE PLASTIC BEGINS TO DETERIORATE DUE TO ULTRAVIOLET RADIATION, IT MUST BE
COMPLETELY REMOVED AND REPLACED.
STOCKPILE PROTECTION
SCALE. D
. ws
TE
CB
FILTER SOCK WITH
OVER FLOW HOLES
CATCH BASIN
4:
A
STRAW BALES MAY BE USED IN
CERTAIN CIRCUMSTANCES (SEE
A.
DETAIL E1,11), T141S APPLICArTON
SHALL BE MAINTAINED AT ALL
TIMES DURING CONSTRUCITON
PERIOD.
CITY INSPECTION REQUIRED ON ALL EROSION CONTROLl
MEASURES BEFORE WORK CAN BEGIN.
.,OrF'
TY...
C-7. I E. D. N
REVISIONS STANDARD DETAIL
&Qpm3vo by I Ifill
11. GEDE IT 1016103 Twpowy SEDIMENT 1w FOR CATCH BSINS
D. GERERT 05119/65
D, GEDEU 05/05/06 OATE
7/24/0L NTS El 3
SCALE: NTS _�C
Z C)
.w
00
to
C�q w
gj =)
4N z
U.
C-4
UL-2
z
z
0
C,
0)
w
UJ
cl)
z
0
)
0
C)
Lu
Z
0
m
0-
w
REVISIONS
Zl'
\1 CITY COMMENTS 05.12.2011
& CITY COMMENTS 06.16.2011
DATE
06.16.2011
BCRA NO.
10139
CADD FILE
101 39C-Cl 1 I.DWG
SHEET TITIZ
TESC DETAILS
Df"D A oplon
OWPYRIGHr 2MI - SCR
SHEET
cimil,
R FIE s u B
JUN 17 2011
PWILDING DEPARTMENT
CITY OF EDMONDS
M
C*4
0 1
0
16
M
M
C)
Li
I
U
LU
U)
�2
C)
C�
CD
0
Icn-
U
Ld
0
E
C%J
C)
C14
0
SITE & SURFACING PLAN
A PORTION OF.THE S.W.1/4 OF SECTION 25, TOWNSHIP 27 NORTH, RA NGE 3 EAST, W.M.,
CITY OF EDMONDS, SNOHOMISH COUNTY, 'WASHINGTON
N\
ff
\2"
\ '... I
N"
14
Y
16
Ap
IN%
0 1\6 9
N,,
N
113,11
15'
SETBACK
N.
TYPI. 6
FFE=277.50
A.,
ln�
X�v
<
—4
N. \Z,
it
X. "N, _N
J
X,
X
12
IN,
A
x
;<
N,
N,
Y NN N
'A
inp,: xl:>�/
x N\
IN /\
>, >X /x x, >�;x
1 n
"K N N"
x V (A
;,�, ; <
)<
2
X
V- '1<1 IN,
�<V�,<AYA
x N/\-N'X,
�0,
UV-
___1 CV
7
10'
2
N
\N
\1 xn
APPROVED AS N
43
14
16
Dato:
010 & SIDEWALK FORM
INSPECTION$ REQUIRED
An. --hoOTICE NO
FOR INSPECTIC
Applicant shall repair/reptace all damage to
utMbe or frontage Improvements In CRY
fight -of -way per City standards that Is caused
or occurs during the permitted project.
LEGEND
PROPERTY/BOUNDARY LINE
BUILDING FOOTPRINT
— - — - — - — SETBACK LINE
E
ASPHALT PAVEMENT STANDARD DUIT C2.11
ASPHALT 'PAVEMENT 'HEAVY D D'
CEMENT CONCRETE SIDEWALK F
C 2.11
SNgftM SIDEWALK
—CEMENT C
CITY OF EDMONDS A
I IT= D
CURB & GUTTER 2.1
ve
VERTICAL CURB I" K
IC INTEGRAL CURB
CUR L
EXTENDED CONCRETE 13-___�
C2.11
EC
VC CURB TYPE TRANSITION POINT
M CATCH BASIN TYPE 1
CATCH -BASIN TYPE 2
SHEET NOTES:
DMATCH EXISTING PAVEMENT. HOT TAR SEAL JOINT BETWEEN NEW AND
EXISTING PAVEMENT.
MATCH EXISTING PAVEMENT SECTION IN ROAD.
MATCH EXISTING SIDEWALK.
PROVIDE ADA RAMP PER DETAIL
ADA STALL STRIPING MD SIGNAGE PER THE ARCHITECTURAL SITE PLAN.
PROVIDE CONTROL AND EXPMSION JOINTS IN ON-SfTE SIDEWALK. REFER TO/'
ARCHITECTURAL PLANS FOR LAYOUT.
�H �J
C2.1 2.1
PLAZA PAVING MD SIGNAGE PER LANDSCAPING PLANS.
COMMERCIAL DRIVE ENTRANCE PER DETAIL
PAD FOR PAD -MOUNTED TRANSFORMER BY SNOHOMISH COUNTY PUBLIC
UTILITY DISTRICT - SHOWN FOR REFERENCE ONLY.
PROPOSED CURB. MATCH EXISTING C URO TYPE.
CEMENT CONCRETE DRIVEWAY ENTRANCE, TYPE 1 PER DETAIL
CEMENT CONCRETE PEDESTRIAN C URB IN RIGHT-OF-WAY PER DETAIL
CROSSWALK STRIPING PER WSDOT STMDARD PLAN M-15.10-01.
CONTINUE CROSSWALK STRIPING ACROSS TRAVELED WAY TO EXISTING CURB
(NOT SURVEYED).
15 PARALLEL CURB RAMP PER WSDOT STMDARD PLAN F740.12-01.
DETECTABLE WARNING SURFACE PER WSDOT STANDARD PLAN F-45.10-00.
CROSSWALK STRIPING PER DETAIL
TYPE A PERPENDICULAR CURB RAMP PER WSDOT STANDARD PLAN
F-40.12-01.
STOP LINE PER WSDOT STANDARD PLAN M-24.60-02.
NOTES:
1 . THE EXISTING SITE SOILS REQUIRE PROPER COMPACTION. PRIOR M
PLACEMENT OF BUILDING, PAVING, AND UTILITY IMPROVEMENTS.
2. CONTRACTOR TO REPAIR / REPLACE ALL EXISTING FACILITIES THAT ARE
DAMAGED DURING CONSTRUCTION TO PRE -CONSTRUCTION CONDITION.
3. REFER TO ARCHITECTURAL PLANS FOR PARKING LAYOUT, SIGNAGE,
DIMENSIONS, MD DETAILED STRIPING.
4. FOR EXISTING SYMBOLS REFER TO TOPOGRAPHICAL SURVEY SHEETS.
5. REFER TO LANDSCAPE PLANS FOR GROUNDCOVER LOCATIONS MD TYPES.
6. PRIOR TO CONSTRUCTION, CONTRACTOR AND CITY OF EDMONDS ENGINEERING
DIVISION PERSONNEL SHALL INSPECT CONDITION OF EXISTING CURB AND
SIDEWALK IN RIGHT-OF-WAY TO DETERMINE EXTENT OF EXISTING CURB AND
SIDEWALK THAT IS SUBJECT TO REMOVAL AND REPLACEMENT. CONTACT CITY
OF EDMONDS ENGINEERING INSPECTION LINE AT 425.771.0220 15bM=B cXr 13.q(p
TO SCHEDULE INSPECTION.
7. MY STRIPING DAMAGED OR IMPACTED IN EDMONDS WAY OR PARADISE LANE
SHALL BE REPLACED WITH TYPE D MMA STRIPING.'
IMPERVIOUS SURFACE
LINE
TYPE
AREA (SQ FT)
1.
EXEMPT
0
EXEMPT
NON-EXEMPT
2.
REPLACED
0
0
3.
NEW
Xg,
13,890
4.
TOTAL REPLACED + NEW
1 (NON-EXEMPT)
13,890
RIGHT'OF-WAY CONSTRUCTION PERMIT
AND INSPECTION REQUIRED.
OWNERICONTRACTOR IS RESPONSIBLE FOR
EROSION CONTROL AND DRAINAGE
Know whaftbelown
Call before you dig.
M w
no
M
8
00
Cq
U.
CM. a
blF
4 1
IST
'ORAL
41101
z
,9,
Z
ELI
C-4
0
00
<
Z
or,
0
1.
U
Z
U)
x
LOD
LLLJJ
M
0
z
I
LL
LU
9
in
Lu
tEVISIONS
ACITY-COMMENTS
05.12.2011
72K
CITY COMMENTS *06.16.2011
'ATE
)6.16.2011
CRA NO.
10139
ADD FILE
10139C-C20I.DWG
HEUMLE
SITE & SURFACING
:ILAN
Dr -ID. A "m
D%._X%.� W
OCOffMW 2MI -13Cftk114.A11NQiMKSMWW
�HEET
c2v0l,
RESUB
JUN 17 2011
QUILDING DEPARTMENT
CITY OF WAAONDS
0
c"I
to
U)
0
F-
ck:
Q
C.)
LLj
t2
CD
C)
CD
1
�2
C�
W
0
CL
CITY INSPECTION REQUIRED ON FORM
WORK PRIOR TO POUR
EXPANS113N JOINT
100 DUMMY JOINT
4
�qw
.4
%
4
.4
A.
4
77
4 4
A
'A % -
2' MIN,
10, O.C. 51. O.0 _'S�LSAW CUT AC
P A MIN.
OF 2' FROM EDGE OF
PLAN GUTTER.
FULL DEPTH 1�2' EXPANSION
JOINT MATERIAL
5' TO 7'
L
2%
774
A
14
A
UNDISTURBED EARTH OR
SECTION \COMPACTED NATIVE MATERIAL
2;' M I N6. UNLESS OTHERWISE SPECIFIED
SAW CUT BY ENGINEER
2'- 5/8' MINUS CSTC
N 0 T Et
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.
7. SAW CUT AND REMOVE ACP PAVEMENT A MIN. OF 2' FROM GUTTER
FACE TO INSURE ADEQUATE COMPACTION OF ACP AND GUTTER SUBGRADE
-TY
REVISIONS I STANDARD DETAIL
Amam By DATE
D. GEBERT 4/27/05 CONCRETE SIDEWALK'
ID. GEBERT 04/2/07 DATE SCAI
at 1690 1 1 7/24/01 1 1 NTS No' E2.13
CEMENT CONCRETE SIDEWALK -
(CITY OF EDMONDS)
1 1/4" CRUSHED SURFACING -
BASE COURSE CONFORMING TO
WSDOT 9-03(9)3
ASPHALT CONCRETE PAVEMENT,
HMA CLASS 1/2" PG 64-22 PER
WSDOT 9-03.8(6) AND 5-04
SCALE: NTS
1.' DEPTHS INDICATED ARE COMPACTED
THICKNESS.
2. ALL ASPHALT BASE COURSES (INCWDING
SUBGRADE AND BASE MATERIAL.) SHALL
BE COMPACTED TO 95% MAXIMUM DRY
DENSITY PER ASTM -D-1557. IF
m Is COMPACTION IS NOT MET, EXCAVATE AND
C-4 REPLACE WITH 60GRAVEL BASE PER
WSDOT 4-02. GRAVEL BASE SHALL BE
INCREASED AS REQUIRED TO ACHIEVE A
FIRM AND* UNYIELDING SUBGRADE.
3. ASPHALT CONCRETE PAVEMENT SHALL BE
COMPACTED TO AT LDST 91% OF THE
RICE DENSITY.
4. 4.' OF ASPHALT TREATED BASE (ATB) ON
STABIL.IZED SUBGRADE TOP OF 20 OF CRUSHED AGGREGATE
CAN BE USED IN LIEU OF THE CRUSHED
SURFACING COURSES SHOWN. ATB
5/8" CRUSHED SURFACING TOP SHALL MEEr WSDOT SPEC. 4-06. AND
COURSE'CONFORMING TO WSDOT SHALL BE COMPACTED TO AT LEAST 80%
9-03(9)3 OF THE RICE DENSITY.
ASPHALT PAVEMENT - HEAVY DUTY
NTS D
SCALE.
3/8' SAWED OR
HAND TOOLED KERF
IMMIMMMOMMINNIN
K7 faf VAWN PAMM WA
CITY INSPECTION REQUIRED LIN' FORIf VURK PRI17R TO P1111R,
smAu ii vaLm.
ACCESSIRLE RAMP SHALL DE FOURE0 SCPAR.4TELY
FROM CURB AND GUTTER.
J6
61 COW. amsm MALL ENTM
TM tmus W Tw UK Umc MI) m"
\lmn
4AV OR �JM;W
mmr
DETAIL D
IJ2'
WHINAL 1kb"S1tW&
"%mm#
JAM 4
gal
L �
44-
A
RDCW B-1 ( M&L ler W10=1 I
TR TWN GRO PATTERN r1ra Iola" 4OW WAYUM. CM'
TA WARNING TEXTWING 1A01 "I .
DETAIL A
mirr"Le V"bm PAITEMS
WNW
ftw&ftLKrww0j
rw awm m
smamm 0�"
010VEr V*v
SECTION R-1
NGTEj
1, AT LOCATMNSL W".ERC NEW RAMPS: ABUT EXISTING QRP, GUTTER% PLANTER STRIPS, AND SIDEWALK% CDN�TRUCT NEV
RAMPS TO MATCH ADJACtNt SURFACE&
E. ALL C13NCRETE SURFACES SHALL HAVE A LIGHT BROOM FINISH,
1 C13NCRUE SHALL BE SPRAYED WITH A.PLEAR cunw campauta aR SHALL ME =mxi AND KEPT MIS7, FUR 72
HCURt.
11� DETECTABLE VARNINO PA77ERNS (TRUNCAIED MWES) SHALL BE REGUIPX,D ON ALL PUMLIC STREETS WITH A CURB
RE-7URN AND PRIVATE STREETS srAyma rrvE OR MORE LOTS.
DETECTABLE WARNING PATTERNS SHALL BE YELL13W IN CULOR, SET AND SECUREII IN CUNCRETE, AND SHALL MEET THE
DIMENSIONS AND SPACING SHO[WN.
6. FM NON -INTERSECTION CUR9 RAMPS [IN PRIVATE PROPERTY, THE STANDARD IIIARMDI PA77ERN MAYBE USED As
INDICATED IN METAIL.A.
----- ------- ------
-M
_"w- C-71 I. -T7 Y -F1_---E--0 .0
AF-VI IONS STANDARD DETAIL
"mys Ty DATE
A rjra&RT Qa�,gf"QZ.
D, UEBERT 06/27/03 CURB RAMP TYPE 6
No.
yeau.- E2.20
I 71!�� r
A I A, W
'r B
SCALE: NTS \1 .
1 1/40 CRUSHFn SURFACING
BASE COURSE CONFORMING TO 'hom
WSDOT 9-03(9)3 1. DEPTHS INDICATED ARE COMPACTED
THICKNESS.
2. ALL ASPHALT BASE COURSES
ASPHALT CONCRErE PAVEMENT,, (INCWDING S - UBGRADE AND BASE
HMA CLASS 1/20 PG 64-22 PER MATERIAL) SHALL BECOMPACTED TO.
WSDOT 9-03.8(6) AND 5-04 95% MAXIMUM DRY DENSITY PER
CN
ASTM D-1557. IF COMPACTION IS
NOT mEr, EXCAVATE AND. REPLACE
WITH 6"GRAVEL BASE PER WSDOT
4-02. GRAVEL BASE SHALL BE
X INCREASED AS REQUIRED TO
ACHIEVE A FIRM AND UNYIELDING
SUBGRADE.
-3. ASPHALT CONCRErE PAVEMENT
STABI . UZED SUBGRADE SHALL BE. COMPACTED TO AT LEAST
91% OF THE RICE DENSITY.
4. 3" OF ASPHALT'TREATED BASE (ATB)
ON TOP OF 0 OF. CRUSHED .
AGGREGATE CAN BE USED IN UEU
OF THE CRUSHED SURFACING BASE
COURSE SHOWN. ATB SHALL MEET
WSDOT SPEC. 4-06 AND, BE AT,
LEAST 80% OF THE RICE DENSITY.
ASPHALT PAVEMENT - STANDARD DUTY
E
SCAL.E.. ws
PROVIDE EXPANSION JOINT
SEAL WITH AN APPROVED SEALANT. A BOND WHERE PAVEMENT ADJOINS
BREAKING MATERIAL IS TO BE PROVIDED BUILDING, CURB, OR OTHER
BETWEEN THE JOINT FILLER AND SEAL STRUCTURE.
in I> JOINT FILLER
AS
V11111111114.
SEE PAVEMENT-/
cn
-V Lai= SECTION
SIDEWALK CONTROL JOINT
SIDEWALK EXPANSION JOINT
SCALE: NTS H
Li
18' THEW OPLASTIC STOP BAR
z (TYPICAL AT CONTFOL INTERSECTIONS
ONLY).
STRIPES SHALL START AND BE
CENTERED ON THE ROAD CENTERLINE.
STRIPES SHALL ALSO BE CENTERED ON
LANE DELINEATORS OF MULTILANE ROADS
4' (TYPICAL)
1' CLEAR SPACE BETWEEN STRIPES
(TYPICAL)
�5.5' O.Cj V X 8' THERMOPLASTIC STRIPES (TYPICAL)
1' CLEAR SPACE BETWEEN STRIPE AND
CURB (TYPICAL>
NOTE:
VHEN 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)
OF EDMONDS
REVV IONS
Wmmo BY DATE STANDARD DETAIL
fD.GEBERT 10/6/03 CROSSWALK DETAIL
DA , TE 7/24/01 NTS IDWO No' E3.2
L189O- 1 i9.90
CROSSWALK DETAIL
SCALE: NTS
CRUSHED SURFACING TOP SIDEWAIX CONCRETE
COURSE PER WSDOT PER WSDOT 8-14
9-03(9)3
t>
04
COMPACT SUBGRADE TO 95%
OF MAXIMUM DRY DENSITY PER
ASTM D-1557
CEMENT CONCRETE SIDEWALK
F
SCALE: NTS
1 1/2"
.0 0 60
Rl"� 10 10 RI!
TACK-tOAT
j \4
A
10
ASPHALT PAVING
5 \�� 5
'4
\�'//x x
CRUSHED SURFACING
D
TOP COURSE 9> t� 1> D,
1>
STABIUZED'EUBGRADE
7 1/2'
CEMENT CONCRETE CURB,
PER WSDOT SPEC.. 8-04
VERTICAL CURB
(j
SCALE: NITS
SCAI.E: Ts K
WIDTH SEE PLANS
RO.5w 10
1, 1 1/2"
TACK COAT
PAVING
PER PLAN
t> t>' I>
I> I>
C-4
CONCRETE WALK
CRUSHED SURFACING TOP
6 COURSE PER WSDOT 9-03(9)3
COMPACT SUBGRADE TO
95% MAXIMUM DRY DENSITY
PER ASTM D-1557
INTEGRAL CURB
SCALE: NTS
7.5"
5.5"
NOTE:
PROVIDE EXPANSION
JOINT IN CONCRETE CURB
AT 20' MAXIMUM SPACING
-PAVEMENT
a
4
A (3) #4 0 EQUAL SPACING
a
Go
A
#4 0 15' D.C.
9.5
7
EXTENDED CONCRETE CURB
r7
SCU-:NTS
w
Lu
()0
10 �Q_
0)
m
CR Lu
zw
LL >
0
a<.
co
C', a
I- N
k46431 ,,
IST
AL Y'
Z�K
0
z
�49
z
CO
0)
0
>.
04
Bo
Z
<
Zt
0)
0
0
a
uj
co
mt:z
z
0
cl)
cl
w
1w.
uj
z
0
U-
wC'4
co
uj
REVISIONS
ACITY
COMMENTS 05.12.2011
CITY COMMENTS 06.16.2011
DATE
06.16.2011
8CRANO.
10139
CADD FILE
10139Q_C211.DWG
SHEETTITLE
SITE & SURFACIN G
DETAILS
D f-1
uk.,RA 99
OCOPYRnff 2MI -13CRktNG.AUFdG==ERVW
SHEET
C201 1
1
R-1 EE s u 8
JUN 17 2011
rAUILDING DEPARTIAE14T
CITy OF u,:DMONDS
Q I
C-)
C)
--.1
V)
C-D
C)
O:f
IL
M
M
LLJ
:z
C)
C�
t2
!R,
U)
15
ri
X
LL.
rl
�2,
C14
12
0
CL
CENTRAL 7 10 TRUCK NOTE
ISLAND APRON
61/2, 2' 1. See Standard Plan F-30.10 for Curb Expansion and Contraction Joint spacing.
112* R. 1. R. FACE OF CURB
TRUCK Io* ROUNDABOUTLANE TRUCK 1(r V.0. ROUNDABOUTLANE
APRON APROW
FACE OF CURB MATCH TRUCK 7' V' FACE OF CURB R.
MATCH TRUCK
SLOPE SLOPE CEMENT CONCRETE OR
APRON APRON MATCH ROUNDA13OUT 5
1W R. 10 R. 1W It LANE CROSS SLOPE ASPHALT CONCRETE
TRUCKAPRON 11A- n. TRUCKAPRON SIDEWALK OR PATH
TRUICKAPRON R.
ROUNDAHOUTLANE ROUNDABOUTLANE
-7
18"PREMOLDED JOINT FILLER
11D D CEMENT
3
CONCRETE SInEWALK)
CEMENT CONCRETE
PEDESTRIAN CURB
ROUNDABOUT CENTRAL ISLAND ROUNDABOUT TRUCK APRON ROUNDABOUT TRUCK APRON
CEMENT CONCRETE CURB: CEMENT CONCRETE CURB CEMENT CONCRETE CEMENT CONCRETE
10 R. CURB RAMP. LANDING,
CURB AND GUTTER OR DRIVEWAY
V Rz
VARIES ENTRANCE
FROM
FACE OF CURB FACE OF CURB FACE OF CURB FACE OF CURB
VARIES 12"TO 24* IrTOV
VARIES 6 1W 8 lir
VARIES FROM S` TO W.
I" 10P TO 22' 1" MAINTAIN IH: OV SLOPE
VAPASSI ON SIDE OF CURB
(SEE GONTRAOT) I" R. 318" PREMOLDED
1" FL It MATCH ROADWAY MATCH ROADWAY MATCH ROADWAY JOINT FILLER
MATCH ROADWAY SLOPE
PE SLOPE ZWtIr
ROADWAY ROADWAY CEMENT CONCRETE
I R. IW R. ROADWAY IM"Rlr
RQADWXY Ire R.� Lc-)% PEDESTRIAN. CURB
... .... AT CURB RAMPS. LANDINGS,
AND DRP4EWAY ENTRANCES
20
<�> FLUSH WITH GUTTER PAN AT CURB
RAMP ENTRANCE - I/r VERTICAL UP
11 ir2* AT DRIVEWAY ENTRANCE
DUAL -FACED CEMENT CONCRETE CEMENT CONCRETE DEPRESSED CURB SECTIO14 ri
TRAFFIC CUR13 AND GUTTER TRAFFIC CURB AND GUTTER AT CURB RAMPS AND FE 0
DMEWAY ENTMNCIES
FACE OF CURB VARIES 112"TO 2N' FACE OF CURB FACE OF CURB
- S FA CE OF CURB
VARIES 71W
ill - 10"TO 22" .16 610
3 se 14
I(SEE CONTRACT) 3-1 4- 1 rrv,$
11R. -�r \- 11 R. U21 IR lir R. T, L N.,.- jig
ROADWAY ROADWAY 6 ROADWAY ROADWAY Rill
2 CEMENT COMPRIETE CURBS
STANDARD PLAN F-40.12-01
SHEET I OF I SHEET
-V4' APPROVED FOR PUBLICATION
Pasco Bakodch 1// 06-03-10
DUAL -FACED CEMENT CEMENT CONCRETE MOUNTABLE CEMENT
CONCRETE TRAFFIC CURB TRAFFIC CURB CONCRETE TRAFFIC CURB
CEMENT CONCRETE PEDESTRIAN CURB
71.
LIP
TO
SEE DETAIL
ABOVE
VARIES
ADD 2' CSTC
BELOW CONCRETE
zd� P
1%4
SECTION A -
SLOPE MAY BE REVERSED TO IMPROVE ACCESS TO GRADE TO
SITE.
NOTE:
1. IF DRIVEWAY WIDTH EXCEEDIES 15', INSTALL A FULL, DEPTH EXPANSION JOINT.
2. THE ACCESS APRON SHALL BE A MINIMUM OF' 6' THICK AND SHALL BE PLACED ON 2'
OF %' CSTC AND COMPACTED GRADE,
3. MATERIALS- CONCRETE SHALL BE CLASS 3- 3000 PSI,
4. CITY ENGINEER SHALL DETERMINE APPLICABLE COMMERCIAL TYPE ENTRANCE BASED ON
LOCATION AND OTHER SITE CONDITIONS.
"O'ND
C.-I-TY M'. -'N I* S...
REVISIONS
APPIWWM By DATE STANDARD D ETAI L
MULTI-FMILY/ COMMERCIAL ENTRANCE
DATE Dwo NO.
8/17/05 NTS E 2.27.2
Q A
MULTI FAMILY /COMMERCIAL DRIVE ENTRANCE.
C
SCALE: NTS
SCALE: NTS
VARIES SEE CONTRACT PLANS
BROOMED SEE NOTE I VARIES - SEE CONTRACT PLANS
BROOMED
CEMENT CONG. PEDESTRIAN CURB (TYP.) 31W EXPANSION JOINT SEE NOTE I FINISH [TYP.)
(WHEN SPECIFIED IN CONTRACT) SEE STANDARD PLAN F-3tL110 ENTRANCE
r SIDEWALK
SEE STANDARD PLAN F-10.12
(rYP.)
CEMENT CONC. SIDEWALK CEMENT CONCRETE
V, FL - 61DEWALK
-4 INT (TYP.)
P F-30.10
MATCHSIDEWALKWI TH
SEE CONTRACT PLANS
-W-Cr-MIN.
CEMENT CONCRETE C DRIVEWAY
CEMENT CONCRETE & GUTTER (SEE NOTE 3) 51 - W 2'- 6�. TAPERITYP.) rrl- DRIVEWAY ENTRANCE
PLAN VIEW CURB& GUTTER J i --�
TYPE I (SEE NOTE 3) NOTES (TYP-) PLAN VIEW SIDE SLOPE (TYP.)
I . When the dfiveway width exceeds 15 feet, construct a full depth
IIY MAX. SEE NOTE 6 VARIES - SEE expansion joint with 3W joint filler along the driveway centerline. TYPE 2
GRADE CONTRACT PLANS� See Standard Plan F-30.10.Construct expansion joints
BREAK -\ . Irr MAX. LIP BETWEEN
GRADE BREAK pamilel with the centarline as required at 15 %at maximum
NO� STEEPER THAN E CONTRACT PLANS SEE CONTRACT PLANS ROADWAY GUTTER & CURB.
T
R
211
M ROAD GRADE CA MAX spacing when driveway widft exceed 30 feet. 4'-0`M1N OR SEE CONTRACT PLANS
2. Sao Standard Plan F-30.10 for sidewalk details.
DEPRESSED CURB
2.0% MAX to GUTTER (SEE NOTE 3)
PEDESTRIAN RAMP 3. Curb and gutter shown; we the Contract Plans for the
RAMP curb design specifted. See Standard Plan F-10.12
CEMENTCO�NCRETE ORADF 318' EXPANSION JOINT CrYR) for Curb Details. DRIVEWAY
SIDEWALK (TYP.) BREAK SECTION - SEE STANDARD PLAN F-30.10 (SEE NOTE 7)
4. Avoid placing. drainage structures, junction boxes 3V EXPANSION JOINT (TYP.) UVEWAY RAMP
I/Z'MAX LIP BETWEEN or other obstructions In front of driveway entrances. SEE STANDARD PLAN F-30.10 SECTION C
ROADWAY GUTTER & CURB,
SEE CONTRACT SEE CONTRACT OR SEE CONTRACT PLANS 5. Where "GRADE BREAK'le called out, the entire length of the
11r R. PLANS . PLANS DEPRESSED CUR13 line between the two adjacent surface planes shall be flush.
& GtMER 6. The curb ramp maximum running slope shall not require the
Oyp-) SEE CONTRACT PLANS EE NOTE 3) LEGEND
L ............. 2.0% MAX ramp length. to exceed 15 feet to avoid chasing the slope
indefinitely when connectng to steep grades. When SLOPE IN EITHER DIREC71ON
applying the 16 foot max. length, the running slope
DRIVEWAY RAMP of the curb ramp shall be as flat as feasable.
DRIVEWAY 31W EXPANSION JOINT (TYP.) 7. Pay item does not Include driveway.
(SEE NOTE 7) SEE STANDARD PLAN F-30.10 See Contract Plans.
SECTION
"CEMENT CONCRETE DRIVEWAY 'CEMENT CONCRETE DRIVEWAY 1ATt
W ENTRANCE TYPE V PAY LIMITS ENTRANCE TYPE Z'PAY LIMITS
ON A 1.
DRIVEWAY DRIVEWAY ..........
LL (SEE NOTE 7) CEMENT CONCRETE
(SEE NOTE 7) ........
DRIVEWAY ENTRANCE
CL 4000 CONCRETE TYPES ll 213 & 4
CL. 4000 CONCRETE
PER STANDARD OPEC. &-"3 ..... STANDARD PUM F-130.1"I
PER STANDARD OPEC. M.3 .......
ISOME7RIOVIEW
TYPE I PAY LIMITS
CEMENT CONCRETE DRIVEWAY ENTRANCE
CITY INSPECTION REQUIRED ON FORM
WORK PRIOR TO POUR I
V R
V BATTER
.4 .
1'R
0.05 FT/FT.
4
0 4
4
4
A
4.. -A 6'
.4 4
4
4
18' STANDARD
24' ARTERIAL
NOTESi
1. FORMS SHALL BE TRUE TO LINE AND GRADE
AND SECURELY STAKED.
2. EXPANSION JOINTS SHALL BE PLACED ADJACENT
TO CINTCH BASINS.
3. EXPANSION JOINTS SHALL BE EVERY 10 FEET
AND DUMMY (CONSTRUCTION) JOINTS EVERY 5 FEET,
4, -EXPANSION JOINTS SHALL HAVE 1/2' TO 5/8' WIDE
PREMOLDED JOINT FILLER.
5, CONCRETE SHALL BE CLASS 3- 300OPS1.
6. FINISH SHALL BE LIGHT BROOM. aA-f ow
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,
D NA-0 --N'*".**b s....
REVISIONS
APPFMVED BY I _DATE STANDARD DETAIL
D, GEBERT 4/27/05 STANDARD'TYPE "A"CURMUTTER DETAIL
D. GEBERT .4/2/07 DATE N . 0.
a 7/24/0, NTS 1', E2.8
CURB & GUTTER
....... SHEET 1 OF 2 SHEETS
APPROVED FOR PUBLICATION
Pasco Sakodch Iff 06-03-10
.,..,:.ASOMETRIC VIEW Afth. VATE MMON &40"M DATE
Wagg" $We Dopmarnem of TrompotWlon
TYPE 2 - PAY LIMITS
SCALE: NTS
0
Z
LU
13
0
z
Lu
>
C.)
LL
NILEAr
C. o 1 0"
CIO
46431
-"ORAL V`
0
z
zC0
CDC�
0
z�
<
CO
CO
0)
0
W
0
d
z
'0
co
UJ
Z
0
L
W
'N
0
Lou
REVISIONS
CITY COMMENTS 05.12.201.1
ACITY
COMMENTS.06.16.2011
DATE
.06.162011
BCRA NO.
10139
CADD FILE
10139CC212.DWG
SHEETTITLE
SITE & SURFACING
DETAILS
"D C"T
13CJ tA via
0"VMHT 2MI -5CPA1W.AUM MREGER&D
SHEET
C2.0.1 2
flal. k:- S U DF11
. JUN 17 2011
7WILDING DEPARTMENT
CITY OF EDMONDS
C)
C3
ck:
Q-
ck:
U)
CD
oi
I
.2
C)
CD
Co
0
X
h;
E
�2
GMDING PLAN
A PORTION OF THE S.W.1/4 OF SECTION 25, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M.,
CITY OF EDMONDS, SNOHOMISH COUNTY, WASHINGTON
�v
i Cl
o
"o,
S�
273.89 (EX�ST-)
273.8
j73 061"',
# r5
12"
-�M
276.83
)r
.2
27g. 1
8
�24
2.7638
277.38 277.11
276.83 276.4\ 6
27?,248
276.40 oO
27721 277.00\
277.19
276.51
FFE=277.50 00,
00
277.39, 276.
0
277.48 .6
277.48
,276.87
I o
277.31
'277 4o 276.72///
IN
277.48
278 77
276.82 278.'�� (EXI'ST.
277.48
277.25
276.84
277.18
277.27 277.35
278.82
277.53
276.85 279.11
277.25
277.34
276.9 .,.(EXI§T.) 278.04
27B 277.49 27!�5,4 (66T.).
278.11
2/8.19
278.19
279.07
'2-77.k7 -Oigf.) 279.25
\ 6k---q" C, .1
To 280.21
27 .51��'(RtST-)
2
8.23 80.21 \EXIST.)
278*4b 27 280.15
2 X T...,� 278.40 278.48 280.20
�-279.96
278.57
278.90
279.88
�79.611
278.57
279.01
2/8.66
V�- - -1 281.62
2 7 9. 0
- - -278-.85-
278.98 (E/Xl t2, �040 279.0 1/6" 00 279.06 281.68 IST.)
279.6 T/C - 279.3
280.3 T/(,; 4 0;
281.67
kl MAX. SLOPE V)
,280.7 T/C 04
281.50,(EXIST.)
281.47 (ERIS-T.)
281.2 T/C 282,10 (EXIST.)
28206 (EXIST.)
"-282.43
0*1
28�.37 (EXIST.)
21-
24�32 (EXIST.)
P.P1:1110VED AS NOTED
BY 'ENG Ir-, NG
�82. 0 EXI
282.38,4EXIST.) 282.195 n'.
20 10 0 20
.282.95 (ixfs- .
11.2&Z..,95 (EXIST.) 11-1
SCALE: l' 20"
lbi�NE'R/CONTRAIDTOR IS RESPONSISL . E FOR
EROSION CONTROL AND DRAINAGE,
ALL E-XPW-;ED SURFAat-5 TO
BE COVERED WITHIN 2 DRN
I LEGEND I
PROPERTY / BOUNDARY LINE
.,,,-276.85
SPOT ELEVATION
2.00%
SLOPE ARROW
-280-
PROPOSED CONTOUR*
BUILDING FOOTPRINT
EXISTING CONTOUR
STORM STRUCTURE
F-1
SIDEWALK RAMP
TEMPORARY SEDIMENT TRAP
------ 0 13
FILTER FABRIC FENCE
SHEET NOTES:
MATCH. EXISTING GRADES.
SLOPE IN. ADA PARKING STALL AND LOADING ZONE
SHALL NOT EXCEED 2.00% IN ANY DIRECTION.
GMDING NOTES:
1 . THE. EXISTING SITE SOILS REQUIRE PROPER COMPACTION PRIOR TO
PLACEMENT OF BUILDING, PAVING, AND UTILITY IMPROVEMENTS.
2. THE SPOT ELEVATIONS INDICATED ON THIS PLAN REPRESENT THE DESIGN
TOP OF PAVEMENT UNLESS OTHERWISE SPECIFIED.
3. CONTRACTOR SHALL ASSURE POSITIVE DRAJINAGE AWAY FROM BUILDINGS
FOR ALL NATURAL AND PAVED AREAS AND SHALL GRADE ALL AREAS TO
PRECLUDE PONDING OF WATER.
4. APPROXIMATE EARTHWORK QUANTITIES
CUT. 130 CY
FILL- 290 CY
NEr. 160 CY (FILL)
BUILDING FOUNDATION VOLUME: 120 CY
THE QUANTITIES ABOVE ARE SHOWN ONLY M MEEr THE CRY OF
EDMONDS DEVELOPMENT REQUIREMENTS. THEY ARE NOT TO BE USED
FOR ESTIMATING OR BIDDING'PURPOSES. THE CONTRACTOR IS
RESPONSIBLE FOR PERFORMING HIS/HER OWN CALCULATIONS TO
DETERMINE ACTUAL EARTHWORk QUANTITIES.
5. CONTRACTOR TO CONTACT CITY OF EDMONDS DEVELOPMENT SERVICES
DEPARTMENT WHEN BOTTOM OF FOOTING ELEVATION IS DETERMINED FOR
PROPOSED BUILDING BY STRUCTURAL ENGINEER:
Know what's. belowo
Callbefore you dig.
0
Uf
C4 z
U.
co
U, CD
cq 0
I-- cq
L
V
1p - IST
10-NA L
z
C/)
>-
<
?�.
C.4
co
0)
0
LLI
t'"'I
%.Of
co
a
z
I
-
Uj
co
Wm'.
ll�
0
cl)
z
0
L
0)
I-L
0
0
C14
co
0
2
Ul
w
REVISIONS
CITY COMMENTS 05.12.2011
CITY COMMENTS 06.16.2011
DATE
06.16.2011
BCRA NO.
10139
CADD FILE
10139C C30l.DWG
SHEET TITLE
GRADING PLAN
opim
'D r'ID A
CCWYMKr 20il - BWAIWIALLI
SHEET
C3201--
R FE-234 U B -
JlJN 17 2011.
PUILDING DEPARTMENT
CITY OF FEDMONDS
W
L.Lj
M
V)
C)
C!
::z
0i
t2
C2
I---
C)
C)
C�
C)
C�
C-)
E
CL
C=)
0
M
STORM DRAINAGE PLAN
k
A PORTION OF THE S.W.1/4 OF SECTION 25, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M.
CITY OF EDMONDS, SNOHOMISH COUNTY, WASHINGTON
'y
2"
. . . . . . . . . .....
CA TCH P10t f
RIM 2 7.-5, 3 4, TYi-)E" U
1 40, 4
V I.E. 2 91, 2'4'--'-0.N1C. S.F.
14
CAi*CH 61AS
11. 272M. S.-
TYPE 1
CB#3
RIM:
w 276.01
IE: 272.8± 8" (NE) EXIST.
-w X
CA RAS'ifV
"x" j-,
71.
% 2 LE. 21 49, 70",14E TIA!
I C�'
HEk1RIN6bONE GRATE
wt
it� '110 srA.- \1,j+6B.56\,Qff-. t.�OR
SDR
IE �UT- 2�q.51'�V "N
A \RIM.- 276,51
IE- 272.08 \16U, 8*0 PVC SDR35 0 1.00%
Al�
3
STA: 11+77.87 OFF: 13.04R
FFE-�277.5G "0 X RIM'.\\276.76
20LF 4eO
-17 .35 8*' (N)
IE IN. 0
SDR�5 0 7.75%
0. X IE IN: 2 10.35 4" (W)
I OLF
SDCO
4" -'IE: IN-270.35 6" (NW)
RIM: 216.60 HOPE
RCS ---\ .. IE \OUT. 270
/0 IE.- 210.48 .35\ 1, 24 (SE)
SANII'ARY SEWER k1AWi,;,LE
t?!1,/ 274.99. LAMER N.E.
,7.
11 2h 16, 24,"C0-'-4C. S. F. 5
7
7 2 6, 24"
1 9LF sow,Vo
/PVC SO 0 4
3
2.0
V
V.-
5 00 DR35 0 1.17%
IE: 270.26
SDCO' IE: 270.25
4LF 4*0 SDR35
RIM: 276.84
0 5.00%- IE.- 271.06 TYP. 6 1
21
90
N-
/ q4
2"
Nk
x.�
6-
.000
.000 CP
v
Ir
A-'�PPROVED AS 11 ED
"A
20 10 0 20
'y MAMLIXE
P
SCAL.E. 1`- 20'
;VM, Z8 4.., 1, LAbDER N.'
2 72. 6 6 10.'N. - - -----
24 ------
1. E. �'7
--I %Al
L..�
ALL EXPW-;ED SURFACES -10
COVEREr) VVITHIM.2 PA'16
Appiloant shall repair/replace all damage to
ultilitles or frontage Improvements In City
dghtof-way per City standards that Is caused
of occurs during the permitted pro*t*
ILEGEND . -I
PROPERTY / BOUNDARY LINE
BUILDING FOOTPRINT
RD-
I'D
ROOF DRAIN
FO OTING DRAIN /e �G
STORM DRAIN
rc
CLEAN OUT
\C4.1 V
DS
DOWNSPOUT
STORM STRUCTURE
CATCH BASIN TYPE I
7 '7
EXISTING, CONTOUR
-273
PROPOSED CONTOUR
PIT DRAIN
TEMPORARY SEDIMENT TRA P
SHEET NOTES:
(14) STORMTECH TU SC-740 CHAMBERS AND END CAPS PE%SHEET C4.12.
LONGITUDINAL AND CROSS SLOPE OF TOP OF STORMTECH CHAMBERS, BASE OF
STONE, AND STONE SHALL BE ZERO (LEVEL).
<D (3)-27- CARTRIDGES IN CONTECH'MANHOLE STORMFILTER WITH OPEN GRATE \� �AC4.711
CONNECT TO ROOF DRAIN SYSTEM, SEE MECHANICAL PLANS FOR CONTINUATION.
STORMTECH ISOLATOR ROW PER DETAIL 7
4.1
TM
STORMTECH INSPECTION PORT PER DETAIL
PIT DRAIN PER DETAIL le F"�
\ 4 U-1
CONSTRUCT TYPE 1 CATCH BASIN OVER EXISTING STORM DRAINAGE PIPE.
CONTRACTOR SHALL POTHOLE AND FIELD VERIFY EXISTING PIPE LOCATION AND
INVERT ELEVATION PRIOR TO. CONSTRUCTION. NOTIFY ENGINEER IF EXISTING
CONDITIONS CONFLICT WITH PROPOSED DESIGN.
STORM NOTES:
1 FOR EXISTING SYMBOLS REFER TO TOPOGRAPHICAL
SURVEY SHEET.
2. STORM DRAIN LINE MATERIAL TO BE PVC, UNLESS
OTHERWISE SPECIFIED.
3. ROOF AND FOOTING DRAIN LINES ARE LOCATED ON
PLANS FOR CLARITY AND ARE TO BE PLACED IN
ACCORDANCE WITH STANDARD. PRACTICE.
4. BURIED UTILITIES ARE SHOWN IN THEIR APPROXIMATE
LOCATION. PRIOR TO INSTALLATION OF ANY PROJECT
IMPROVEMENTS, CONTRACTOR SHALL VERIFY LOCATION
AND ELEVATION OF EXISTING UTILITIES. IN THE EVENT.
OF ANY DIS CREPANCY FROM THE INFORMATION
PRESENTED ON THESE PLANS, CONTRACTOR SHAH
NOTIFY THE DESIGN ENGINEER OF THE SITUATION
IMMEDIATELY.
5. CONSTRUCT ALL UTILITIES IN CONFORMANCE WITH THE
TRENCH SECTION DETAIL UNLESS OTHERWISE INDICATED
ON PLANS.
6. ALL CATCH 13ASINS ARE TO BE SITUATED SUCH THAT
THE OUTSIDE EDGE OF GRATE FRAME IS AT TOE OF
CURB OR FLOW LINE OF GUTTER (WHERE APPLICABLE).
7.. ALL CATCH BASINS IN PAVED AREAS SHALL BE
DEPRESSED 1/2' TO 1* BELOW GRADE SHOWN AND
SHALL HAVE TRAFFIC BEARING RING AND COVER.
8. CATCH BASIN INLET PROTECTION TO BE USED FOR ALL
NEW INLETS, EXCEPT FOR INLETS WITH SOLID LIDS,
UNLESS OTHERWISE SPECIFIED ON PLANS.
rbi�N'ERICONTRACTOR IS RESPONSIBLE FOR
EROSION CONTROL AND DRAINIAGE
Know whaftbelown
F11GOOF-WAY CONSTRUCTION PERmIr
ECTION REQUIRED .
AND INSPL Call before you dig.
Sm
0 N
Z
00
Ln
(n
M
C9 :D
z
U.
10
a<
co
C.4 0
N
4(431
Ay 01ST
0X kL
Owl(
0
z
z
in
U)
00
D
0
Z
r"N
3�
cr)
0
0)
W
co
%..f
z
0
2
CQ
0
0
Lij
Z
0
0.
U.
w
C14
(0
UJI
REVISIONS
A CITY COMMENTS 05.12.2011
CITY COMMENTS 06.16.2011
DATE
06.16.2011
BCRA NO.
10139
CADD FILE
10139C C40l.DWG
SHEET T17M
STORM DRAINAGE
PLAN
RA.
-13%larx-f-v
vcwywtfr 2m -aCRA,1N0.ALL1
SHEET
Q4v01
JUN 17 2011
,'t',UILDING DEPARTMENT
011-Y OF E-DIVONDS
cn
CD
V)
C.D
ck�
M
C-)
C-)
�E
2n
(n
C3
M
0
LL4
=3
C-)
LLI
U)
C)
C�
:�E
oi
t2
C
�R
b"
C)
C)
C)
W
LLJ
CL
X
LL_
0
CL
(1)
OUTLET
4-
SUMP
A
A
48' I.D. MANHOLE
STRUCTURE
TOP SLAB ACCESS
(58') O.D.
SEEFRAMEAND
COVER DETAIL
PLAN VIEW
STANDARD OUTLET RISER
FLOWKIr.40A
MANHOLE STORMFILTER - PLAN VIEW (**_1�
CONTRACTOR TO GROUT TO
FINISHED GRADE
GRADE
RINGIRISERS
r-T
.4
FLOATABLES
BAFFLE
0
a-
LLJ
4
IL
0
V)
%
:3
z
'j
KSump
FILTER CARTRIDGE
V
FLOW KIT
nuTLF-T
HDPE OUTLET RISER
SECTION A -A
MANHOLE STORMFILTER - SECTION VIEW
0 10".
The Stormy/ater.Managment -
StormFilter"
1HU T��CT 1JX? iE MOTEUM BY C44E CRLWE�'W FkX�Ril 1
UAMISOS,
02006 CONTECH Stormwater Solutions
Aft;i�UJVW^Ull PRECAST 48" MANHOLE STORMFILTER DRAWING
W.WV41FIVIR MO. Owl
PLAN AND SECTION VIEWS
STORMWATERIIIIIIIIIIIIIIII.000w�.
STANDARD DETAIL
�__T -I- F
DATE: 09/26/05 NONE T
contechstormwater.com S=E' FILE NAME: MHSF3-48PC-DTL DRAWN: MJW CHECKED:ARG
STORMFILTER /07
SCALE: NTS A
RIGID FLEXIBLE
(DI, CONC) (CPEP, CMP, PVC)
BACKFILL WITH BANA RUN
GRAVEL FOR TRENCH BACKFILL
dP A
MATERIAL
OR SUITABLE NATIVE
N
W W
41R,
PIPE AS SPECIFIED ON
8
PLAN OR SPECS
K
.14 Z, iok -
X
0
. . . . . . ... . . . . . . .
PIPE BEDDING OR . . . . . . . .. .
2�
SUITABLE NATIVE
MATERIAL, MEETING
WSDOT 9 03.12(3)
N
NOTES
1. BACKFILL MATERIAL SHALL NOT HAVE ROCKS PARTICLES LARGER THAN 1 WITHIN 12" OF THE PIPE. BACKFILL
MATERIAL SHALL BE PLACED IN 8" MAXIMUM LOOSE LIFTS AND COMPACTED TO 95% MAXIMUM DRY DENSITY PER
MODIFIED PROCTOR TEST (ASTM D_ 1557).
.2. CONSTRUCT ALL UTILITIES IN CONFORMANCE WITH THIS DETAIL UNLESS INDICATED OTHERWISE ELSEWHERE ON
THE PLANS.,
3. ALL TRE NCH EXCAVATIONS SHALL BE SLOPED, SHORED, SHEETED, BRACED, OR OTHERWISE SUPPORTED IN
COMPLIANCE WITH OSHA REGULATIONS AND LOCAL. ORDINANCES.
4. IF ORGANIC PEAT IS ENCOUNTERED DURING U11UTY EXCAVATION, OVEREXCAVATE TRENCH TO INCREASE PIPE
BEDDING DEPTH TO 18' OR MORE AS REQUIRED TO.COMPACT BEDDING TO FIRM NON -YIELDING CONDITION.
STORM TRENCH SECTION
E
SCALE: NTS
STORMFILTER DESIGN NOTES
STORMFILTER TREATMENTCAPACITY IS A FUNCTION OF THE CARTRIDGE SELECTION AND THE NUMBER OF CARTRIDGES. THE STANDARD MANHOLE
STYLE IS SHOWN WITH THE MAXIMUM NUMBER OF CARTRIDGES (3). VOLUME SYSTEM IS ALSONVAILABLE WITH MAXIMUM 3 CARTRIDGES.
045 MANHOLE STORMFILTER PEAK HYDRAULIC CAPACITY IS 1.0 CFS. IF THE SITE CONDITIONS EXCEED 1.0 CFS AN UPSTREAM BYPASS STRUCTURE IS
REQUIRED.
CARTRIDGE SELECTION
CARTRIDGE HEIGHT 27- 18" LOW DROP
RECOMMENDED HYDRAULIC DROP.(H) 3.05! 2.3! 1.&
SPECIFIC FLOW RATE (gp!*sQ 2 gpmtW �1 gpMM2 2 gpm/fF 1 1 gpm/ft- 2 gpm/ft2 1 gp'mtft2
CARTRIDGE FLOW RATE OPM) 22.5 1 11.25 15 7.5 10 5
SITE SPECIFIC
DATA REQUIREMENTS
STRUCTURE ID
CB#2
WATER DUALITY FLOW RATE (Cfs)
0.0527
PEAK FLOW RATE (ds)
OA1
RETURN PERIOD OF PEAK FLOW (yrs)
100
# OF CARTRIDGES REQUIRED
3
CARTRIDGE FLOW RATE
11.26
MEDIA TYPE (CSF, PERLITE, ZPG, GAC, PHS)
ZPG
PIPE DArA: -
I.E.
MATERIAL
DIAMETER
1NLETPPE#j
N/A
N/A
N/A
INLET PPE IQ
NIA
N/A
N/A
OUTLETPIPE
270.51'
PVC
8"112*
RIM ELEVATION
ANTI -FLOTATION BALLAST
WIDTH
HEIGHT
N/A
N/A
NOTES/SPECIALREQUIREMENTS:
STANDARD 30*0 FRAME AND COVER TO BE
REPLACED VATH INLEr FRAME AND GRATE
FRAME AND COVER SPECIFIED ON SHEET C4.01..
(DIAMETER VARIES) PE'REIIGINEEROF RECORD
N.T.S.
GENERAL NOTES.
1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE.
2. DIMENSIONS MARKED WITH () ARE REFERENCE DIMENSIONS. ACTUAL DIMENSIONS MAY VARY.
3. FOR SITE SPECIFIC DRAWINGS WITH DETAILED VAULT DIMENSIONS AND WEIGHTS, PLEASE CONTACT YOUR
CONTECH CONSTRUCTION PRODUCTS REPRESENTATIVE. www.contech-cpi.com
4. STORMFILTER WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION
CONTAINED IN THIS DRAWING.
5. STRUCTURE SHALL MEET AASHTO HS20 AND CASTINGS SHALL MEET AASHTO M30.6 LOAD RATING, ASSUMING
GROUNDWATER ELEVATION AT, OR BELOW, THE -OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TO
CONFIRM ACTUAL GROUNDWATER ELEVATION
6. FILTER CARTRIDGES SHALL BE MEDIA -FILLED, PASSIVE, SIPHON ACTUATED, RADIAL FLOW, AND SELF CLEANING.
RADIAL MEDIA DEPTH SHALL BE 7-INCHES. FILTER MEDIA CONTACT TIME SHALLBE AT LEAST 39 SECONDS.
7. SPECIFIC FLOW RATE IS EQUAL TO THE FILTER TREATMENT CAPACITY (gpm) DAIIDED BY THE FILTER CONTACT
SURFACE AREA (sq ft).
INSTALLATION NOTES
1. ANY SUB -BASE, BACKFILL DEPTH, AND/OR ANTI -FLOTATION PROVISIONS ARE SITE -SPECIFIC DESIGN
CONSIDERATIONS AND SHALL BE SPECIFIED BY ENGINEER OF RECORD.
2. CONTRACTOR TOPROVIDE EQUIPMENT WITH SUFFICIENT.LIFTING AND REACH CAPACITY TO LIFT AND SET THE
STORMFILTER STRUCTURE (LIFTING CLUTCHES PROVIDED).
3. CONTRACTOR TO INSTALL JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS AND ASSEMBLE STRUCTURE.
4. CONTRACTOR TO PROVIDE, INSTALL, AND GROUT INLET PIPE(S).
5. CONTRACTOR TO PROVIDE AND INSTALL CONNECTOR TO THE OUTLET RISER STUB. STORMFILTER EQUIPPED WITH
A DUAL DIAMETER HDPE OUTLET STUB AND SAND COLLAR. IF OUTLET PIPE IS LARGER THAN 8 INCHES,
CONTRACTOR TO REMOVE, THE 8 INCH OUTLET STUB AT MOLDED IN CUT LINE. COUPLING BY FERNCO OR EQUAL
AND PROVIDED BY CONTRACTOR.
6. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO PROTECT CARTRIDGES FROM
CONSTRUCTION -RELATED EROSION RUNOFF.
'file slaralwater Nlarlage��111
StorinFilter
7.4,� FM:N^,T VAY EE PR6TZ"ED bY ME Cakri�StF THE FOURo��3
UI.PATUM
02006'CONTECH Stormwater Solutions
SFMH48
STORIVIFILTER
STANDARD DETAIL
"-���SOLUTIONS.
I CHECKED: A7G I
contechstormwater.com DATE: 09/26105 SCALE: NONE FILE NAME: MHSF3-48PG-DTL
3s
PLAN
SCALE: NTS
STORIVIFILTER 2
M
SCAl F: NTS \11--13,
q-
1/2
STAMP WITH WORD
"STORM"
A A
V. a 4 �i
1/2- WIDE$
1/8- HIGH
RAISED
BORDER
PLAN PROVIDE MErALLIC LOCATE TIPE
1' ABOVE 12" PVC PIPE
F1 BRE JOINT
PACKING
8 3/4
SAME MATERIAL AS
STORM OR SEWER
rM PIPE
X, REDUCING -WYE
NA
NZ 12"4` OR
7 8"X6" FOR STORM
7 3/4- 2
01 8
15" 71r_
SECTION A -A
CAST IRON RING AND COVER
STORM CONVEYANCE
ELEVATION
rs
45' BEND -A
Example of Turf 'with Compost -Amended Soil
PLUG
GRASS 5EED OR SOD
I N to I % Inches of compost
Incorporated to final depth of 8 Inches
Additional topsoil added, if
neoessary (see Table 1)
T.
Modified from City of Seattle,2009. Stormwater Manual Vol. 3 of 4: Slormwater Flow Control and Water Ouality Trealment Technical
Requirements Manual, Department, of Planning and Development, Directoes Rule 17-2009 and Seattle Public Utilities, Director s Rule 2009-005.
COMPOST -AMENDED SOIL
SCALE- NTS E
TOP OF PIEZOMETER SHALL EXTEND 6"
ADAVIC 'rf%D AC Orr nDAIKI AKIPC
ASSOCIATED EARTH SCIENCE, INC. HAS
APPROVED PIT DRAIN, PIEZOMETER CAN BE
CUT FILUSH WITH TOP OF PIT DRAIN OR
PULLED OUT.
.:STORMTECH CHAMBER STO - N. E. -i3X§E .
SEPERATE BY 10'
ELEV. 269.20 EDGE TO EDGE (TYP.)
PIT DRAIN
PEA GRAVEL WATER SETTLED AFTER
PLACEMENT. RADATION SHALL CONFORM
2"0 PVC` PIEZOMETER WITH
MANUFACTURED SCREEN AT TO. THE'FOLLOWING:
BOTTOM IN TWO OF THE
THREE PIT DRAINS TO ALLOW
PERFORMANCE TESTING, IF o",
NEEDED
X/
ELEV. 255.00
CVICTIK1f%_ CnIl
AN ASSOCIATED EARTH SCIENCE, INC.
REPRESENTATIVE MUST BE PRESENT
AT ALL TIMES.DURING ADVANCEMENT
AND BACKFILLING OF PIT DRAINS.
SCALE: NTS
SIEVE SIZE
PERCENT FLOW
1/2"
100
3/8"
90-1 00
#4
5-15
#8
0-10
#100
0-0.6
#200
0.04
#270
0.02
ROOF DRAIN (TYN.
(DO NOT CONNECT
WITH FD LINE) '
GEOTEXTILE 111�
FABRIC (MIRAFI__N,��
140--N)
GRAVEL BACKFILL----
FOR DRAINS PER
WSDOT 9-03.12(4)
FOOTING DRAIN
r-NATIVE SOIL
OR TOPSOIL
ci nor Tn nRAtij
EXTERIOR
WALL
FREE-DRAINiNG
GRANULAR
BACKFILL PER WSDOT
6" DIAMETER PERFORATED
PVC WITH PERFORATIONS
DOWN
' G
SCALE: NTS `(
2 2!
8
Cn
00
co
't D
t� 11�
CR W
21
C4 Uj
U_ >
co
C.4
I.- C4
z
z
C)
04
00
ZCD
U)
0 0 0
W z
0 Q
(1) '4� , a
W z
uj 0
CL 1-L (C0,4 UJI
REVISIONS
ACITY COMMENTS 05.12.2011
ACITY COMMENTS 06.16.2011
DATF
08.16.2011
BCRA NO.
10139
CADD FILE
10139CLC41l.DWG
SHEETTITLE
STORM DRAINAGE
DETAILS:
Dr-4 SEIM_
,)%,,RA
OCOPYRIGHr 2011 -8CRA,1Nr.ALLflJGH78RESERVM
SHEET
C401 1
R EE 3 U rail)
-JUN 17 2011
QUILDING DEPARTMENT
CITY OF EDMONDS
m
C�!
C)
cl
C.3
m
CID
cm
C:)
LLJ
0
bi
U)
�2
C=)
C�o
C�l
OL
E
C3
LZ
C14
0
CL
A
7FE=277.50
4
.4
4
4
4
f
Rill
MAXIMUM FINISH GRAI
TOP OF PAVEMENT
MINIMUM
BASE OF FLEXIBLE
PAVEMENT EI_
INVERT Tbl-
ISOLATOR ROW
SECTION A -A
gMINIMUM UNPAVED FINISH.GRADE
WITH VEHICLE TRAFFIC
MINIMUM UNPAVED FINISH GRADE
WITHOUT VEHICLE TRAFFIC
rOP OF STONE
TOP OF CHAMBER
BASE OF CHAMBER
BASE OF STONE
1. ALL DESIGN SPECIFICATIONS FOR STORMTECH SC-740 CHAMBERS SHALL BE IN
ACCORDANCE WITH THE STORMTECH DESIGN MANUAL
2. THE INSTALLATION OF STORMTECH SC-740 CHAMBERS SHALL BE IN ACCORDANCE
WITH THE LATEST STORMTECH INSTALLATION INSTRUCTIONS
.3. THE CONTRACTOR IS ADVISED TO REVIEW AND UNDERSTAND THE INSTALLATION
INSTRUCTIONS PRIOR TO BEGINNING SYSTEM INSTALLTION. CALL 1-888-892-2694
OR VISIT lVWW.ST0RMTECH.00M TO RECIEVE A COPY OF THE LATEST STORMTECH
INSTALLTION INSTRUCTIONS
4. CHAMBERS SHALL MEET THE DESIGN REQUIREMENTS AND LOAD FACTORS
SPECIFIED IN SECTION 12.12 OF THE LATEST EDITION OF THE AASHTO LRFD BRIDGE
DESIGN SPECIFICATIONS
---------------
ACCEPTABLE FILL MATERIALS: STORMTECH SC-740 CHAMBER SYSTEMS
MATERIAL LOCATION
DESCRIPTION
AASHTO M43
COMPACTIONIDENSITY REQUIREMENT
DESIGNATION'
FILL MATERIAL FOR LAYFR'DP STARTS FROM TI-E
ANY SOJUROCK MATERIALS, NATIVE SOILS,
PREPARE PER ENGINEERS PLANS. PAVED INSTALLATIONS
TOP OF THE'V LAYER TO THE BOTTOM OF
OR PER ENGINEERS PLANS. CHECK RAM
NIA
MAY HAVE STRINGENT MATERIAL AND PREPARATION
FLEABLE PAVEMENT OR UNPAVED FINISH GRADE
FOR PAVEMENT SUBGRADE REQUIREMENTS.
REQUIREMENTS.
ABOVE, NOTE THAT PAVEMENT SUBBASE MAY BE
PART OF THIS LAYER.
FILL MATERIAL FOR LAYERW STARTS FROM THE
GRANULAR WELL -GRADED SOILAGGREGATE
3,3W.4.1!67,5,56, 57,
BEGIN COMPACTION AFTER Ir [305 mml OF MATERIAL OVER
TOP OF THE EMBEDMENT STONE CIT LAYER) TO
MIXTLIRES, -c 35% FINES. MOST PAVEMENT SUB.
6' 67' 68' 7- 78'8- 89- 91
THE CHAMBERS IS REACHED. COMPACT ADDITIONAL
IW W mml ABOVETHE 70P OF THE CHAMBER
BASE MATERIALS CAN BE USED IN UEU OF
10
LAYERS IN S' 1152 mml LIFTS TO A MIN. 05% STANDARD
NOTE THAT PAVEMENT SUBBASE MAY BE A PART
THIS LAYER.
PROCTOR DENSITY. ROI I ER GROSS VEHICLE WEIGHT NOT
OFTHIS LAYER
TO IDWEED IZODO lbs 153 kM. DYNAMIC FORCE NOT TO
EXCEED 20,0W ths [89 ktq.
EMBEDMENT STONE SURROUNDING THE
CLEAN, CRUSHED, ANGULAR STONE,
PLATE COMPACTOR ROLL TO ACHIEVE A 95% STANDARD
CHAMBERS FROM THE FOUNDATION STONE
NOMINAL SIZE DISTRIBUTION
3.357.4,467.5.
PROCTOR DENSITY2.
CR LAYER) TO THE V LAYFRABOVE.
BETWEEN 34 - 2 INCH 119 - 51 �j
50.57
FOUNDATION STONE BELOW CHAMBERS FROM
CLEAN. CRUSHED. ANGULAR STONE_
PLATE COMPACT OR ROLL TO ACI_uEVE A 11551-68TANDARD
THE SUBGRADE UP TO THE FOOT (BOTTOM) OF
NOMINAL SIZE DISTFUBUTION
3.35.4,467.5,
PROCTOR DENSITYI�
THE CHAMBER
BETWEEN 3/4 - 2 INCH 119 - 51 mml
56,57
PLEASE NOTE:
1. THE LISTED AASHT0 DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAR CRUSHED. ANGULAI't FOR EXAMPLE, A SPEaFICATION FOR#4
STONE WOULD STATE:CLEAN. CRUSHED. ANGULAR NO. 4 (AASHT0 M43) STONE.
2. AS AN ALTERNATE TO PROCTOR TESTING AND FIELD DENS17Y MEASUREMENTS ON OPEN GRADED STONE, STORMTECH COMPACTION REQUIREMENTS ARE MET FOR W
LOCATION MATERIALS WHEN PLACED AND COMPACTED IN OEM mml (MAX) LIFTS USING TWO FULL COVERAGES WITH AN APPROPRIATE COMPACTOR
Z
�/z X
To r.
MIN 1111M� 111 11
SC-740 CHAMBER
CHAMBERS SHALL MEET ASTMI F 2418-09 THE INSTALLED CHAMBER SYSTEM SHALL PROVIDE THE LOAD
"STANDARD SPECIFICATION FOR FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN
POLYPROPYLENE (PP) CORRUGATED WALL SPECIFICATIONS SECTION 12.12 FOR EARTH AND LIVE LOADS, WITH
30" STORMIWATER COLLECTION CHAMBERS". CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCE.
[762 mm] 3/4"- 2"(19 mm*- 51 mm)
CLEAN, CRUSHED, GRANULAR WELL GRADED SOIUAGGREGATE
ANGULAR STONE MIXTURES, <38% FINES. COMPACT IN 6' LIFTS TO
51" 95% PROCTOR DENSITY.: SEE THE -TABLE OF
[1295 mm] AASHTO M288 CLASS 2 ACC . EPTABLE FILL I MATERIALS
NON -WOVEN GEOTEXTILE7\
ACCEPTS 4" [100 mm] SCH 40 PVC PAVEMENT
IPE FOR INSPECTION PORT
85.4" [2169 mM] INSTALLED
\p
I 1=1 I 1=1 Wx
96"
0, 6"1152mml 18"
Ru,. MIN. [2438 mm]
[457 mml
MIN. MAX.
30"
OVERLAP NEXT CHAMBER HERE [762 mm]
(OVER SMALL CORRUGATION)
BUILD ROW IN mm
90.7" [2304- mm] ACTUAL
THIS DIRECTION MIN.
SC-740 ENDCAP
NOMINAL CHAMBER SPECIFICATIONS II= 1 11 I= -11 1=1 I I: --
SIZE (W x H x INSTALLED LENGTH) 51.0" x 30.0" x 85.4" 11295 mm x 762 mm x 2169 mm]
DESIGN ENGINEER RESPONSIBLE FOR
CHAMBER STORAGE 45.9 CUBIC FEET [1.30 ml ENSURING THE REQUIRED BEARING 6"[152 mml MIN. 51"[1295 mml 12"1305 mml MIN.
MINIMUM INSTALLED STORAGE 74.9 CUBIC FEET [2.12 mg CAPACITY OF SUBGRADE SOILS -
WEIGHT, 75 lbs. [33.6 kg]
STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B"
x !�Z,
STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T"
IPART#
STUB
A
B
c
SC740EPE06T
6"[150
mm]
10.90"
[277 mml
18.50"
r470 mm]
N/A
.SC740EPE06B
6"
rl 50 mml
10.90"
[277 mml
N/A
0.50"
rl 3 mml
SC740EPE08T
8"
[200 mml
12.20"
[310 mml-
16.50"
19 mml
N/A
SC740EPE08B
8"
[200 mm].
12.20"[310mm
N/A
0.60"[15
mml
SC740EP2'10T
10"
r250 mml
.13.40"
[340 mml
14.50n
1368 mml
N/A
SC740EPEIOB
10"
[250 mm]
13.40"
[340 mm]
N/A
0.70"
[18 mml
SC740EPE12T
12"
1`300 mml
14.70"
[373 mml
12.50"1`318
-
mml
N/A
SC740EPE12B
12"
[300 mm 1
14.70"
[373 mml
N/A
1.20"[30
mml
SC740EPE15T_
15n
[375 mml
18.40"
[467 m
9.00", [229
-
mml
N/A
SC740EPE15B
15"
[375 mm]
18.40"
[467 m
-
N/A
1.30"[33
mm]
SC740EPE18T
18"
[450 mml
19.70"
[500 mm
15.00"[127mml
N/A
SC740EPE18B
18"
[45 mm]
19.70"
[500 mm
N/A
1.60"[41
mml
I-SC740EFF B
24"
[600 mm]
18.50"
[47 m
om+
-
N/A
0.1 "[3
mm] I
NU It: ALL LAMt_-NblUNtS AKt-- NUMINAL
ALL STUBS, EXCEPT FOR THE SC740EPE24B ARE PLACED AT BOTTOM [- A
OF END CAP SUCH THAT THE OUTSIDE DIAMETER OF THE STUB IS ...
FLUSH WITH THE BOTTOM OF THE END CAP. FOR ADDITIONAL
INFORMATION CONTACT STORMTECH AT 1-888-892-2694.
*FOR THE SC740EPE248 THE 24" [600 mm] STUB LIES BELOW THE
BOTTOM OF THE END CAP APPROXIMATELY 1.75"[44 mm]. BACKFILL B
MATERIAL SHOULD BE REMOVED FROM BELOW THE N-12 STUB So c
THAT THE FITTING SITS LEVEL.
A
Al 1� ////,
INLET MANIFOLD
STUB INVERT
MKK
SECTION B-B
SECTION G-C
FRPI
FAI
nB
10
nD
FE]
FF]
9@
TO
Fil
FK1
EN
U
I 'ELl
M
IMM
FNI
FN R
FP]
BED 1
269.20
.270.201
272.70
273.70
276.71
N/A
277.55
N/A
N/A
N/A
N/A
N/A
N/A
N/A
NIA
N/A
N/A
N/A
N/A
BED 2
269.20
270.20
272.70
273.70
276.73
N/A
277.67
�N/A
270.25
NIA
N/A
N/A
N/A
N/A
N/A
N/A
N/A.
BED 3
269.20
270.20
272.70
273.70
276.70
N/A
277.64
N/A
N/A
N/A
N/A
N/A
N/A
N/*A
N/A
NIA
N/A
N/A
N/A
* REFER TO SHEET C4.01
W Z. -, 0
:�x
'&7
1A, 110 .5 11
4
INSPECTION PORT BY
DESIGN ENGINEER
COVER ENTIRE ROW NTH AASHTO
M288 CLASS 2 NON -WOVEN
GEOTEXTILE OR EQUAL
SC-740. 8'f2.4 ml WIDE STRIP
SC-740 ENDCAP
24" (600 mm) HDPE ACCESS PIPE REQUIREN 2 LAYERS OF AASHTO M288 CLASS I WOVEN GEOTEXTILE
OR EQUAL, BETWEEN FOUNDATION STONE AND CHAMBERS
USE FACTORY PRE -FABRICATED END CAP SC-740.5'-6-11.7 ml WIDE STRIP
X.
NYLOPLAST 12'[300 mm] INUNE DRAIN 4* [100 mml SCHEID 40 SCREW -IN CAP 4' 1100 mm] SCHEID 40 PVC
BODY W/ 12"1300 mm] SOUID HINGED ONCRETE COLLAR
COVER AND FRAME (SEE NYLOPLAST
DWG# 7003-110-044 FOR PAVED PAVEMENT 4"1100mm]SCHED40
APPLICATION S / SEE DWG# 7003-1 10-M PVC COUPLING
FOR UNPAVED APPUCA-nONS)
4*[lG0mmISCHED40PVC
[203 mml
t,4:95- [2438 NOTES:
18"[457MM1.1% 1. INSPECTION PORT MUST BE CONNECTED
MIN. ?
n -1 THROUGH KNOCK -OUT LOCATED AT CENTER
OF CHAMBER.
SG-740 CHAMBER 2.ALL SCHEDULE 40 FITTINGS TO BE SOLVENT
CEMENTED. CORE 4.5-1114 mmI0
HOLE IN CHAMBER
314-2 INCH [19mm-51 mml (4.6- HOLE SAW RECrD)
CLEAN CRUSHED ANGULAR STONE
u
AASHTO M288 CLASS 2 NON-V OVEN-// CONNECTION DETAIL
GECITEXTILE
X
2 04
0
Z
00
c�
cr)
't
LU
z
w
LL >
r.- <
Cc
C)
a<
C4
I,_ 04
by
'ORAL
Ise
z
C)
Z0)
co
0
w
w cr)
q�zz
0
,
0--
cl)
o
5
0
00
w
z
a. LL
Lij
04
CC)
w
REVISIONS
CITY COMMENTS. 05.12.2011
ACITY
COMMENTS 06.16.2011
DATE
06.16.2011
BCRA NO.
10139
CADD FILE
10139C C412.DWG
SHEETTITLE
STORIVITECH DETAILS
BCRA 91
*CWYMHr 2011 -BM%lW.ALLftW AM
SHEET
C4012
u L
JUN 17 2011
r4UILDING DEPARIMENT
CITY.OF EDMONDS
LO
0 1
U
C.D
0::
:z
C>
ckf
e—)
M
C)
._1
r
C-)
M
(10
Of
U
LLJ
U)
�2
C)
C)
C�
CD
D
0
ck�
cl-
X
6
E
C14
(D
cl-
0
r.,
S A I'FA R -�ENER
2 7 4. 919. LA00-1ER
26 T356, 24"i"'W' S' E 1.
2 1" z CNC. _ /
J-. '��i7 29. 'i4'"ON
0
lk4
SCALE: 1 20'
0�
4�
18,
4
fV
UTILITY PLAN
A PORTION OF THE.S.W.1/4 OF SECTION 25, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M.,
C11Y OF.EDMONDS, SNOHOMISH COUNTY, WASHINGTON
VIV
_1k
N.
iA.
N,\
C A TG':
N,
26(. 24
C GH
5. 0, lyl
N
E. 2, 2. 00, 8"c- W.
X 3
2 — 18'
NN
R
"'AT(" 1 BASH
6 8 FIN'-
\IV
fAL L.
%
10
5
NNN
4
f
FFE=277.50
\%
NN
N
SSCO
RIM: 278.65
IE- 273.25
52LF 6"0 PVC SDR35
0 2.00% MIN.
170LF 3/4"0 PE
N
2 9
IR
6k
S! 0
: R 277.8
IM
IE- 272.20 IMUM)
14
N"
X
2e IE: 268.67 (EXI
SST).
X
A
Iw, o
N
/k
Z�
ofl, 5 ,
101 3
J,
C Rn. Rai :-E 2EO.
FOR INSPECTION
I!T I () =wa
Applicant shall repalr/replace all d . amago to f�bi�NERICONTRAOTOR IS RESPONSIBLE FOR
utMbs or frontage Improvements in City RFAC E.3 170 EROSION CON 17ROL AND DRAINAGE .1,ANIT/iRY Sl�`v,LR 14 A.?4i 0LIF
ftht-away per City standards that is caused ALL EXPXSED SU R1,14 i.A ,,
oroccurs during the permitted project. BE COVEREID WITHIN 2 DAYS DIIER .
4 /1
j.E, � "
I.E. 27
2.56, 24"CONC. S-11
8"COPK; f\I.L'.
LEGEND
— — — —
PROPERTY/BOUNDARY LINE
_278—
PROPOSED CONTOUR
77
EXISTING CONTOUR
BUILDING FOOTPRINT
G—
GAS SERVICE LINE
a
GAS METER
GAS VAVLE
STORM UNE
/' �A
—SS—
SIDE SEWER SERVICE LINE
0
SANITARY SEWER CLEANOUT
,W—
WATER SERVICE LINE
5M IR
IRRIGATION METER
lR_
IRRIGATION SERVICE LINE
—P—
UNDERGROUND POWER UNE
FA]
ELECTRICAL TRANSFORMER
EXISTING WATER
EXISTING SANITARY SEWER
EXISTING NATURAL GAS
EXISTING OVERHEAD POWER
SHEET NOTES:
SIDE SEWER BACKIFLOW PREVENITER
CONNECT WATER SERVICE LINE TO EXISTING-3/4- METER.
CONNECT NATURAL GAS SERVICE LINE TO EXISTING NATURAL GAS
MAIN. CONTRACTOR SHALL COORDINATE CONNECTION AND ROUTING
WITH GAS COMPANY..
CONNECT WATER SERVICE LINE TO BUILDING. REFER TO PLUMBING
PLANS FOR EXACT LOCATION.
CONNECT GAS SERVICE LINE TO BUILDING. REFER TO MECHANICAL
PLANS FOR EXACT LOCATION.
NATURAL GAS SERVICE LJNE'. SHOWN FOR REFERENCE ONLY.
POWER LINE AND PAD —MOUNTED TRANSFORMER BY OTHERS. REFER
TO ELECTRICAL PLANS FOR EXACT ROUTING AND. CONNECTION TO
EXISTING SERVICE.
SECONDARY POWER SERVICE LINE SHOWN FOR REFERENCE ONLY.
REFER TO ELECTRICAL PLANS FOR. EXACT ROUTING AND POINT OF
CONNECTION TO'BUILDING.
IRRIGATION LINE AND METER BY OLYMPIC VIEW WATER AND SEWER
DISTRICT. REFER TO IRRIGATION PLANS FOR ACTUAL LOCATION OF
METER, ROUTING OF IRRIGATION -SERVICE LINE, AND POINT OF
CONNECTION TO WATER MAIN. CONTRACTOR TO COORDINATE
CONSTRUCTION ACTWITIES WITH OLYMPIC VIEW WATER AND SEWER
DISTRICT.
CONDENSING UNITS SHOWN FOR REFERENCE ONLY. REFER TO
MECHANICAL PLANS.
&EXISTING
31e WATER METER.
ACTUAL INVERT OF SANITARY SEWER CLEANIOUT TO BE DETERMINED
IN FIELD. CONTRACTOR SHALL POTHOLE AND FIELD VERIFY
CONSTRUCTABILITY OF SIDE SEWER PRIOR TO CONSTRUCTION.
APPROVED AS N TED
N01IFY ENGINEER IF EXISTING CONDITIONS CONFLICT WITH DESIGN.
_N
INVERT ELEVATION, IS APPROXIMATE AND IS BASED ON SURVEY BY
PRIZM DATED 10/9/2010.
SEWER LATERAL CONDITION MUST BE VERIFIED BY THE CITY OF
EDMONDS PUBIC WORKS DEPARTMENT. CONTACT CITY OF EDMONDS
SEWER DIVSION AT 425.771.0253.
UTILITY NOTES:
ACCEPTABLE T1130M
MATERIAL 1. FOR EXISTING SYMBOLS REFER TO TOPOGRAPHICAL SURVEY SHEET.
SDR 35
9CH 40 2. BURIED UTILITIES ARE SHOWN IN THEIR APPROXIMATE LOCATION. PRIOR TO
N -12 INSTALLATION OF ANY PROJECT IMPROVEMENTS, CONTRACTOR SHALL VERIFY
Folo HANOCA LOCATION AND ELEVATION OF EXIS11NG UTILITIES. IN THE EVENT OF ANY
DISCREPANCY FROM THE -INFORMATION PRESENTED ON THESE PLANS,
CONTRACTOR SHALL N011FY THE DESIGN ENGINEER OF THE SITUATION
IMMEDIATELY.
3. THE EXISTING SITE SOILS REQUIRE PROPER COMPAC11ON PRIOR TO PLACEME NT
OF BUILDING, PAVING, AND UTILITY IMPROVEMENTS.
4. CONSTRUCT ALL WATER AND SANITARY IMPROVEMENTS IN CONFORMANCE WITH
j148PECT04S IREGID THE TRENCH SECTION'DETAIL UNLESS OTHERWISE INDICATED ON PLAN.
CALL 425-7711-0220 Off. 1326
5. PROVIDE 10' MINIMUM HORIZONTAL AND 18" MIN. VERTICAL SEPARATION BETWEEN
WATER AND SANITARY SEWER LINES.
6. WATER LINES SHALL HAVE A MINIMUM OF 3 FEET OF COVER.
CC)% The"T IDLYMPIC VIEW
ER DISMICT
WATERISF-\N jt.-�'be.
RI GHT-OF-WAY CONSTRUCTION PERMIT
AND INSPECTION REQUIRED
Know . whaftbelowN *.
Call before you dig.
09
C.) A
Z c)
gg
cr)
w
2.9
(58
D
q LU
:z)
LLI
to 0
04
1*1 11
CR 0<
2
C4
I— c'A
�V WA
464331
IST'
ONAI
z
z
00
<
04
'00
Z
3:
co
w
LU
%.00,
z
0
cn
w
cq
Z
0
2
w0
(o
LU
;IANM(91'11�
ACiTY COMMENTS 05.12.2011
ACITY COMMENTS 06.16.2011
DATE
BCRA NO.
10139
CADD FILE
10139C C50I.DWG
SHEET TITLE
UTILITY PLAN
D f-ID A "a
DCOPYMW 2MI
SHEET
A
C5 no
[IR RE S U B
JUN .17 2011
�UJJJANG DEPARTMENT
0TY OF ciwAONDS
c D
U
m
�2
V)
:z
0
U
Ce-
C-)
m
LLJ
W
C)
CD
0)
C)
c:)
�2
C)
CL
E
a
a
CL
cli
'_1
(FOR FUTURE DEVELOPMENT)
SEWER STUB SHALL BE LOCATED 10' INSIDE PROPERTY LINE & STAKED.
PLACE.2x4 AT END OF SIDE SEWER STUB AND CUT TO LENGTH TO.
ENSURE 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.
z CASTIRON LOCKING LID
1 01 LAMPHOLE COVER
(EAST JORDAN IRON WORKS CO.)
of
w (MODEL #: 00366108)
0-
0
a.
Lj
6" WYE AND 45' BEND
0-
in
m 6" LATERAL RUN TO HAVE 6" TEE
CL
SLOPE OF 2% MIN. TO
50% MAX.. POSSIBLE
SEWER MAIN
LOCATION
CONNECTION AT
MAIN SHALL BE
RUBBER JOINT BISCUIT PLUG -OR AT 45* ANGLE
OTHER APPROVED WATERTIGHT PLUG OR GREATER
POSSIBLE
SEWER MAIN
N 0 T E: 22.5� OR LOCATION
1. WHEN TAPPING INTO EXISTING MAIN 45' BEND
AN INSERTA—TEE SHALL BE. USED.
PLACEMENT OF TEE SHALL DEPEND
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.
A.
%
REVISIONS STAN DAR D D ETAI L
APPWVED NY DATE
D. GEBERT 01/28/04 TYPICAL SEWER LATERAL
D. GEBERT 05/06/05
7/24
las 0— 1 q(30 D. GETIERT 17/06 DATE /01 SCALE NTS NO. E6.4
TYPICAL -SEWER LATERINA-1 =(3A
'I. A
SCALE: NTS
UTILITY DETAILS.
�7_
RESIDENCE w
CL
0 z
w
CLEANOUT WITH 450 0-
BEND AND CAP
C.o.
y
NOT TO. EX'�E'ED100 BETWEEN 14xl4"x6"
CLEAN'OUTS CONCRETE
COLLAR
CLEANOUT <WYE WITH CAP
AND LOCKING LAMPHOLE COVER), LEVELING COLLAR
CONCRETE LEVELING C13LLAR
EL 0 w KING LAMPHOLE COVER
—Z /L2F MIN.
CL _j
\—WATER TIGHT CAP
RISER CONCRETE PAD
12 PVC!T
SLEEVE
6's RISER/
4" OR 6' SIDE SEWER
GENERAL CLEANOUT DETAIL 6' WYE AND 45'
CIr
AND 1/8 BEND 6" CITY STUB
4' OR 6' SIDE SEWER
ASPHALT SURFAC CLEAN OUT DETAIL AT PROPERTY LINE
12" LOCKING LAMPHOLE COVER
(EAST JORDAN IRON WORKS CO.)
6- RISER 12" PVC SLEEVE MODEL #: 00366108)
PVC CAP
TYPICAL—CLtNOUT UNDER ASPHALT NOTE:
OR CONCRETE SIDE SEWER JOINTS SHALL BE.
GASKETED
" 7T
_v_
V. GEBERT
T
F,
REVISIONS STANDARD DETAIL
opmvm by VATC
D. GEDERT -6/16/03
D. GEBERT 01/06/05 SEWER CLEANOUT -DETAILS
DATE NO- �' -
Il. GEB T 7/24/01 NTS
/ago— 1990 11. GEBERT 4/2/07
SEWER CLEANOUT /7
b
SCALE:
rs
COLLAR
4" ABS/PVC; INSERT PIPE*
FLAPPER ASSEMBLY
COU
4
FLAPPER
WITHIN 4' OF BUILDING
NO ADDITIONAL C/O REQUIRED & CAN
BE BURIED UP TO V BELOW GRADE..
OPTION B: GREEN
COVER AT GRADE
6* ABS/PVC
FEMALE ADAPTER
HOUSE
6- ABS/PVC
RISER PIPE*
2
STREEr-SIDE
VALVE BODY FLOW
SIDE SEW[i
6' SIDE SEWER 6" TO 4' REDUCER. 4' SIDE SEWER
NOTES*
BOTH RISER PIPE AND INSERT.PIPE CAN BE EXTENDED -CONTACT MANUFACTURER.
1. THREADED PLUG, FEMALE ADAPTER, INSERT PIPE, AND RISER PIPE MAY BE SUPPLIED BY OTHERS.
2. BACKFILOW'PREVENTER SHALL BE LOCATED FROM HOUSE BETWEEN 2' TO V.
.3. BACKFLOW PREVENTER VALVE SHALL BE A CLEAN CHECK, INC. MODEL #: EBV-P401 OR EQUIVALENT.
REVISIONS
#"Wvim By VATE STANDARD DETAIL
SIDE SEWER BACULOW PREVENTER
DATE SCALE owa NO.
4/2/07 NTS E6.10
f`* A
TyplutAL BACKIFLOW PREVENTER
SCALE NTS cc
TRENCH SECTION
SCALE: NTS D
SEAL
WA el
CQ
46431
ST
10NAL
2 c*4
8
Z
cl
cl)
to
0)
tq ui
=zl
u.
Cc
Nt —
0
04
0
z
z
C)
0
2!
Z
<
Co
0�
0
cf)
a
Ul
uj
z
0
s
cl)
a
Z3 0)
C)
25
LU
z
0
ucq
j
co
W
REVISIONS
ACIT.Y
COMMENTS 05.12.2011
Z2
CITY COMMENTS 06.16,2011
DATE
06.16.2011
SCRA NO.
10139
CADD FILE
10139C�_C511.13WG
SHEETTITLE
UTILITY DETAILS
WPM
BCRA-.rw.
QCOP�W 2MI -8C�AlW.AMFU%MRESMM
SHEET
C5 11'
s u 0,
'JUN 17 2011
DEPARTMENT -
SIGN SPACING = X (1)
RURAL HIGHWAYS
60/65 MPH
800' ±
RURAL ROADS
45/55 MPH
500, ±
RURAL ROADS AND URBAN ARTERIALS
35/40 MPH
350 9 ±
RURAL ROADS ' URBAN ARTERIALS,
RESIDENTIAL & BUSINESS DISTRICTS
25/30 MPH
200 1 ± (2)
URBAN STREETS
25 MPH OR LESS
100- ± (2)
ALL SIGNS ARE BLACK ON ORANGE UNLESS DESIGNATED OTHERWISE
1. ALL SIGN SPACING MAY BE ADJUSTED TO ACCOMODATE
AT -GRADE INTERSECTIONS, AND DRIVEWAYS.
2. THIS SIGN SPACING MAY BE REDUCED IN URBAN AREAS
TO FIT ROADWAY CONDITIONS.
BUFFER DATA
TYPICAL PROTECTIVE VEHICLE WITH TMA
(SEE TRAFFIC CONTROL NOTE 15)
VEHICLE TYPE
LOADED WEIGHT
MINIMUM WFIG14T
4 YARD DUMP -TRUCK,
15,000 LBS. (MAXIMUM
WEIGHT SHALL BE IN
SERVICE TRUCK, FIAT
BED, ETC.
ACCORDANCE WITH
MANUFACTURER
RECOMMENDATION).
SEE WSDOT STD DETAIL K-24.20-00
ROLL, MEAD STOPPING DISTANCE = 30 FEEr MIN.
(DRY PAVEMENT ASSUMED)
CHANNELIZING DEVICE
SPACING
POSTED
SPEED (MPH)
IN TAPER
(FEET)
IN TANGENT
(FEET)
50/70
40
80
1 35/45
30
60
1 25/30
20
iuH-
TRAFFIC CONTROL PLAN
A PORTION OF THE S.W. 1 /4 OF SECTION 25, JOWNSHIP 27 NORTH, RANGE 3 EAST, W.M.,
CITY OF. EDMONDS, SNOHOMISH CGILINTY, WASHINGTON
END,
RnAn wnR
G20-2A ROAD
?W(O
,nR K�
48N24" A Ul: An
W21-5.
48"x48"
SHOULDER
�WORK
W21-5
4- 12
48N48"
W20-1/ "x
ASZ" A5Z ', \ \
MINIMUM TAPER LENGTH = L (FEET)
LANE WIDTH (FEET)
POSTED SPEED LIMIT
25
30
35
40
45
50
55
60
65
70
10
105
150
205
270
450
500
550
-
11
165
225
294
-495-
550
605
660
-
1 12
1 125
1 180
1 245
320
1 540
600 1
660
1 720
780
840
LONGITUDINAL BUFFER SPACE = B
POSTED SPEED (MPH)
.25
1 30
"35
__4__0__F_4_5_�
50
55
60
LENGTH B (FEET)
1 155 _I
200
1 250
1 305
360
1 425
495
570
PCMS
i 4"
PCMS
RIGHT LANE
CLOSED
1/2 MILE
AHEAD
1.5 SEC.
1.5 SEC.
12" 2 - 1. 1 3'v FIELD LOCATE 1/2 MILE ± IN ADVANCE
OF LANE CLOSURE TAPER
'J;.
WORK AREA
20 10 0 20
vy �2"
SCALE- 1 a= 201 A
END G20-2A 48N24" OR
DOWNSTREAM TAPER TO
ROAD WORK SHOW END OF WORK X,
AREA.
R9_9 SID LK FFE=277.50
sp
12"X24 CLOSED
CUSTOM RETURN TO
12"x24" PINE STREET
0
cn
co
C-)
WORK AREA
V)
ROAD
WORK
AHEAD
W20-1
48"x48"
WORK AREA
PLACE SIGN ON OPPOSITE SIDE OF ROAD ......... 4
011
FROM "END ROAD WORK" SIGN.
_k,
r
0
V)
0
C) ::24
LLJ
5
LLJ
0
6
2 4;
C!
�2
C>
C)
A-,
k
LU
U
W4-2L
48"x48" RIGHT RI-1
LANE "STOP. 30"00"
AHEAD
CLOSED
E
a W20
c: W20-5k
48 x48"
LZ 48"X48"
I
G20-2A END
�148 x24" ROAD WORK BE
C14 PREPARED
t TO STOP
_713
W20
N
Ic 48 x48"
ROAD
AHEAD
W20-1
-0 NOT TO SCALE
CL 48"x48-
Q>
.4V (ft-
BY
Date -
CO N-F?,O
-BE- Abbe!-'�
C (LC)6s I - N (,,o W/W
LEGEND
PROPERTY/BOUNDARY LINE
BUILDING FOOTPRINT
EXISTING PAVEMENT MARKING LINE
RIGHT-OF-WAY LJNE
WORK.AREA
CHANNEIJZA11ON DEVICES
sz
SIGN LOCATION
PROTECTIVE VEHICLE - RECOMMENDED
BARRICADE - TYPE 3 (PER WSDOT
STANDARD PLAN K-80.20-00)
>>>
ARROW PANEL (PER WSDOT STANDARD
SPEC. 1-10.3(3)C AND 9-35.5)
PORTABLE CHANGEABLE MESSAGE SIGN
RECOMMENDED (PER WSDOT STANDARD SPEC.
1-10.3(3)B AND 9-35.2
by
m
08
a ;&
Z 0
09
.65
w
2 .76
0.0
N
z
U.
, �c
Rio
SHEET NOTES:
46431
01ST
ONAL
MAINTAIN ACCESS TO PARADISE LANE.
MAINTAIN ACCESS TO DRIVEWAYS ALONG STATE ROUTE 104.
TEMPORARY SOLID -WHITE STOP BAR PER WSDOT STANDARD
SPECIFICATIONS SECTIONS 8-23 AND 9-34.5.
TEMPORARILY COVER EXISTING STOP SIGN WHILE TEMPORARY STOP SIGN
IN NORM LANE OF STATE ROUTE 104 IS IN USE.
EXTEND DEVICE TAPER (L/3) ACROSS SHOULDER - RECOMMENDED.
TRANSVERSE DEVICES IN CLOSED LANE EVERY 1000',± RECOMMENDED.
DESCRIPTION OF TRAFFIC CONTROL
STATE ROUTE 104 WESTBOUND REDUCED TO ONE LANE OPERATION.
TRAFFIC CONTROL NOTES:
1. ALL TEMPORARY TRAFFIC -CONTROL SHALL BE IN ACCORDANCE WITH THE MANUAL OF UNIFORM
TRAFFIC CONTROL DEVICES (MUTCD) SECTION 6 AND THE'WSDOT STANDARD SPECIFICATIONS.
2. STATE ROUTE 104 POSTED SPEED = 35 MPH.
3. ALL DIAMOND. SHAPED SIGNS SHALL. BE 48NW, BLACK ON ORANGE.
4. "END ROAD WORK* SIGNS SHALL BE PLACED NO MORE THAN 500 FEEr BEYOND THE END OF THE
WORKAREA.
5. CONTRACTOR SHALL MAINTAIN LOCAL TRAFFIC ACCESS TO DRIVEWAYS AS NOTED ON THE PLANS.
6. NOTIFY WSDOTAT 206-440-4469 AT LEAST.72 HOURS BEFORE STARTING WORK.
7. CALL WSDOT RADIO AT 253-548-2420 AT TIME OF WORK, AT TIME OF LANE CLOSURE, AND AGAIN
WHEN LANE IS OPENED. LEAVE A CONTACT NAME AND CELL PHONE NUMBER WITH RADIO.
8. ONLY ESSENTIAL EQUIPMENT AND MATERIALS SHALL BE ON WSDOT RIGHT-OF-WAY AND 15 FEEr
OUTSIDE OF THE WORK ZONE, CLEAR ZONE DURING NON -WORKING HOURS.
z
9. ALL CHANNELIZATION DEVICES SHALL BE TRAFFIC SAF Y
ET DRUMS UNLESS OTHERWISE NOTED.
. 9 �
10. DURING NON -WORKING HOURS, WORK AREA SHALL MEEr CRITERIA IN WSDOT STANDARD
SPECIFICATIONS 1-07.23.
11. ALL (V SERIES) SIGNS SHALL BE 48" FLUORESCENT ORANGE UNLESS OTHERWISE NOTED.
12. ALL CONSTRUCTION SIGNS SHALL BE INSTALLED IN ACCORDANCE WITH STANDARD PLAN SHEEr SERIES
< 00
.K.
U)
0 a
13. ALL TEMPORARY TRAFFIC CONTROL SIGNS SHALL BE TRIPOD MOUNTED IN ACCORDANCE WITH WSDOT
Lu
w z
0 CO
cl) "s , a
STANDARD SPECIFICATIOR 9-35-2, UNLESS OTHERWISE NOTED.
z
uj 0
14. ALL SIGNS THAT ARE REMOVED DAILY OR ARE. USED FOR NO MORE THAN 3 DAYS SHALL BE CLASS
0
W (No cw1
B.SIGNS. ALL OTHER SIGNS SHALL BE CLASS A SIGNS.
;7EVISIONS
15. A PROTECTIVE VEHICLE IS RECOMMENDED REGARDLESS IF A TRUCK MOUNTED ATTENUATOR (TMA) IS
AVAILABLE; A WORK VEHICLE MAY BE USED. WHEN NO TMA IS USED THE PROTECTIVE VEHICLE SHALL
LCITY
COMMENTS 05.12.2011
BE STRATEGICALLY LOCATEDTO SHIELD. WORKERS, WITH NO SPECIFIC ROLL -AHEAD STOPPING
DISTANCE.
CITY COMMENTS 06.16.2011
16. CHANNELIZATION DEVICE SPACING FOR THE DOWNSTREAM TAPER OPTION SHALL BE 20' O.C.
17. INSTALL TEMPORARY "SIDEWALK CLOSED AHEAD CROSS HEREO SIGN (R9-11j 120X24", POINTING LEFT)
AT EAST CORNER OF1 STATE ROUTE 104 AND 15TH STREET' SOUTHWEST FACING PEDESTIRAN TRAFFIC
TRAVELLING NORTHWEST ON NORTHEAST SIDE OF STATE ROUTE 104.
DATE
18. INSTALL TEMPORARY "SIDEWALK CLOSED AHEAD CROSS HERE" SIGN (R9-1 1, 12-x24m., POINTING
06.16.2011
RIGHT) AT SOUTHEAST - CORNER OF 5TH AVENUE SOUTH AND PINE STREET FACING PEDESTRIAN
TRAFFIC TEAVELLING SOUTH ALONG THE EAST SIDE OF 5TH AVENUE SO=.
BCRA NO.
10139
CADD FILE
10139C_C601.DWG
PLACE SIGN ON NORTHEAST SIDE OF
PARADISE LANE IMMEDIATELY BEFORE YIELD
STRIPING.
Know whaftbelow.
Call before you dig.
SHEET TITLE
TRAFFIC CONTROL
PLAN
Dr"ID A P-2-"
D%..jr\A Im
OCOPYFWKr 20il -8CRA.MALLFdGHMRESERVW
SHEET
C6mOl
t Liz Sail 2
AIN 1_2011
.UILDING DEPARTMENT
CITY OF EDMONDS
IIAil t
. V IIREFERENCE NOTES SCHEDULE L1.01
32 EXTERIOR IMPROVEMENTS
SYMBOL DESCRIPTION QTY DETAIL
itIiASTEEL EDGING II I I I I I I I I I II151 LF 5/1-4.01
II03 CONCRETE
iSYMBOL DESCRIPTION QTY
51 LF
II-4
QTY DETAIL
ICONCRETE SIDEWALK 2,582 SF
iIle Io? in I32 EXTERIOR IMPROVEMENTS
At_r. it t .y - 4�,W. -V W�,It W_ QTY DETAIL
SYMBOL DESCRIPTION
IROCK MULCH
5/1-4.01
3.91 CY
IPROPERTY IBOUNDARY IOOD BARK MUCH, 3" DEPTH 145.06 CY
f iIM A GENE \L NOTES i:j ',A j II, pi NIIPUD TRANSFORMER IIP
1, AD, SEE CIVIL.
iII2.
IIW IW�. IIICONCRETE PA lk - - FOR MECH. UNITS, 3.
ISEE ARCH. IiII-I X-1 ti4.
IIIitIIITRELLIS AISEE ARCH
IIIft f f ..AIL I j IIIIIt�7- IIII7.5 IIiIIION iSIDE LK, II 2.
ISEE GI
ItIL CES IBLE
ISIGN y J. ly IIId INEW BUILDING IItII�j A fl I If' ILI U I3 ol 2 IMAINTENANCE IPATH, 2'WIDTH iIIitI Ak SIDEWALK SEE ARCH. IRESURFACED PARKINGr LOT, iCIVIL. EE� II14
: ItI'4 IIIIEXISTING DRIVEWAY IEXISTING
Iell DRIVEWAY
14 Iv/ 0 IH-LINE L1.02 IIL M INE L1.02 MATC .l arl" Ml I'm., oAm qxm IIqam mom wm
CALLOUT PLAN.
10 20 30 feet
VERIFY ALL EXISTING CONDITIONS PRIOR TO BEGINNING WORK. BE AWARE
OF ANY UNDERGROUND UTILITIES. PROTECT ALL EXISTINGrSITE FEATURES
TO RESIST POTENTIAL DAMAGE BY SITE CONSTRUCTION OPERATIONS,
AVOID ANY WORK BEYOND SCOPE OF PROJECT AREA. COORDINATE ALL DISCIPLINES AND SITE CONSTRUCTION THAT WILL BE
NEEDED TO 'COMPLETE THE PROJECT IN THE TIME FRAME:GIVEN AND!
WITHIN BUDGET. ALL ACCESSr TO SITE, USE OF UTILITIES, STO . RAGEIIAND
OTHER REQUIREMENTS SHALL BE COORDINATED PRIOR TO BEGINNING
WORK. CONTRACTOR IS RESPONSI ' BLE TO INSPECT AND CONFIRM SITE
CONDITIONS PRIOR TO BEGINNING WORK. COMMENCEMENT OF WORK'
SHALL SIGNIFY ALL CONDITIONS ARE ACCEPTABLE AND NO ALLOWANCE
WILL BE MADE FOR RECOGNIZED CONDITIONS AFTER START OF WORK. NOTIFY OWNER/LANDSCAPE ARCHITECT IMMEDIATELY UPON DISCOVERY
OF UNFORESEEN SITE CONDITIONS OR PLAN DISCREPANCIES. NO CHANGE
TO SPECIFIED WORK SHALL BE COMPLETED WITHOUT VERIFICATION OF
EXISTING CONDITIONS AND WRITTEN APPROVAL OF MODIFICATION BY THE
LANDSCAPE ARCHITECT.
DGING.
ALL EDGING SHALL BE 4" X 1/8" BLACK PAINTED "RYERSON TYPE" METAL
EDGING W/ MILLED, EDGE AND ANCHOR STAKES PER MANUFACTURE'S
SPECIFICATIONS OR EQUAL ULCH:
WOOD MULCH, NON. -DYED SHREDDED CEDAR MULCH OR APPROVED EQUAL.
GEOTEXTILE FABRI.I., (FILTER FABRIC) UNDERLAYMENT SHALL. BE MIRAFI,
MIRASCAPE, DUPONT TYPAR 3301 OR APPROVED EQUAL (SUBMIT SAMPLE).
CALL WASHINGTON UTILITIES
COORDINATING COUNCIL
1.800.424.5555
CALL 2- BUSINESS DAYS IN ADVANCE BEFORE YOU DIG,
GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
mr
z
U)
z
0
:5;
0
LLI
v
z
co
<
0
04
0
co
F -
LLJ
cy)
3:
z
w
1)
0
2
0
w
z
0
C/)
c%j
to
0
W
REVISIONS
DATE
06.16.11 BCRA NO.
10139.A1.01 CADD FILE
10139-L-1.0l.DWG
SHEETTITLE
CALLOUT
PLMIR E oor4% U B
JUN i7 2011
BUILDING DEPARTMENT
CITY OF 0MONDS
_D t-I A w-ra
GCOPYRIGHT 2011 . SCRA vrD
SHEET
Ll 201
PERMIT IET TREET F
SCALE: V = I O'
MATCH -LINE L1.01 MATCH -LINE Ll.01
..... ...
N
A
SIDEWALK,
-A
CONCRETE
EXISTING -
DRIVEWAY
RLZ�UHI-AGL
PARKING LOT,
SEE CIVIL
CALLOUT PLAN
EXTEND ROCK
RETAINING WALL,
SEE, CIVIL.
TYP.
SEE CIVIL.
v,
'X
- CONCRETE
BAND FLUSH
W1 PLAZA,
TYP.
=I
NEW MONUMENT
SIGNAGE UNDER
SEPARATE PERMIT
EXISTING SIDEWALK
0 10 20 30 feet
SCALE: 1 " = 10'
REFERENCE NOTES SCHEDULE L1.02
03 CONCRETE
SYMBOL DESCRIPTION QTY DETAIL
103-011 CONCRETE SEAT WALL 31 LF 314�01
32 EXTERIOR IMPROVEMENTS
SYMBOL
DESCRIPTION
QTY
DETAIL
STEEL EDGING
38 LF
51L4.01
03 CONCRETE
SYMBOL
DESCRIPTION
QTY
DETAIL
CONCRETE BAND AT GRADE
24 SF
4/L4.01
CONCRETE PAVER
286 SF
1/1-4.01
CONCRETE SIDEWALK
Q1,723 SF
32 EXTERIOR IMPROVEMENTS
SYMBOL
DESCRIPTION
QTY
DETAIL
WOOD BARK MUCH, 3" DEPTH 40.10CY
CALL WASHINGTON UTILITIES
COORDINATING COUNCIL
1.800.424.5555
CALL 2- BUSINESS DAYS IN ADVANCE BEFORE YOU DIG,
GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
2
o
00
cq 0.
cl)
Lo w
N
Lo Z
N ui
LL >
SEAL
z
U)
0
z
0
0
w
z
D0
co
w
U
U)
o
z
<
�:
-
0
co
z
0
0
w
CD
to
W
REVISIONS
DAM
06.16JI
BCRA NO.
10139.Al.01
CADD FILE
10139-L-1.02.DWG
SHEETTRIE
CALLOUT
PLAN RESUB
JUN 17 2011
WILDING DEPARTMENT
CITY OF EDNAONDS
BCRA R.
CICOPYRIGHT 2f)il - RCRAlNC,ALLnlGllT9AE8ERVEl3
SHEET
PERMIT SET
�
70
/
MATCH -LINE L2.02 \
�
�ANUFACTURE SYMBOL QTY DETAIL
------
�] METAF|K4LVC�1O075-LF
u� 8 5/1-4l2
1"VALVE, 3/4"FILTER AND ALOW FLOW PRESSURE
REGULATING VALVE K).26'4.4GPyW\
AREATORECEIVE OR|PL|NE
NETAF|N1TL{7V612r16 11.018G.F. 2/1-4.02
LANDSCAPE DR|PPBRUNEVVITH 8.6GPH EMITTERS AT 18"
O.C. WITH CHECK VALVE, PRESSURE COMPENSAT|ON,
147PSi MIN. TO5OPG| MAX. OR|PPERL|NELATERALS
SPACED AT 167AFAFT, WITH EMITTERS OFFSET FOR
TRIANGULAR PATTERN.
AREA TO RECEIVE OR1PL|NE
NETAF|N1TLC\86-12-12 5,780S.F. 2/1-4.02
LANDSCAPE [}R|PPERL|NEWITH 0.9GPH EMITTERS AT 12"
O.C. WITH CHECK VALVE, PRESSURE COMPENSATION,
147PG| MIN. TO5UP8| MAX. DF<|PPERL|NELATERALS
SPACED AT 12"APART. WITH EMITTERS OFFSET FOR
TRIANGULAR PATTERN.
SYMBOL
' ------ CV,Y DETAIL
RAIN BIRD �w J 1/L4]}3
1"QUICK COUPLER VALVE, ONE PIECE BODY
����
\m�� FEBCOO26Y1" 1 4/1-4l2
REDUCED PRESSURE BACKFLOVVPREVENTER
U[� U RAIN BIRD E8P-8MC 1 3/1-4.02
IRRIGATION CONTROLLER, OGTAT|ONG' POWDER
COATED WALL MOUNT METAL CABINET.
RAIN BIRD VVRF8O 1 9/1-4.02
WIRELESS RAIN/FREEZE SENSOR COMBO, INCLUDES 1
RECEIVER AND 1RA|N/FREEZESENSOR TRANSMITTER.
[��
WATER METER 3/4" 1 1/L4.02
. IRRIGATION LATERAL LINE: PVC CLASS 15DSDR2U 113.0LF. 4/1-4.03
PVC CLASS 315FOR 1/2"PIPE, PVC CLASS 200 FOR3/4"
, PIPE, PVC CLASS 180 SOR2O FOR 1''AND ABOVE. ONLY
LATERAL TRANSITION PIPE SIZES 1"AND ABOVEARE
INDICATED DNTHE PLAN, WITH ALL OTHERS BEING 3/4" IN
SIZE.
'
IRRIGATION MAINLINE: 437,4L.F.
.
PIPE SLEEVE: PVC CLASS 2008DR21 68.3LF. 5/1-4.08
TYPICAL PIPE SLEEVE FOR IRRIGATION PIPE. PIPE
SLEEVE SIZE SHALL ALLOW FOR IRRIGATION PIPING AND
THEIR RELATED COUPLINGS TO EASILY SLIDE THROUGH
SLEEV|NGM/QlER|AL EXTEND SLEEVES 18INCHES
BEYOND EDGES OF PAVING ORCONSTRUCTION,
Va|veCoUnut
Valve Number
Valve Flow
\` '
`#fF Valve Size
\ ' �� SCHEDULE
v^-x�.x �_
NUMBER MDDEL SIZE TYPE WIRE PS( GPMPRECIP
1 NETAF|W1LVCZ10U75-LF 1" AREA FOF<DR|PL|NE �08.US 3.05 --------- ---- ------
4/.Z/ 22.42 -5.00ft 1.06iO/h
13.1 � WET7\F{�W LV��1O075'LF 1" /\RE�FC)ROR|pLiNE 138.3 30.05 44.72 19.01 -6.00ft 0.80in/h
3 NETARW1 LVCZ10075-LF 1" AREA FOR OR|pLINE 108.9 30.12 45.58 13.11 -2.00ft 1.06in/h
4 NEl7\F|K4 LVCZ10075-LF 1" AREA FOR DR/PL/NE 116.0 30.07 40.41 22.43 0.00ft 0.80in/h
_\224
5 NETAF|K1 LVCZ1OO75-LF 1" /�REAFOR OF�|pL|NE 365.3 30-08 46.78 20.81 -1.00ft 0.80in/h
S NETA171MLVCZ18075'LF 1" AREA FOR OR|pL|NE 217.5 30.54 45.68 15.28 0D0ft 1.00in/h
Common Wire 437.4
.
- ����U��U�~�1 ANALYSIS
/ CRITICAL n~����- ��o�»-u� x ��o^�
^ Generated: 2011-05-2008:05
- P.O]C.NU|NBER:O1
VV8terSource |DfunnatiOn:
FLOW AVAILABLE
` Water Meter Size: 3/4"
^ Flow Available: 22.50gpn1
PRESSURE AVAILABLE
Static Pressure atPOC 100l0pmi
Elevation Change: 0D0ft
Service Line Size:Length of Service Line: 20.00 ft
1"
Pressure Available: yy.00pa
DESIGN ANALYSIS
Maximum Station Flow: 22.43gpm
Flow Available
Residual Flow Available: 0.07 gpm
' Critical Station: 4
Design Pressure: 30l0psi
LooaElev high head tovalve: 0.0X0 psi
Pipe Loss Critical Head: 0.06psi
Loss Fitting Factor: 0.01 psi
Loss through Valve: 0.00pai
Pressure Req. at Critical Station: 80.06psi
Loss for : 0.01psi
/^ Loss for Main Line: 0.09psi
Loss for POCtoValve Elevation: U.OUps|
LoomforBackOovv 10.91 psi
Loss for Water Meter: 8.35 psi
Critical Station PreaourocdPOC� 4&41 psi
preesure Available: 99.00 psi
'1��� / (� \ / \"���~'`'`��' \ \^Residual Pressure Available: 49.69 psi
MATCH -LINE L2.02
O 10 20 30 feet
CALL VWAGH|NGTONUTILITIES
COORDINATING COUNCIL
� ������ ���� ��������
U .������.������.��������
CALL 2-BUSINESS DAYS |NADVANCE BEFORE YOU DIG,
GRADE, OREXCAVATE FOR THE MARKING [)F
| UNDERGROUND MEMBER UTILITIES, |
00
14-m��m
co
�
�
�
�00
Lo
co
CN
co
co
UL
�NO
C'4
��~
��
Q
9
��.
0
2
0
U8H
�e
��
��
04
NN�-
��
»��
CO
<
�
���
.��
m
o
�
0
REVISIONS
DATE
06.16.11
BCRA NO.
1O1
CADD FILE
SHEET TITLE
y��C�y��
U[�n�|��A
0���
����������
PLAN
\UN 1� �O11
�wp �' ~~`'CITY OF E'Dkjomos
SCALE: 1"=10'
PERMIT SET
I A A '"O%l I I 1k Ir- 1 f% f%A
0 10 20 30 feet
IRRIGATION.PLAN
SCALE: 1" = 10'
IRRIGATION NOTES:
1.
THE CONTRACTOR IS TO INSTALL AN AUTOMATIC IRRIGATION SYSTEM THAT
13.
CONTRACTOR TO COORDINATE INSTALLATION OF SLEEVING WITH
WILL PROVIDE 100% COVERAGE FOR ALL LANDSCAPED AREAS.
BUILDING CONSTRUCTION AND INSTALLATION OF PAVING AND SIDEWALKS.
2.
REFER TO SPECIFICATIONS AND DETAILS FOR INSTALLATION
ALL SLEEVING UNDER PAVED SURFACES SHOWN ON PLANS IS BY
3.
INSTRUCTIONS.
MEET ALL APPLICABLE LOCAL AND MUNICIPAL CODES FOR WORK
CONTRACTOR UNLESS OTHERWISE NOTED. ALL MAINLINES, LATERAL
NECESSARY IN IRRIGATION SYSTEM INSTALLATION.
LINES, DRIP LINES AND CONTROL WIRES UNDER PAVED SURFACES ARE TO
4.
THE CONTRACTOR SHALL OBTAIN AND PAY FOR ALL LICENSES, PERMITS,
BE INSTALLED IN SLEEVING. INSTALL SLEEVING -AS PER DETAIL AND
AND USE/SALES TAXES APPLICABLE TO THIS PROJECT. ,
SPECIFICATIONS.
6.
VERIFY ALL SITE INFORMATION PRIOR TO CONSTRUCTION. NOTIFY
14.
ALL PIPING, PVC ELECTRICAL SLEEVES, ETC. UNDER PAVING SHALL BE
OWNERIANDSCAPE ARCHITECT OF ANY DISCREPANCIES FROM PREPARED
INSTALLED PRIOR TO PAVING WORK. NO TEES, ELLS OR OTHER TURNS IN
IRRIGATION PLANS.
PIPING SHALL BE LOCATED UNDER PAVING EXCEPT WHERE SHOWN ON
7.
LOCATE ALL UNDERGROUND UTILITIES PRIOR TO BEGINNING OF WORK.
DRAWING. CAP ALL ENDS HAND TIGHT PRIOR TO BACKFILL USE PVC
CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGE TO UNDERGROUND
SCHEDULE 40 PIPE FOR ALL NON -PRESSURE LATERAL LINE PIPING
UTILITIES CAUSED BY INSTALLATION OF IRRIGATION SYSTEM.
INSTALLED UNDER PAVED AREAS.
.8.
CONTRACTOR IS TO REFER TO AND COORDINATE IRRIGATION SYSTEM
15.
CONTRACTOR IS TO PROVIDE ELECTRICAL POWER TO THE AUTOMATIC
INSTALLATION WITH LANDSCAPE PLANS. AVOID CONFLICTING LOCATIONS
CONTROLLER. COORDINATE LOCATION WITH OWNER/LANDSCAPE
BETWEEN PIPING AND LANDSCAPE MATERIAL, EDGING, ETC.
ARCHITECT.
9.
TAP LOCATION ON PLAN IS SCHEMATIC, CONTRACTOR IS TO VERIFY
16.
CONTRACTOR SHALL EXTEND SPARE CONTROL WIRES FROM EACH
LOCATION AND COORDINATE WITH OWNER -AND ALL OTHER DISCIPLINES.
CONTROLLER TO THE END OF THE MAINLINE SERVING THAT CONTROLLER.
10.
CONTRACTOR IS TO PROVIDE ALL NECESSARY PIPE, VALVES, ETC.
SEE DETAILS AND SPECIFICATIONS FOR NUMBER OF SPARE WIRES AND
DOWNSTREAM FROM POINT OF CONNECTION NOT INSTALLED BY OTHER
INSTALLATION REQ.
DISCIPLINES.
17.
INSTALL ALL MATERIALS AND EQUIPMENT AS SHOWN IN DETAILS. USE
11.
CONTRACTOR IS TO VERIFY AVAILABLE PRESSURE AND FLOW AT POINT OF
TEFLON TAPE OR TEFLON PIPE DOPE ON ALL MALE PIPE THREADS ON ALL
CONNECTION PRIOR TO INSTALLATION OF IRRIGATION SYSTEM EQUIPMENT
IRRIGATION SWING JOINT AND VALVE ASSEMBLIES.
AND NOTIFY LANDSCAPE ARCHITECT WITH VERIFICATION FIGURES. FAILURE
18.
ALL TRENCHES TO BE PUDDLED AND COMPACTED TO THE SAME DENSITY
TO NOTIFY LANDSCAPE ARCHITECT WILL RESULT IN CONTRACTOR TAKING
AS THE UNDISTURBED ADJACENT SOIL.
RESPONSIBILITY FOR ANY ALTERATIONS TO THE PLAN DUE TO VARIATIONS
19.
CONTRACTOR TO PERFORM IRRIGATION AUDIT FOR IRRIGATION ZONES AS
OF PRESSURE OR FLOW AT HISMER OWN RISK.
PART OF FINAL IRRIGATION ACCEPTANCE.
12.
INSTALL MANUAL DRAIN VALVES AT ALL LOW POINTS TO ALLOW FOR
SYSTEM WINTERIZATION.
20.
IT IS THE INTENT OF THIS DESIGN THAT ALL IRRIGATION EQUIPMENT BE
INSTALLED IN LANDSCAPED AREAS AND WITHIN THE PROPERTY LIMITS.
ANY EQUIPMENT SHOWN OUTSIDE OF THESE LIMITS IS SHOWN IN THAT
LOCATION FOR GRAPHICAL CLARITY ONLY. ALL VALVE BOXES SHALL BE
INSTALLED A MINIMUM OF 2'-0" FROM EDGE OF ANY PAVED SURFACES.
AND A MINIMUM OF 3'-0" FROM THE CENTERLINE OF ANY DRAINAGE
SWALES.
NORTH
IRRIGATION SCHEDULE
SYMBOL MAN U FACTURER/MODEUDESCRIPTION QTY DETAIL
NETAFIM LVCZ10075-LF 3
1"VALVE, 3/4" FILTER AND A LOW FLOW PRESSURE
REGULATING VALVE (0.25 - 4AGPM).
AREA TO RECEIVE DRIPLINE
NETAFIM TLCV6-12-16 3,455 S.F.
LANDSCAPE DRIPPERLINE WITH 0.6GPH EMITTERS AT 18"
O.C. WITH CHECK VALVE, PRESSURE COMPENSATION,
14.7PSI MIN. TO 50PSI MAX. DRIPPERLINE LATERALS
SPACED AT 16" APART, WITH EMITTERS OFFSET FOR
TRIANGULAR PATTERN.
AREA TO RECEIVE DRIPLINE
-------------
NETAFIM TLCV6-12-12 900.4 S.F.
-------------
LANDSCAPE DRIPPERLINE WITH 0.9GPH EMITTERS AT 12"
O.C. WITH CHECK VALVE, PRESSURE COMPENSATION,
14.7PSI MIN. TO 50PSI MAX. DRIPPERLINE LATERALS
SPACED AT 12" APART, WITH EMITTERS OFFSET FOR
TRIANGULAR PATTERN.
SYMBOL. MAN U FACTURER/MODEUDESCRIPTION QTY
IRRIGATION LATERAL LINE: PVC CLASS 160 SDR 26 77.2 L.F
PVC CLASS 315 FOR 1/2" PIPE, PVC CLASS 200 FOR 3/4"
PIPE, PVC CLASS 160 SDR 26 FOR I" AND ABOVE. ONLY
LATERAL TRANSITION PIPE SIZES 1"AND ABOVE ARE
INDICATED ON THE PLAN, WITH ALL OTHERS BEING 3/4" IN
SIZE.
IRRIGATION MAINLINE: PVC SCHEDULE 40
222.8 L.F.
PIPE SLEEVE: PVC CLASS 200 SDR 21* 61.2 L.F
TYPICAL PIPE SLEEVE FOR IRRIGATION PIPE. PIPE
SLEEVE SIZE SHALL ALLOW FOR IRRIGATION PIPING AND
THEIR RELATED COUPLINGS TO EASILY SLIDE THROUGH
SLEEVING MATERIAL. EXTEND SLEEVES 18 INCHES
BEYOND EDGES OF PAVING OR CONSTRUCTION.
Valve Callout
Valve Number
Valve Flow
Valve Size
VALVE SCHEDULE
514.02
214.02
2/1-4.02
DETAIL
4/1-4.03
514.03
NUMBER
MODEL
SIZE
TYPE
WIRE PSI
PSI@_POC
GPM
VALVEELEV
PRECIP
7
NETAFIM LVCZ10075-LF
i7'--
�K_REA FOR DRIPLINE
�-O. 10
44.03
14.38
-0.50 ft
0.80 in/h
8
NETAFIM LVCZ10075-LF
I"
AREA FOR DRIPLINE
30.12
45.40
15.32
1.00 ft
0.80 In/h
9
NETAFIM LVCZ10075-LF
1"
AREA FOR DRIPLINE
30.79
46.62
10.43
4.00 ft
1.06 in1h
CRITICAL ANALYSIS -
Generated: 2011-05-20 08:05
P.O.C. NUMBER:01
Water Source Information:
FLOW AVAILABLE
Water Meter Size: 3/411
Flow Available: 22.50 gpm
PRESSURE AVAILABLE
Static Pressure at POC:
100.00 psi
Elevation Change:
0.00 ft
Service Line Size:
ill
Length of Service Line:
20.00 ft
Pressure Available:
99.00 psi
DESIGN ANALYSIS
Maximum Station Flow: 22.43 gpm
Flow Available at POC: 22.50 gpm
Residual Flow Available: 0.07 gpm
Critical Station:
4
Design Pressure:
30.00 psi
Loss Elev. high head to valve:
0.00 psi
Pipe Loss Critical Head:
0.06 psi
Loss Fitting Factor:
0.01 psi
Loss through Valve:
0.00 psi
Pressure Req. at Critical Station:
30.06 psi
Loss for Fittings:'
0.01 psi
Loss for Main Line:
0.08 psi
Loss for POC to Valve Elevation:
0.00 psi
Loss for Backflow:
10.91 psi
Loss for Water Meter:
8.35 psi
Critical Station Pressure at POC:
49.41 psi
Pressure Available:
99.00 DSI
Residual Pressure Available: 49.59 psi
CALL WASHINGTON UTILITIES
COORDINATING COUNCIL
1.800.424.5555
2
0
Z C)
09
rn
W
0
C;
LO W
0)
M �_
14: =)
It, Cj)
Lj
U) Z
cli W
U_
U-
U 1, 0
jg
Sm
Z
U)
0
Z
0
75
0
W
V
Z
0
04
0
00
F-
wcn�
C/) a
Z
W
n
0
0
F- mo
w
Cn
Z
0
C/)
W
REVISIONS
DATE
06.16.11
BCRA NO.
10139.Al.01
CADD FILE
10139-L-2.02.DWG
SHEET TITLE
IRRIGATION
PLAN RFESUB
1UR 1-7
21111
WILDING DEPARTMEN'll
CITY OF MEMONDS
Df--'D A -
D%..jrxj-%-
`0
FW
0 COPYRIGHT 2011 - SCRA, INC. ALL RIGI
SHEET
CALL 2- BUSINESS DAYS IN ADVANCE BEFORE YOU DIG,
GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
L2002
PERMIT SET
"s,
_4
4-1
0
r-1
- 1r,
+
lREE CODE LEGEND PER ECDC 20.13
SYMBOL DESCRIPTION CITY
TREES BOTANICAL NAME
4
COMMON NAME DOW SIZE �TY DETAIL
19 LANDSCAPE BUFFER
r
TYPE 1: 2,585 SF
A VERY DENSE SIGHT BARRIER
I (N
EXISTING TO BE REMOVED
NIA
13,651 SF
=,L SEPERXnON OF USES FRO4
STREETS. AND VISUAL SEEPARATION OF
COMPATIBLE USES (MEErS MIN. REQUIREMENT,
FOR TYPE V.- TO PROVIDE VISUAL RELIEF AND
SHADE IN PARKING AREAS)
EXISTING TO REMAIN
VARIES 12
Rr.
j
1'2 c E-P
V:LOSCALE: 1�-100',
y
% BOTANICAL NAME
DECIDUOUS TREES
COMMON NAME C- QTY DETAIL
CONT
YRUS CALLERYANA
CHANTICLEER PEAR B&B Z`CAL 4 9&4.03
Lw
dft\
I'ma
WA 0
25"m
MA
kYW74f
MA
I% +,W,+l I
s
�14
Ar, 10,
EVERGREENTREES BOTANICA-NAME COMMON NAME CONT SIZE DETAL
ILI,
o
COA.
jo THUJAPLr-ATA WESTERN RED CEDAR B&S 10'-12' HT 2
J- Nil,
STREET TREES BOTANICAL NAME. COMMONNAME CONT -C-AL SIZE QTY DETAIL
v
UGRCUS RUBRA RED OAK B&B 2TAL 1 9&4.03
NS� ®R- j L'",
VINES ON THE PROPOSED
TRIELLIS, SEE PLANTING w
CHEOULE FOR THESPFCIES SHRUBS BOTA141CAL NAME COMMON NAME CONT -CITY DETAIL
6AREX OBNIJPTA
SLOUGH SEDGE 3 GAL 39 afL4.03
CORNUS SERICEATLA�IRAMW YELLOW TWIG DOGWOOD 3 GAL —..3
IFERA DOGWOOD 3 GAL
C-lus STOLON
HAK-ECHLOAMACRA JAPANESE FOREST GRASS 3 GAL 26 &I-A.03
ELICTOTRICHON SEMPERVIRENS SLUEOATGRASS I GAL
LXVANDULAANGUST�FOLIA ENGLISHLAVENDER I GAL
LONICERA CIIJOSA ORANGE HONEYSUCKLE 3 GAL 4 aAA.03
. . . . . . . . . . . . . . . . .
&L4.
MAHONIAAQUIFOLIUM OREGON GRAPE 3 GAL 20 3
MYRICACALIFORNICA PACIFIC WAX MYRTLE 3 GAL —.03
SPIRAEADOUGLAS11 WESTERN SPIREA 3 GAL 16 aL4
3�
.03
EVERGREEN HUCKLEBERRY 3GAL 25 8&4.03
VACCI.IUM OVATUM
GROUNDCOVERS BOTANIMNAME COMMONNAME CONT OrY DETAI
F-- -7
ARCTOSTAPHYLOS UVAURSI KINNIKINNICK 4WT@ 2V OC 257 7A-4.03
Ae'
DEER FERN & SALAL MIX 4-POT@ 36- OC 662 7A-4.03
SLECMUM SPICANT & GAULTHEREA SHALLON MIX
EFUCA X DARLEYENSIS 'MEDITERRANEAN WHrIr MEDITERRANEAN WHITE HEATH 4'POT@ 36- OC 146 7A.4.03
Z
RESVp
BEACH STRAWBERRY 4-POT@ 24- OC 124 ,4
1-4 CIILCENEIS
13 2911
GAULTHERIASHALLON SALAL 4-POTO 36- OC
CALL WASHINGTON UTILITIES
MATCH44NEL2.�2
-V
0 20 30 feet
S CALE.,
1-101
NORTH
COORDINATING COUNCIL 1
1.800.424.5555
CALL 2- BUSINESS DAYS IN ADVANCE BEFORE YOU DIG.
GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES
um
STATE OF
WASHINGTON
B'EGISMBE"
—.CA`eARcH,T5clr
ucENS,a No. lo3a
3:
C)
z
9
co
U)
0
z
0
2
cl
w
�e
z
of
U) 2
LU
@ z
U) 0
Of
.14.11
02.11.11
10139AI.01
10139�LAOIDWG
PLANTING
PLAN
L3.01 -�
mwITSEr
'AI I I m...
A
'A\41N� zp
.,Z\
J_
_t
1I7yX11
1hNNt-" . _�?- / I I N
N,
%\
N
N
I A
�\O
VINES ON THE P OPOSED
TRELLIS, SEE PLANTING
Z
SCHEDULE FOR THE SPECIES
T
00
.:.Z
,:S
NEW BUILDINC
Ile
�N`
XX z
x
4
V�y k\\��
T_
Y FZ�12,
F
2
T_
M,
cl
doi
Z;
�\Ivl
\Vlilt
<
T.7\
7�10 o/
vv
o .
70
'H-LINE L3.02
PLANTING PLAN
-LINE L3.02
MATCH
0 10 20 30 feet
FLAN I 3UHtL)ULt L3.(JI
TREES BOTANICAL NAME
COMMONNAME CONT CAL SIZE CITY DETAIL
EXISTING TO BE REMOVED
EXISTING TO REMAIN
DECIDUOUS TREES BOTANICAL NAME
COMMON NAME
CALLERYANA 'CHANTICLEER' CHANTICLEER PEAR
EVERGREEN TREES BOTANICAL NAME
THUJA PLICATA
STREETTREES BOTANICAL NAME
ERCUS RUBRA
COMMONNAME
WESTERN! RED CEDAR
COMMONNAME
RED OAK
SHRUBS
BOTANICAL NAME
COMM,_)Iq NAME
CAREX OBNUPTA
SLOUC-11 SEDGE
CORNUS SERI CEA'FLAVI RAM EA'
YELLO'A' TWIG DOGWOOD
CORNUS STOLONIFERA
DOGWOOD
HAKONECHLOA MACRA
JAPANESE FOREST GRASS
HELICTOTRICHON SEMPERVIRENS
BLUE OAT GRASS
LAVANDULA ANGUSTIFOLIA
ENGLISH LAVENDER
LONICERA CILIOSA
ORANGE HONEYSUCKLE
MAHON IA AQUIFOLIUM
MYRICA CALIFORNICA
SPIRAEA DOUGLASII
KI)
VACCINIUM OVATUM
GROUND COVERS BOTANICAL NAME
ARCTOSTAPHYLOS UVA-URSI
BLECHNUM SPICANT &
GAULTHERIA SHALLON MIX
ERICA X DARLEYENSIS
'MEDITERRANEAN WHITE'
F .7 FRAGARIA CHILOENSIS
GAULTHERIA SHALLON
OREGON GRAPE
PACIFIC WAX MYRTLE
WESTERN SPIREA
EVERGREEN HUCKLEBERRY
COMMON NAME
KINNIKINNICK
DEER FERN & SALAL MIX
N/A
6 814.03
VARIES 12 10/1-4.03
CONT
m
CONT
CONT
3 GAL
3 GAL
3 GAL
3 GAL
1 GAL
1 GAL
3 GAL
3 GAL
3 GAL
3 GAL
3 GAL
CONT
4-POT@ 24" OC
4-POT@ 36"OC
MEDITERRANEAN WHITE HEATH 4'POT@ 36" OC
BEACH STRAWBERRY 4-POT@ 24" OC
SALAL 4"POT@ 36" OC
CAL SIZE QTY DETAIL
2"CAL 4 8/1-4.03
CAL SIZE OTY DETAIL
0'-12' HT 2 9/1-4.03
CAL SIZE QTY DETAIL
2"CAL 8/1-4.03
QTY DETAIL
39 71L4.03
03
7/1-4.
39 7/1-4.03
26 7/1-4.03
30 7/1-4.03
15 7/1-4.03
4 7/1-4,03
20 7/1-4.03
Z�s� 7/1-4.03
16 7/1-4.03
25
714.03
QTY
DETAIL
292
6/1-4.03
684
6/1-4.03
75
6/1-4.03
173 614.03
103 6/1-4.03
CALL WASHINGTON UTILITIES
COORDINATING COUNCIL
1.800.424.5555
CALL 2- BUSINESS DAYS IN ADVANCE BEFORE YOU DIG,
GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
ob
Do
()o
c;
c �,
col
N
(P Lu
m Z)
Lrj z
c\I LL1
LL >
<
c14 <
n
p. Q,
Lo
64
C,4
z
z
>
z
<
ry
W
U)
0
z
<
C)
W
0
0
w
U)
z
0
EL
C)
to
w
REVISIONS
DATE
06.16.11
BCRANOI
10139.Al.01
CADD FILE
10139-L-3.0l.DWG
SHEETTITI-E
P L A N T %�.G
`UB
PLAN
JUN 17 2011
CITY o
_Tm _"l-T
P_ U I L 0 1
N DFS
BCRA R....
*COPYRIGHT 2011 - BCRA INC. ALL RIGHTS RESERVED
SHEET
SCALE: V 10'
PERMIT SET
PLANTING NOTES:
1. LANDSCAPE CONTRACTOR SHALL LOCATE ALL TREES, SHRUBS AND
PLANTING BEDS ACCORDING TO LOCATIONS SHOWN ON DRAWINGS. ALL
PLANTING LOCATIONS SHALL BE SUBJECT TO REVIEW AND APPROVAL BY
LANDSCAPE ARCHITECT PRIOR TO THE START OF PLANTING OPERATIONS.
LANDSCAPE CONTRACTOR SHALL MAKE MODIFICATIONS IN LOCATIONS AS
DIRECTED BY LANDSCAPE ARCHITECT.
2. THE . PLANT SCHEDULE IS FOR CONTRACTOR'S CONVENIENCE ONLY, THE
CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING EXISTING
CONDITIONS AND REPORTING IN WRITING TO THE LANDSCAPE ARCHITECT
ANY CONFLICTS RELATIVE TO IMPLEMENTATION OF THE LANDSCAPE
CONSTRUCTION DOCUMENTS. BCRA SHALL NOT ASSUME ANY ERRORS OR
OMISSIONS IN THE PLANT SCHEDULE LISTED HEREIN. THE PLANT SYMBOLS
SHOWN ON THE LANDSCAPE PLAN SHALL PREVAIL SHOULD THERE BE ANY
DISCREPANCIES IN QUANTITIES BETWEEN THE PLAN AND PLANT SCHEDULE.
3. LANDSCAPE CONTRACTOR SHALL PROVIDE PLANT PROTECTION AND
MAINTENANCE THROUGHOUT INSTALLATION AND UNTIL FINAL ACCEPTANCE
OF LANDSCAPE INSTALLATION AS FOLLOWS:
A) ALL PLANT MATERIAL SHALL BE PROTECTED, FROM TIME OF DIGGING TO
TIME OF FINAL ACCEPTANCE, FROM INJURY, EXCESSIVE DRYING FROM
WINDS, IMPROPER VENTILATION, OVER -WATERING, FREEZING, HIGH
TEMPERATURES, OR ANY OTHER CONDITION DAMAGING TO PLANTS.
B) PLANT MATERIAL SHALL BE PLANTED ON THE DAY OF DELIVERY IF
POSSIBLE. ALL PLANTS NOT PLANTED ON THE DAY OF DELIVERY SHALL
BE PLACED IN A TEMPORARY NURSERY AND KEPT MOIST, SHADED, AND
PROTECTED FROM THE SUN AND WIND. EACH ROOTBALL SHALL BE
COVERED ENTIRELY WITH MULCH. ALL PLANT MATERIALS SHALL BE
INSTALLED PER THE PLAN DRAWINGS AND SPECIFICATIONS.
C) LANDSCAPE CONTRACTOR SHALL PROVIDE PLANT MATERIALS THAT
COMPLY WITH THE REQUIREMENTS OF THE MOST RECENT ANSI Z 60.1
IISTANDARDS FOR NURSERY STOCK"' UNLESS OTHERWISE SPECIFIED.
CALIPER OF B&B TREES SHALL BE TAKEN 6 INCHES ABOVE THE GROUND
UP TO AND INCLUDING 4 INCH CALIPER SIZE, AND 12 INCHES ABOVE THE
GROUND FOR LARGER SIZES.
D) PLANTING MAINTENANCE SHALL INCLUDE WATERING, WEEDING,
CULTIVATING, RESETTING PLANTS TO PROPER GRADES OR POSITION,
RE-ESTABLISHING SETTLED GRADES. HERBICIDE IS NOT RECOMMENDED
FOR ONE YEAR FOLLOWING LANDSCAPE INSTALLATION.
E) PLANT MAINTENANCE SHALL INCLUDE THOSE OPERATIONS NECESSARY
TO PROPER GROWTH AND SURVIVAL OF ALL PLANT MATERIALS.
CONTRACTOR SHALL PROVIDE THIS WORK IN ADDITION TO SPECIFIC
WARRANTY/GUARANTEES.
4. CONTRACTOR SHALL VERIFY AND MAINTAIN ALL SETBACKS, CLEAR ZONES
AND SIGHT TRIANGLES REQUIRED BY ALL LOCAL AND MUNICIPAL CODES
WHERE APPLICABLE.
5. LANDSCAPE CONTRACTOR SHALL ENSURE THAT THE LANDSCAPE
INSTALLATION IS COORDINATED WITH THE PLANS PREPARED BY OTHER
CONSULTANTS SO THAT THE PROPOSED GRADING, STORM DRAINAGE OR
OTHER PROPOSED CONSTRUCTION DOES NOT CONFLICT WITH NOR
PRECLUDE INSTALLATION AND MAINTENANCE OF LANDSCAPE ELEMENTS AS
DESIGNATED ON THIS PLAN.
SOIL NOTES PER CITY OF EDMONDS #E72 C:
1 . ENSURE THAT THERE IS AT LEAST 5 IN OF EXISTING SOIL IN THE DISTURBED
AREA (IF NOT ADD TOPSOIL).
2. PLACE 3 IN OF COMPOST ON TOP OF EXISTING SOIL. TILL OR OTHERWISE MIX
THE COMPOST INTO THE TOP 6 INCHES EXISTING SOIL SUCH THAT THE
DEPTH RIGHT AFTER MIXING IS ABOUT 9.5 IN (MIXING WILL ENTRAIN AIR INTO
THE MIXTURE MAKE IT FLUFFY). IT MAY BE NECESSARY TO LOOSEN
(SCARIFY) EXISTING SOIL TO FACILITATE THIS MIXING.
3. WATER OR ROLL TO SLIGHTLY COMPACT TO THE 9.5 INCH
COMPOST -AMENDED SOIL LAYER TO APPROXIMATELY 8 INCHES.
4. RAKE TO SMOOTH AND REMOVE SURFACE ROCKS LARGER THAN 2 INCH IN
DIAMETER (IF ANY).
5. MULCH PLANTING BEDS WITH 2 TO 4 INCHES OF ORGANIC MULCH (I.E.,
ARBORIST WOOD CHIPS, LEAVES, BARK) - RECOMMENDED NOT REQUIRED.
FOR 100 SQUARE FEET OF PLANTING BED AREA: A 3 INCH LIFT REQUIRES 25
CUBIC FEET OR —1 CUBIC YARD OF COMPOST.
MATCH -LINE 1-1.01 Am-
00,
0 10 20 30 feet
ZSUALE: 1 10'
PLANT SCHEDULE L3.02
DECIDUOUS TREES BOTANICAL NAME
STREET TREES
ACER CIRCINATUM
CORNUS NUTTALLII
BOTANICAL NAME
ERCUS RUBRA
COMMON NAME
CONT
CAL
QTY
DETAIL
VINE MAPLE
B&B
1.5"CAL
2
8/1-4.03
WESTERN FLOWERING DOGWOOD
B & B
1.5"CAL
2
8/1-4.03
COMMON NAME . CONT CAL QTY DETAIL
RED OAK B&B 2"CAL 4 8/1-4.03
SHRUBS BOTANICAL NAME COMMON NAME CONT QTY DETAIL
��yjvljur,
CAREX OBNUPTA SLOUGH SEDGE 3 GAL 21 7/1-4.03
CORNUS SERICEA'FLAVIRAMEA' YELLOW TWIG DOGWOOD 3 GAL 26 7/1-4.03
CORNUS STOLONIFERA DOGWOOD 3 GAL 24 7/1-4.03
I\All Vt,
HELICTOTRICHON SEMPERVIRENS BLUE OAT GRASS 1 GAL 17 7/1-4.03
LAVANDULA ANGUSTIFOLIA ENGLISH LAVENDER I GAL 32 7/1-4.03
MAHONIAAQUIFOLIUM OREGON GRAPE 3 GAL 2 7/1-4.03
NORTH NANDINA DOMESTICA'NANA' DWARF SACRED BAMBOO 3 GAL 20 7/1-4.03
SPIRAEA DOUGLASII WESTERN SPIREA 3 GAL 9 7/1-4.03
VACCINIUM OVATUM EVERGREEN HUCKLEBERRY 3 GAL 6 - 7/1-4.03
GROUND COVERS BOTANICAL NAME COMMON NAME CONT QTY DETAIL
ARCTOSTAPHYLOS UVA-URSI KINNIKINNICK 4' 'POT@ 24- OIC 155 6/1-4.03
FRAGARIA CHILOENSIS BEACHSTRAWBERRY 4"POT@ 24" OC 285 6/1-4.03
CALL WASHINGTON UTILITIES
COORDINATING COUNCIL
1.800.424.5555
CALL 2- BUSINESS DAYS IN ADVANCE BEFORE YOU DIG,
GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
2
09
0 ;&
Z 0)
0
00
C:)
m
Lu
n
z
Ill
LL
LL
to
C-4
C-4
�_M_
_r
Q
z
c/)
0
Z
0
75
Q
w
v
z
>-
coj
00
F_
w
co
Z
a)
F_
0
z
0
0
w
ELI
cf)
LLJ
:,
C4
co
2
0
LU
REVISIONS
DATE
06.16.11
BCRA NO.
10139.Al.01
CADD FILE
10139-L-3.02.DWG
SHEETTITLE
PLANTING
PLAN RF—SUB
JUN 17 2011
PWILDING DEPAR-rMENI
CITY OF EDMONDS
orm
13 t"D A mi
0 COPYRIGHT 2011 - 8CPA INC, ALL
SHEET
L3002
PERMIT SET
rl�f
r% KIIII-0
CONCRETE PAVER W/ SAND BED
r%nK1/'%DC:T1= DA\/PP P1 AN
11 v 1"-,
, L— ���
:4
1/2—
321401-06-*�'-' 1 1/2"
1/2" ll-O"
BUILDING
1/4" MINUS CRUSHED
ROCK, PROVIDE 95, 0
COMPACTION
5/8" MINUS CRUSHr-6-
ROCK, PROVIDE 95-/9,,',
COMPACTION -
4" X 1/8"THICK
STEEL EDGING.
SET ALL EDGING 1127
'ABOVE FINISH
GRADE AS SHOWN.
OVERLAP ALL
JOINTS 2", TO BE
SECURELY STAKED-��
04
J
PLAN6r1NG AREA
r
&I
17
SUBGRADE
I.=
—I I
E
17GALVANIZED
I 15111
MI
1
:1
11
IEHI
I 1EEI
I
IEEI
111,
STEEL STAKE, 24"
1=�
M
I I
O.C. OR AS
SPECIFIED BY
MANUFACTURER
WEED FABRIC
q
wjl;
ITH STEEL.EDGING
3215 43
1,1/2"= V-0"
�ETE PAVER
RTAR JOINTS
IS SAND 1" LAYER
MG COURSE
qUS CRUSHED ROCK
�CTED 95%
ZADE COMPACTED 95%
321401-05
L
CONCRETE SEAT WALL
DP BAR
rROWEL FINISH
IT
,AR AT 24" O.C.
BAR CONT.
IUS CRUSHED
Z;OMPACTED 95%
ZADE COMPACTED
033373,13-09
r-Lj%lr-
)UND
qT
ETE BAND
IUS CRUSHED
'OMPACTED
ADE
COMPACTED 95%
SEAL
e�� n
STATE OF
WASHINGTON
REGISTERED
LANDSCAPE ARCHITECT
wj "Mis.
W, �ALAINIFZ.McWAIN
LICENSE NO. 1036
EXPIRES ON 4/6/2012
L;UNL;Kt UNII I-/-k V 11= K Z") VVIOPNOM
tSAN U A I
�-=U �NU K�t - -, � �=t S �AN U�i k. �1
-0.1 321413-09
U)
Z
0.
Uj,
''Z
vl�
cq
co
A,
uu
U)
0)
<
z
0
z
w
RElVISIONS
'A
4.11
RESUB
11 - d 13 2011
CALL WASHINGTON UTILITIES
COORDINATING COUNCIL
1.800.424.5555.
CALL 2- BUSINESS DAYS IN ADVANCE BEFORE YOU DIG,
GRADE, OR EXCAVATE, FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
DATE
02.14.11
BCRA NO.
10139.Al.01
CADD FILE
10139-L-4.01DW13
SHEET TnE
DETAILS
BCRA w
GCOPYRIGHT 2011 - SCM INC. ALL RIGHTS RESERVED
SHEET
PERMIT SET
COPPER TUBING, TYPE K, SOFT.
118 BEND.
CORPORATION STOP: -
3/4"& 1": JONES J-1500
11/2" & 2": JONES J-1 930
SERVICE SADDLE, ALL BRONZE,
WITH DOUBLE STRAP AND
C-C THREADS.
NON-METAL WATER MAIN.
COPPER TUBIIN
1/8 BEND.
CORPORATIOl'
3/4" & V: JON
1 1/2" & 2": JO
METAL WATEF
5;
o
c
_5 0
co
co
LU
ca 2�
11
z
5�
�: m
0
2�
W -
ca U-
PVC MAINLINE.
DRIP VALVE / FILTER
REGULATOR.
TYPICAL OFFSET
2" FROM
HARDSCAPE, 4"
FROM PLANTED
AREA.
I, I I I
F
r-Llf-% r-f-r-r% f-WARAMI r-
TYPICAL LATERAL
PIPE FROM VALVE
ASSEMBLY, SIZE PER
PLANS.
TYPICAL OFFSET 2" FROM
HARDSCAPE, 4" FROM
PLANTED AREA.
Y2" POLYETHYLENE OR PVC HEA902,.-
TYPICAL START CONNECTION SXSXT
TEE W1 TECHLINE MALE ADAPTER.
DRIPLINE SPACING AS
NOTED.
AIR/VACUUM RELIEF VALVE
PLUMBED TO TECLINE AT EACH
HIGH POINT,
BLANK TECHLINE TUBING -
CENTERED ON MOUND OR
BERM.
TYPICAL TECHLINE TUBING
LATERALS WITH EMIT -TER
I SPACING AS NOTED. TIE DOWN
STAKE AT ALL TEES, ELLS, AND
AT 51 O.C. AT CLAY, 4'0.C. AT
LOAM, OR TO.C. AT SAND.
LINE FLUSHING VALVE 1.
PLUMBED TO PVC OR POLY
LINE AT LOW END, AS
NOTED.
SLOPED CONDITION NOTES:
1 . DRIPLINE LATERALS SHOULD FOLLOW THE CONTOURS OF THE SLOPE WHENEVER POSSIBLE.
2. STALL AIR RELIEF VALVE AT HIGHEST POINT.
3. TECHLINE NORMAL SPACING WITHIN THE TOP % OF SLOPE,
4. INSTALL TECHLINE AT NORMAL SPACING PLUS 25% AT THE BOTTOM Y3 OF THE SLOPE.
5. WHEN ELEVATION CHANGE IS 10 FT OR MORE, ZONE THE BOTTOM Y3 ON A SEPARATE VALVE.
TECHLINE MAXIMUM LENGTH OF SINGLE LATERAL (FEET)
DRIPPER SPACING
1211
1811
2411
WATER SOURCE: DRIP
VALVE OR LATERAL
DRIPPER FLOW
0.4
0.6
0.9
0.4
0.6
0.9
0.6
0.9
FROM VALVE.
RATE (GPH)
TYPICAL SUPPLY
w
U)
uj
a-
I-_
Lu
15
292
233
175
410
322
247
405
308
HEADER.
TYPICAL TECHLINE
DRIPPER LINE TUBING.
TYPICAL PVC OR POLY
SUPPLY OR EXHAUST
HEADER.
25
397
321
238
558
438
335
553
423
-
35
486
365
279
656
514
394
I
649
497
45
520
311
732
574
439
725
555
TECHLINE FLOW PER 100 FEET
LINE FLUSING VALVE
PLUMBED TO PVC OR
POLY.
0.4 GPH DRIPPER
0.6 GPH DRIPPER
0.9 GPH DRIPPER
DRIPPER
SPACING
AlRtVACUUM RELIEF
VALVE, INSTALL AT HIGH
GPH
GPM
GPH
GPM
GPH
GPM
12"
40.00
0.67
61.00
1.02
92.00
1.53
POINT OF SYSTEM.
iZy- IN -LINE SPRING CHECK
18"
26.67
0.44
41.00
0.68
61.00
1.02
1
1
VALVE FOR LOW HEAD
24"
N/A
NIA
31.00
1 0.51
46.00
0.77
DRAINAGE.
CENTER FEED EXAMPLE
AL NETAFIM TECHL.INE.REQUIREMENTS
WATER SERVICE CONNECTION,
04�P
�C
1OX14 STANDARD BOX, HEAT BRAND
"SOV"ON LID WITH 2" HIGH CHARACTERS.
FINISHED GRADE.
I LI AL U.-
I I FE1
I 1=1
I
1E1
I F:�i
I 1=
T,
6" VALVE BOX EXTENTIONS,
I�Ed
I Mi
I I--
uj,
AS REQUIRED.
120 VAC TERMINAL BOX
z
OPTIONAL RADIO
REMOTE STICK ANTENNA
1OX14 STANDARD VALVE
0
uj
BOX.
m
10" -12" CONDUIT FOR
z
CONTROL WIRES
PVC MAIN LINE, SIZE
AS PER PLAN..
PVC'S\TrREDUCER,
A' REQUIRED.
SET CONTROLLER
60" r
BOX INSTALLED WITH
ABOVE FINISHED
TRANSIENT
NIBCO T-680 BRONZE
FLOOR ELEV. UNLESS
PROTECTION BOARD
BALL VALVE. r
OTHERWISE NOTED.
1/4 BEND COUPLING.
1*0 6X2X16L CON Cr
PVC CONDUIT FOR FIELD
COPPER TUBING FROM
BLOCK CAPS, ONE
EACH SIDE OF BOX.
WIRING
WATER SERVICE CONNETION.
1/2" WIRE CLOTH GOPHER
#6 SOLID COPPER WIRE
Upr
SCREEKWRAP SIDES.
TO GROUND ROD
WATER SERVICE SHUT OFF VALVE
5/8" X &COPPER GROUND ROD
FINISHED FL OOR ELEVATION.
SEE ARCH.
P NECTION
"S
M
OUNT CONTROLLER
4 Inji _n'.
328409.7�4,
328409.13-12
MULCH AS SPECIFIED
FINISHED GRADE COMPRESSION TEE
6" DRIP BOX 3/4" FTP A/2" DRIP
TUBING ADAPTER
AIR RELIEF VALVE, AS SPECIFIED 6" DRIP BOX
DRIP TUBING AS SPECIFIED
1 FPTXM PT ELL
3/4" x 1 " MPT ADAPTER FINISHED GRADE
3/4" FPT x 112" DRIP TUBING ADAPTER"...L M
MULCH, AS SPECIFIED M1 I I I I I 1EE1 I 1=1 I IE�
I I I 1=1 11 -_ I
DRIPLINE OR 1/2" ORIP TUBING EXISTING SOIL
M I I... I
cv
-77'--
011
Nix
m
LATERAL INE WITH TEE
AS SPECIFIED
NOTE: HEAT BRAND'AR'ON LID WITH 2" HIGH CHARACTERS
NIPPLE, SIZE AND LENGTH
AS REQUIRED.
R I P A I RfR �EL I E �FV�ALV�E I �NB �OX ����328413.53-03 RIPLINE Z�ON�ECO�NT�ROL
/� 'r " 1 1/� �����3284�134673
_0 1,_o
EXAMPLES LEGEND
BACKFLOW COVER AS
SPECIFIED
CONC. SLAB ON GRADE
SCH. 40 SLEEVE, AS REQ.
PVC COUPLER AND
SCHEDULE80TOE
NIPPLE TYPICAL EA.
SIDE
MAIN LINE, SIZE AS PER
PLANS
GALVANIZED ELL AND
NIPPLE, TYPICAL EA.
SIDE
CONCRETETHRUST
BLOCKS, 90 LBS. OF
CONCRETEEACH
:,REDUCED PRESSURE BACKIFLOW DEVICEr
BRASS ISOLATION VALVE
11/2" V-0"
_05L
328409.46
-
NISH GRADE
DIAMETER ROUND VALVE
OX, SEE SPECIFICATIONS.
ET BOX FLUSH TO GRADE
T LAWN.
ET BOX 2" ABOVE GRADE
T SHRUBS.
�OUR COMMON
ffCK SUPPORTS.
O"DIA. PVC PIPE
EXTENSION, LENGTH
kS REQUIRED.
3VC MAIN LINE.
3LIP/THREAD COUPLING.
5" SCHEDULE 80
THREADED NIPPLE.
SOLATION VALVE AS
SPECIFIED.
328406.33-01
+
m
uj
0
+
cf)
w
a.
0
1
U)
F
ISLAND MEDIAN ISLANDI, MEDIAN ISLAND, IRREGULAR AREAS:
LAYOUT DOWN SLOPE I DOWN SLOPE - 2 TRIANGULAR
TYPICAL START CONNECTION
ON EXHAUST HEADER.
TOTAL LENGTH OF TECHLINE TUBING IN
THIS AREA CAN NOT EXCEED THE MAX.
OF RUN.
ILE
TYPICAL START CONNECTION ON
SUPPLY HEADER.
SEE -
SUB -HEADER
DETAIL..
TYPICAL TECHLINE START
CONNECTION.
IRREGULAR AREAS: PARKING ISLAND TYPICAL LAYOUT
ODD CURVES
A F
328413.56 -26
SET BOX 3" HIGH IN SHRUB BEDS
SET BOX FLUSH TO FINISHED GRADE -AT TURF
PVC TRUE UNION BALL VALVE
JUMBO PLASTIC VALVE BOX, SEE SPECS
CONTROLLER WIRE WITH 18 INCH LINEAR
LENGTH OF COIL,,WITH WATERPROOF
CONNECTORS.'
:VALVE AS SPECIFIED
Z
FILTERAS SPECIFIED
PRESSURE REGULATOR, AS SPECIFIED.
MULCH,
FINISHED GRADE
........ PVC UNION
OUTLET PIPE
SAME SIZE AS
VALVE, 24' MIN.
LENGTH 'To.
1111111 HIM J11 I H111111
FIRS 1 1-11 1 lNti.
+URI
Mill 45- DOWN AS
REQ. TO,
Tm
LATERAL PIPE
DEPTH.
WASHE D RIVER GRAVEL
(4) SUPPORT BRICKS ON EACH CORNER
SXT TEE W/ 2" NIPPLE AT MAINLINE
SCH. 80 RISER
NOTE: HEAT BRAND' CONTROLLER AND VALVE NUMBER ON'LID WITH 2"r HIGH CHARACTERS
V
DRIP ALVE/FILTER/REGULATOR
A
CALL WASHINGTON UTILITIES
COORDINATING COUNCIL
1.800.424.5555
BUSINESS DAYS IN ADVANCE BEFORE YOU DIG,
CALL 2
GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES..
RECEIVED
9 2011
�-IUILDING LDEPARTMENT
"tTy OF E.DMONDS
SEAL
STATE CF
WASHINGTON
REGISTERED
CAPEA
RCHITECT--\
-mc N
CERTIRGATE NO. 1036
4kA110H'T'2C
.MCW
N
Zr
c
z
Z
<
C4
co
w
U
Z
W
cUJ
0
z
0
0
co,
111
REVISIONS
DATE
02.14.11
BCRA NO.
101 39.A1.01
CADD FILE
0 9-L-4.02.DWG
SHEETTITLE
DETAILS
D t"D A
*COPYRIGHT 2011 - OCR& INC. kill
SHEET
PERMIT SET
I WE= %AIITW
r%lr-
:_MITTERS AS NOTED
)RIPLINE STAKE AT
,OUPLER
" DRIP TUBING
2
FRANSITION TO
:INISHED GRADE
If
10" DIAMETER VALVE BOX. HEATBRAND
QC lQCl ON LID WITH 2" HIGH CHARACTERS. FLUSH CAP
DRIPLINE
FINISHED GRADE i It TO 211
SET BOX 3" ABOVE GRADE IN SHRUB BED BELOW
GRADE.
SET BOX FLUSH TO GRADE IN TURF 4V--
C14
QUICK COUPLER, AS SPECIFIED 17_77T53''
BRASS NIPPLE AND ELL SAME SIZE IEEI I E�i I I I I kE -11
AS QUICK COUPLER INLET SIZE IEII I ia I I
FOUR (4) SUPPORT BRICKS AT EACH CORNER
S REQ., 4 MINIMUM
GALV. HOSE CLAMP, A
METAL rrEE'STAKE, LENGTH AS REQ.
PVC MALE ADAPTER
MAIN LINE
DRIPLINE
COMPRESSION
COUPLER
IPLINE FLUSH VALVE BELOW GRADE
328413.49-23
j,:'OUICK Cou
PLING VALVE IN BOX _0"
328406.43-06
ill 11.011
p
'MIN. CLEARANCE
.'BETWEEN SLEEVES
PAVING
TRE NCH
Lur d:
SLEEVES
----------
0
0
PAVING TYP.
18"'. MIN.,
PVC CAP, TYP-.
0 0
PVC. LOCATOR PIPE
z FINISHED GRADE
46
NOTCH CURB/WALK WITH'V
AT ALL SLEEVE, LOCATIONS. (X) EQ.
0
co ION SLEEVE, SIZE
IRRIGAT
AND MATERIAL AS NOTED
ONr PLAN
LANT TABLE.
DISTANCE (X) AS SPECIFIED IN THE P
NOTES.
LDED AND WATERTIGHT.
1. ALL jbINTS TO BE SOLVENT WE
ROCTOR.
.2. MECHANICALLY TAMP TO 95% P
A
PLANT SPACING.
-03
329300
.:SLEEVI.NG.
328409.36-07
V-0" m
R DEAD WOOD AFTER PLANTING, STAKING.
L D
DO NOT CUT EA ER PRUNE ALL DAMAGED 0
AND M
NOTE: E ALL DAMAGED OR DEAD WOOD AFTER PLANTING, STAKING AND ULCHING. SPECIES.
1. DO NOT CUT LEADER. PRUN 2. KEEP GROWN SHAPE TYPICAL OF Y LANDSCAPE ARCHITECT.
FTER FINAL ACCEPTANCE B
MULCHING. ICAL OF SPECIES. IN 3. REMOVE ALL PLANTING LABELS A
2. KEEP CROWN SHAPE TYP TANCE BY LANDSCAPE ARCHITECT. 3-12 GAUGE GALV. (DOUBLE STRAND
PLANTING LABELS AFTER FINAL ACCEP ATTACH GUY WIRE TO 2" TWISTED) GUY WIRES AT 3-4, ABOVE GRADE.
3. REMOVE ALL PLAN IPE 36" LENGTH ON
STRAP OR APPROVED WITH 1/2" DIA. WHITE PVC P
CANVAS
EdUIV. THROUGH GROMMETS. EACH WIRE.
ATTACH GUY WIRE To 2" CANVAS STRAP OR
APPROVED EQUIV. THROUGH GROMMETS
GUY WIRES
(2) `12 GAUGE GALV.
P.V.C. PIPE ON
PLAN W/112"DIA. X 18" PLANT TREE 3" ABOVE NURSERY GRADE. SET
EACH WIRE. 41 TRUNK PLUMB.
MULCH RING
APPLY MULCH WITH A SDIA
2"X2" STAKE, DRIVE (MIN
(TYP.) KEEP MULCH FROM CONTACTING
(3)
24") FIRMLY INTO SUBGRADE -A+
TRUNK OF TREE.
PRIOR TO BACKFILLING. HT. WATER RING AT TIME OF
-3
INSTALL A 2"
PLANTING.
PLANT SO THAT TOP OF ROOT METAL STAKES, 3 PER TREE ALIGNED V,
P
P- �j
P
BALL IS 2" ABOVE FINISHED EQUALLY AROUND TREE. BURY ANCHOR
LIND. USE'DUCK BIL12 EARTH
GRADE. TAPER MULCH DOWN
UNDERGRO
ALL, KEEP ANCHOR OR APPROVED EQUAL.
TO TOP OF ROOT B
.. . . .. .. .. . . .. . .. ...
MULCH FROM CONTACTING TRUNK
OF TREE.
RT[LiZER PRIOR TO
PLACE FE
MULCH APPLICATION. FEATHER
MULCH TO TREE TRUNK.
CO
CUT AND REMOVE ALL TWINE WRAPPING AND
MULCH AS SPECIFIED.
M TOP HALF OF BALL.*
BURLAP FRO
Z.
CUT AND REMOVE ALL T
tF3f
WINE
WRAPPING AND BURLAP FROM
TOP HALF OF BALL.
P POCKETS TO,
ATER AND TAM
I Fli I F1 I I FULLY REMOVE ALL TWINEIWIRE BASKET
REMOVE AIR.
—III FROM ROOTBALL.
ce)
FILL PLANT PIT WITH 2/3 OF NATURAL SOIL
FULLY REMOVE ALL TWINE/.WIRE..
BASKET FROM ROOTBALL. (EXCAVATED MATERIAL) WITH 1/3 OF
ORGANIC MATTER.
I=_1 I E UNDISTURBED SOIL. UNDISTURBED SOIL.
—TAMPED SOIL SUPPORT.
2X BALL DI
SCARIFIED EXISTING SOIL.
EVERGREEN TREE PLANTING
WIRE BUNDLE JUNCTION BOX
P,
. /--%\ Tpr--F- PROTECTION
WIDTH VARIES
/ALVE BOX LID, HEAT
3RAND IIWS" ON LID
NITH 2" HIGH
EXISTING GRADE
-ETTERS.
=INISHED GRADE
REPLACE ALL DAMAGED
3TANDARD VALVE
0
MATERIALS
3OX, SEE SPECS.
BACKFILL WITH EXISTING
SOIL FREE OF DEBRIS
SET BOX 3" ABOVE
Lu
COMPACTED TO 90%
GRADE IN SHRUB BED
iL
cn
OPTIMUM DENS11-Y
SET BOX FLUSH TO
III
....
All
GRADE IN TURF AREAS
IL
.."
TRACER WIRE; 14-GUAGE UF
SPARE WIRES THAT
SINGLE STRAND, DIRECT
ARE TO TERMINATE AT
BURIAL SOLID COPPER WIRE,
THIS BOX: COIL 30"
WITH YELLOW INSULATION IN
LENGTH AND I.D.TAG
ALL MAINLINE TRENCHES
LOOP, BUNDLE AND
A:.
WHEN PVC PIPE IS USED,
LABEL SPARE WIRES
PIPE SHALL BE BACKFiLLED
THAT ARE TO
TO THE-HAUNCHING AND
CONTINUE, AS OCCURS.
HAUNCHING
COMPACTED TO 90% PRIOR
WIRES TO CONTROLLER
2 BEDDING
TO COMPLETING
SUBSEQUENT BACKFILL
MAINLINE, AS OCCURS.
�r
ADHERE WIRES TO
MAINLINE AT 10'
CONTROL WIRES WHERE
INTERVALS
APPLICABLE
(4) SUPPORT
BRICKS ONE AT
EACH CORNER.
I —A TRENCH
DE I TAIL WITH
TRACER WIRE
328409.79-01
-rU A-r T . fND ng= CnNTAINER ROOTBALL
rLmll I 0;j
IS LEVEL W/ FINISHED. GRADE.
PLACE FERTILIZER PRIOR TO MULCH APPLICATION
FEATHER MULCH TO STEM.
FORM SAUCER W/ 3" CONTINUOUS RIM, PLANT
SO THAT TOP OF ROOT BALL IS LEVEL W1 THE
FINISHED GRADE.
MULCH AS SPECIFIED.
WATE I R & TAMP'POCKETS TO REMOVE AIR.
SCARIFY TO 4" DEPTH.
329333.93-11
go
STATE OF
WASHINGTON
REGISTERED
A LANDSCAPE ARCHITECT
OW
Ai 6WAIN
LICENSE NO. 1036
EXPIRES ON 416/2012
rn
WATER AN D TAMP POCKETS to REMOVE AIR.
FILL :OLANr PITWITH 2/3 OF NATURAL
SOIL_(EXCAVAT ED MATERIAL) W IT H 1/30 F
z
<
ORGANIC MATTER
REMOVE ALL CONTAINER MATERIAL.,
1P Ed
I I
PLACE OVER UNDISTURBED, SOIL.'
VARkS
UNDISTURBED SOIL.
cm
Ow
ROOTBA(v� 1211
Lu
6
0
ci
Z
a4
SHR BPLANTING:;
UJI
.0
F-
01.
z
0
8
329333
U).
w
c,
a
-011
co
w
A
RVISIONS
M1,
qGE CONSTRUCTION
'E
kL'T'POST @ B'O.C., DRIVE
24") FIRMLY INTO SUBGRADE
3TIC STRAPPING PULLED TIGHT
'ECURE AND MINIMIZE BOWING
IINAL 2"X4" CONTINUOUS
)UND TREE TRUNK
-E:
TREE REPLACEMENT NOTICES
SHALL BE PLACED ON FENCE
VISIBLE FROM ALL SIDES; THIS
NOTICE SHALL HAVE REPLACEMENT
STATE THE REPLACEMENT VALUE
OF THE TREE IF DAMAGED OR
DESTROYED. THIS VALUE SHALL BE
ASSIGNED BY A QUALIFIED
ARBORIST.
PLAN
FENCE To bRIP LINE.
TREE DRIP LINE.
NOMINAL 2"X4"
CONTINUOUS
AROUNDTREE
TRUNK.
TREETRUNK.
DATE
02.14.11
BCRA NOL -----------
10139-Al-01
CADD FILE
10139-L-4�03DWG
SHEETME
DETAI,LS
RESUB
MAY 13 2011
BCRA 0
a COPYRIGHT 201 gCftk WC, AU FWHTS KBERVED
CALL WASHINGTON UTILITIES SHEET
COORDINATING COUNCIL.
1.800.424.5555
CALL 2- BUSINESS DAYS IN ADVANCE BEFORE YOU DIG,
GRADE, OR EXCAVATE FOR THE MARKING OF L4mO3
UNDERGROUND MEMBER UTILITIES.
2 X BALL DIA.
DECIDUOUS TREE PLANTING
329343,43-99
1 .1 = I 0_0"
329343.43-95
PERMIT SET