345 ADMIRAL WAY.PDF13769
345 ADMIRAL
WAY(JACOBSEN
MARINE)
Message Page. 1, of I
Graf, Jeannine
From: Bowman, Duane
Sent: Wednesday, April 18, 2007 10:52 AM
To: Graf, Jeannine; Chave, Rob; Pansa, Martha; Chrisman, Lyle
Subject: FW: Jacobsens Marine
Importance: High
FYI. For our meeting on Friday morning to help you prepare. Lyle: Please prepare some comments on utilities
so we can hand them out on Friday for Engineering.
Duane
----- Original Message -----
From: SWMJAKE@aol.com [mai Ito: SWMIAKE@aol.com]
Sent: Wednesday, April 18, 2007 9:21 AM
To: Bowman, Duane
Cc: terry@jacobsensmarine.com
Subject: Jacobsens Marine
Thanks in adVance for taking the time to meet with me on Friday.
I am propp�ing to enter into a--.Iong,term,.Iease with the Port of Edmonds for approximately 36,000 square feet of
undeveloped property directly across from the Marina parking lot and adjacent to the railroad tracks. The site is
approximately 180,ft: from the waters edge at the Marina. My plan is to construct a 12,000 - 14,000 concrete
building on the site with 18 - 20 ft. high ceilings. The proposed use is for Retail'Boat, Motor and Accessory
Sales - as, well as s ' ervice for such. We currently employee 15 full time emoloyees-phd have been at our
current location for over 50 Years.
My preliminary questidns are as follows:
1. Zoning - Can I do on site what I am proposing above.
2. Can I construct the building as proposed under current guidelines.
3. What are the property setback requirements.
4. What is the access,to all the,utility, hookups that we will need.
5. What ad6tional property improvements will be required as part of the permitting process. (ie. Sidewalks,
Plantings etc ... ) , ' , ' I -
6. Will this permit req6ire ahyspecial variances or a Shoreline Permit?
7. Once plans are submitted - what do you expect as the permitting time?
8. Are there any concerns that the city has with the site that I should be aware of?
I am sure other things will come up - or I probably have forgotten something but this will at least give us a
starting place. After being in one location for over 50 years it is tough to face the prospect of moving. That said
we really see Edmonds as our new home and think that I business will thrive and prosper in your community.
Thanks again for you help here.
Greg Jacobsen
Cell 206-650-9627
See what's free at AOL.com.
4/18/2007
*PLANNING DATA
__ sign5 __
Name:
M
Date:
Site Address:
Plan Check 9: BLD.JDlq -
0
Project Description* n, In"ki C',
-
Reduced Site Plan Provided:(O/ NO) Zoning: \J
Comprehensive Plan Designation-
RN.A4,ee— F\Xc, De-me.1 bo
a"��Flag
Map Page:
Comer Lot: (YES
v,:,z
Lot: (YES
ADB File It (or date waived):
TOTAL Area per Typ�e of
Allowed in
Matrix
Allowed
TOTAL sign
Type of Sign
zone?
conditions
area per
Unit
area
Proposed
me t?
unit
allowed for
sign area
this sign
Way. wlintemal
illumination
Yes� with
conditions
Yes
I sq. ItIlineal
It attached
41 It. attached
Way
41 square feet
20 5quare 1�?et
Sign 1
—wall
1 SvP4.
Vula
N/A
Tz
an
Sign ff 2
Sign #3
TOTAL Sign Area for TenanVSMe
Max Permitted: SEA. ?e,-
=Previous Total:
Proposed Total:
'T' ot- C16WI cm/ ,
?"614- ec4r,"C4, X4, SigI7 Heiglit
Sign Type:
Max Permitted: 1q, or- I -A-
Ll�
Actual ei t:
i4
of 4e-
Sign Type:
Max Permitted:
Actual Height:
Sign Type:
Max Permitted:
Actual Height:
Ligh�Yng
Sign Type:
Proposed-
Allowed in Zone: Y Ax"J
Sign Type:
Proposed�
Allowed in Zone:
�e�
10
PLANNING DATA' STREET=,FILE]
-- Signs --
5�n C�qrs
Proposed:
Acceptable?
1,equires ADB Aporoval?
Sign Location,
If freestanding and 3-feet or over (unless a fence) meets setbacks?
R 'ad. Setbacks
'Street,
Side:
Side:
Rear:
Actual
Side:
Side:
ffe,�r-
L andspping for FreeStandin-Tm�4
SiZE�.
Location:.
Critical Areas Determination
0 Study Required
El Waiver
Other
PCX-
Plan Review 1�1
E
,Jacobsen's Marine
S TFL
Estimated Traffic Count — Port of Edmonds
October 19, 2013
D V j t\ r,
Between the* hours of 4:-6 PM daily our average yearly traffic count would be estimated as follows:
Customers Oct — Feb — 2 March — Sept —,5
Qelivery/Pick Up I (UPS only —that time of day)
Employees 8 (That is employees leaving work,for the day)
Our business is operf from 8:30 — 5:00 PM daily. All employees leave the site between 5:00 and 5:30
PM. We do have 8 Full time employees — however they do rotate to only work five day weeks —because
we are open on Saturdayfrom 9:00 to 2:00 during the summer. We are not open at all on Sunday.
It is very typical in the late afternoons in the winter for us not to see a customer at all past 3PM. Most
service customers prefer ' to not have to tow their boats around town after dark. in the summer when it
stay's lighter longer we will have some customers after 4PM — however again it is not that many in
comparison to the early mid -day hours.
In our business 15 — 20 years ago we used to hive a lot of customers all day long — because we had a full
line of parts and accessories. Now with the advent of specialty marine s
tores, such as West Marineor
Cabelas and tM.internet we no longer sell these items. Our customer traffic is only for new boat sales
and the service we provide to our customers.
:p
Sincerely,
GregJacobsen
President
`7 1
Ye
Jqbi6tirigt e past Bu ldi7s, th tire
January 3, 2014
File No. 242014.913.001
Mr. Robert McChesney
Port of Edmonds
336 Admiral Way
Edmonds, WA 98020*
Subject: Storm Line Capacity Analysis Downstream of Jacobsen's Marine
Dear Mr. McChesney:
C, -V!L.,E,NGIN EER-ING'
:,.,��ST,RUCTUR-AL,ENGINEERIN,C-
TLANNING
SURVEYING'
f
F E B '21" 8 72 0 14
BUILDING DEPARTMENT
CITY OF EDMONDS
Jacobsen's Marine is planning a new facility at the Port of Edmonds (Port). The facility
will be located on the east side of Admiral Way adjacent to the Port's boatyard and
across the street from the Yacht Club. Stormwater from Jacobsen's facility will be
collected and discharged into an existing catch basin (CB) on the east side of Admiral
Way adjacent to the Port's boatyard. The Port has requested an analysis of the capacity
of the stormwater piping system downstream from the point of connection * of Jacobsen's
stormwater discharge. This letter provides a summary of the storrnwater system
capacity analysis.
The stormwater system that the Jacobsen stormwater will connect to consists of the
following:
A CB and 12-inch HbPE line from the Port's boatyard to the CB on fhe east side
of Admiral Way. This CB in Admiral Way is designated as CB#4 in the
calculations.
Two 8-inch ductile iron pipeg from CB#4 running under Admiral Way to CB#3
on the west side of the roadway.
A 12-inch ductile iron pipe from CB#3 to CB#2 in the parking area north of the
4 ,, ad ri:Sf f7evi
Port Administration Building.
�Wte 302
A 12-inch ductile iron pipe from CB#2 to CB#1 in the parking area north of the
Port Administration Building near the office entrance.
)049 W!n1ii 51teril
..0le Sri;1
lklfifliulu, 141 S168 11.1
A 12-inch PVC pipe from CB#1 to an outfall discharging to the marina and
Puget Sound.
7 2b 13 4 11 1 er.- z S 14V
(C
fle 'W 1
I'VA 98 2,1A
4,�!i 741 PWO
E
0
Mr. Robert McChesney
Port of Edmonds
January 3, 2014
File No. 242014.913.001
Page 2
Because the stormwater piping system will discharge directly to Puget Sound,
stormwater detention is not required as long as the piping system has adequate capacity
to discharge the runoff through the outfall. Per the Stormwater Code Supplement to,
Edmonds Community Development Code,Chapter 18.30, an analysis of the capacity of
the storm drainage line to convey the 50-year storm event was conducted.
The tributary areas for the storm drainage lines in th ' e analysis included the Jacobsen's
site, the Port's boatyard, a 400-foot section of Admiral Way, the Port Administration
office, and the parking area between the Port Administration office and the Yacht Club.
This.tributary area is approximately 2.83 acres. Similar to the analysis for the on -site
Jacobsen's stormwater analysis, the SBUH method was used to calculate the peak
stormwater flow from the tributary areas, and the Manning Equation was used to
calculate the capacity of the existing pipe system, (see attached calculations).
Based on the analysis, the existing stormwater drainage piping system has sufficient
capacity to convey the 50-year storm to the outfall for discharge into the marina;
therefore, no detention facilities for the stormwater from Jacobsen's facility and no
modification of the existing piping system should be required.
if you have any questions or comments please'call me.
Sincerely,
Reid Middleton, Inc.
Shannon Kinsella, P.E.
Principal -
Attachments
vlAi:\24\2014\913\00 I port of edmonds\pt edmonds jacobs.en's stormline capacity.doc\smk
'5
ftid e
iddl- ton
PRO J:
Port ofEdmonds.- Jacobsen's Marine and downstream bas'ins
BY:
LKJ/SMK
FILE:
1:\24\2014\913\001 Port of Edmonds\[Pip.e.Sizing.x1s]50 Year Storm
DATE:
1/3/2014
CHECKED BY:
SMK
DATE:
1/3/2014
LAST UPDATE:
PIPE SaING, TABLE I
(Runoff by SBUH Method, see attached sheet)
(Pipe Capacity by Manning's Eqn.)
From
To
Inc.
Area
(so
Inc.
Area
—(Acre)
Cumulative
Peak
Runoff*
(cfs)
n
Value
Diam
(inch)
Slope
(%)
Length
(feet)
Pipe
Capac
(cfs)
%
Capac
Used
Veloc
Full
(ft/see)
Flow -
Time
(min)
Capacity
Check
Remarks
CB-4
CB-3
90500
2.08
1.33
0.012
8
3
40
2.27
59
6.50
0.10
PASS
Note: Two 8-inch lines undei road.
CB-3
CB-4.
12000
10.28
1.51
0;012
'12
0.4
45
2.44
62
3.11
0.24
PASS,
CB 2
CB -I
15800
0.36
1.74
0.012
.12
0.8
65
3.45
50
4.40.
0.25
PASS
. .....
CB-1
OUTFALL
4850
0.11
1.81
0.012
12
4.1
30
7.82
23
9.95
1' OM
PASS
0
Page .1 of 1
1 0
Port of Edmonds Jacobsen's Marine and Downstream Basins Event
1/3/2014
Summary:
Precipitation:
P2 1.5 in
P25 = 2,5 in
P50 = 2.7 in
PjOO = 3.0 in
BasinlD
Peak Q
Peak T
Area
Method
Raintype
Event
(Cfs)
(hrs)
ac
/Loss
C13 4 to C13 3 (Eastside & East Admiral)
1.23
8.00
2.08
SBUH/SCS
TYPE1A
25 yr
1
C13 4 to C13 3 (Eastside & East Admiral)
1.33
8.00
2.68
SBUH/SCS
TYPE1A
50 yr
CB 4 to C13 3 (Eastside & East Admiral)
1.49
8.bb
zm
SBUHISCS
TYPE1A
100 yr
C13 3 to C13 2 (Eastside & All Admiral)
1.39
8.00
2.08+0.28
SBUH/SCS
TYPE1A
25 yr
CB 3 to CB 2 (Eastside & All Admiral)
1,51
8.00
2.08+0.28
SBUH/SCS
TYPE1A
50 y�
C13-3 to C13 2 (Eastside & All Admiral)
1.69
8.00
2.08+0.28
SBUH/SCS
TYPtlA
100 yr
CB 2 to CI3 1 (Eastside, Admiral, prkng)
1.60
8.00
2.36+0.36
SBUH/SCS
TYPE1A
25 yr
C13 2 to C13 1 (Eastside, Admiral, prkn.g)
1.74
8.00
2.36+0.36
SBUH/SCS
TYPE1A
50 yr
C13 2 to C13 I (Eastside, Admiral, prkng)
1.94
8.00
2.36+036
SBUH/SCS
TYPE1A
100 yr
CIB I to outfall (Eastside, Admiral, prkng)
1.67
8.00
2.72+0.11
SBUHISCS
TYPE1A
25 yr
CI3 1 to outfall (Eastside, Admiral, prkng)
1.81
8.00
2.72+0.11
SBUHISCS
TYPE1A
50 yr
C13 1 to outfall (Eastside, Admiral, prkng)
-2.02
8.00
2.72+0.11
SBUH/SCS
TYPE1A
100 yr
Drainage Area: Jacobsen's Marine and Downstream Basins
Hyd Method: SBUH Hyd
Loss Method:
SCS CN Number
Peak Factor: 484.00
SCS Abs:
0.20
Storm Dur-. 24.00 hrs
I ntv:
10.00 min
Area
CN
TC
Pervious 2.83 ad
98.00
0.08 hrs
Impervious 0.06 ac
Total 2.83 ac
Supporting Data:
Peevious CN Data:
Landscape
90.00
0.00.00 ac
Impervious CN Data:
Pavement
98.00
2.8300 ac
Impervious TC Data:
Flow type: Description:
Length:
Slope: Coeff: Travel Time
Sheet Pavement
200.00 ft
.2.00% 0.0110 3.08 min
1, 4 0 0 RESUB
STORM DRAINAGE
MAINTENANCE AND OPERATION MANUAL
JACOBSEN'S MARINE
345 Admiral Way
Edmonds, WA 98020
Prepared for:
PKJB Architectural Group, PS
119 S Main Street, Suite 410
Seattle, WA 98104
Ph. 206-624-3210
01IM4
Project Engineer:
Bozena A. Srebro, PE
iRNER
l I'll,
e-lva
Warner Engineering
2709 Jahn Avenue NW, Suite H-5
Gig Harbor, Washington, 98335
(253) 858-8577
November 25, 2013
REVISED February 20, 2014
Job Number: 0 18 012
-STREtT FILE
0 � 0
1. Introduction
The property owner is responsible for maintaining the on -site storm system for the site located at
345 Admiral Way in Edmonds, Snohomish County, Washington. The storm system facilities
associated with the project are described below in Section II. The average annual cost for
maintenance is not expected to exceed $2000.
11. Stormwater Facilities
There are two StormFilter catch basins proposed on the site to collect and treat the runoff from the
impervious surfaces subject to vehicular traffic, and discharge it to the offsite public conveyance
system located in Admiral Way.
111. Maintenance Schedules
The following pages contain maintenance needs for the components that are part of your drainage
system. Let the City 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:
(M) Monthly from October through April
(Q) Quarterly
(A) Once in late summer (preferably September)
(S) After any major storrn (use I -inch of rain in 24-hours as a guideline)
Use photocopies of these pages and 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 if required by the City. 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.
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, exceeding 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.
Maintenance and Operation Manual 2
Jacobsen's Marine
0
0
MAINTENANCE PROGRAM
COVERSHEET
Inspection Period:
Number of Sheets Attached:
Date Inspected:
Name of Inspector:
Inspector's Signature:
Maintenance Checklists Attached:
Catch Basins
StormFilter Catch Basins
Maintenance and Operation Manual 3
Jacobsen's Marine
. . . . . . . . . . . . . BILL!LHE�R_UHE . . . . . . .
I �- PVC, �ERT' EN - - - - - - - - - -
IE - F
W a K WITH
3 3,511, 0
'S' 0
JUNCTION a CRETE CUR13
UNDETERMINED UiE
AS
CB, RIM DATUMS: NOTES: LEASE AREA DESCRIPTION:
TIC ;2 D SE. .1[2!272
2: D, 0. 'E . 7 6 HORIZONTAL NAD83-91 WASHINGTON STATE 1. UTILITIES SHOWN ARE 13ASED ON THAT PORTION OF GOVERNMENT LOT 3, SEC71ON 23, TOWNSHIP 27 NORTH, RANGE 3
PLANE COORDINATE SYSTEM. NORTH ZONE OBSERVATION OF SURFACE FEATURES AND PAINT EAST, W. M LYING BETWEEN ADMIRAL WAY AND THE BURLINGTON NORTHERN RAJLROAD
BUILDING MARKS FILED BY AN UNDERGROUND UTILITY
VEITTICA12 NAVD 88 LOCATING SERVICE. FTELD LOCATIONS MUST BE RIGHT-OF-WAY IN THE CITY OF EDMONDS. SNOHOMISH COUNTY, WASHINGTON AND
VERIFIED PRIOR TO ANY CONSTRUCTION. CALL MORE PARTICULARLY DESCRIBED AS FOLLOWS:
BENCHMATZI, USCGS 1-800-424-5555 FOR THIS VERIFICATION. COMMENCING AT THE INTERSECTION OF THE SOUTH UNE OF SAID GOVERNMENT LOT 3
52* 52* EASE.EN7 TO PUD KC ,0 N _I S�ONUM NT
-7-RESET 956 3 BRASS DISK IN TOP OF
14 NE CONCRETE REIANING WALL AT T-E W END 2 THIS SURVEY WAS MADE WITHOUT BENEFIT OF WITH THE CENTERUNE OF ADMIRAL WAY; THENCE SOUTH 42*33'18" WEST ALONG THE
AT EDMONDS RAILROAD STATION A TrrLE RE RT AND DOES NOT PURPORT TO SOUTHWESTERLY PROLONGATION OF SAO CENTERILINE 54.17 FEET; THENCE SOUTH
SHOW ALL PrroEMS OF RECORD. EASEMENTS 4726'42" EAST 30 00 FEET TO THE EASTERLY MARGIN OF SAJO ADMIRAL WAY; THENCE
A4PHALT ELEVATION - 13 52 FEET SHOWN ARE BASED ON A PREVIOUS SURVEY FOR
THE PORT OF EDMONDS. NORTH 42'33'18" EAST ALONG SAID MARGIN 823.91 FEET TO THE POINT OF BEGINNING
OF THIS LEASE AREA DESCRIPTION.
THENCE CONTINUING NORTH 42*33*18" EAST ALONG SAID MARGIN 300.41 FEET; THENCE
C9, RIM 12-50 SOUTH 47'26'42" FAST 12000 FEET TO THE WESTERLY RIGHT-OF-WAY LINE OF THE
�2* PVC HE IE - &3
2. DI STE, HE 7.7 BURLINGTON NORTHERN RAILROAD. THENCE SOUTH 42*33'18* WEST ALONG SAID
4' PVC SW, IE 9�O E.l. TO 1. ITEI NO
12" 01 NW. IE 7.7 8W9300314 RIGHT-OF-WAY LINE 299 86 FEET. THENCE NORTH 47'34'27" WEST 120.00 FEET TO
< THE POINT OF BEGINNING AND THE TERMINUS OF SAX LEASE AREA DESCRIPTION.
0"am "101 CB\ AUE 11. FEET
[E-M M 12'NL
SEE snIUCTURE
R/W ASPHALT EVAUATION NUTE 20 0 20 40
R/w ARFA WM
6T4TM #5 9-AM #4
CONC S RFACE MONUMENT S RFACE MONUMENT
N 298894.04 Sim CBW IN 299041.35
Co. full 5SM- J 3 24 E 12 8238.40 RDJ-1170 E 12 373.63
11.97 a. DI s b 111 3: �., CF1,TER
8. E. :E 7,7 - ELEV = 13.33 ELEV = 14.36
3y, C$NIER Ol SE. 7 8 1 'P IFL f 4 1 W/SOUD LID
6.1 D; IE - 7.9 r245LF-IrADS *L1 E-Iul 12vmjm
Nw. II 11,143m F-77� - F-10A S-SE 5
36LF
EOFD)-11.40 4V
1�47 - - -- - - - - - - - - - - - --
ADMIRAL WAY-w- - IT �'V:'>7NI2:.33'I8'E I GN4 9 RAI �A�4y w w
2
ID G '3 -R 's SIR
/2'-HOPE_ S IE 98 lq, PARKIIA
WIL 7-7
A A A CONC WALK
NCjlETnE UWAY APRON
CONCR fpKnL - __17* 1 f I
"llm-D - ' �_'
1 3-E 3PO
fl� IK
ED L
7 'H4 N�
'
-gw &,o. F
�"IASPR � I, v Fr DE
IT
�N. A..
Fo
ASPNA
44'!
. . . . . . GRAVEL
W,
7MFefflS, N-12
_L7NCR
N�
M43
z
.1 .7777,
T
ASPHAL
TIo
04. F.
So
.15 12fVWI. SE E "A SOUTH
MENCI LINE
CE UTH
A
-121ADS M-12 T F LINE FF= 13.85
iiw acwl
44LF �j I
T'M
momm cap
ED
E12.95
& 0314 A."
4
�p
F,10.65 WE
IZOD V., . t
_X_
W/SDUD LID
l"m
& DOWNRRNED EXIDW
TV, E - 10.0 174
E-9.22 IfItEW I L
IT.
&922 al i- _.- Z '� GRAVE W '01 GRAVEL
1221
12' HOW
90A09
T"
SDCI 2.
13 111)
Mi. IM
t 2"'l .11-0 4 .11.90
F19.50 na
EM "p. HB
5-9-E. M EM
- 11 . - __'Imi , __ 6- . - . - �� He R ED� 4.�
cr
t RcrAJNING WALL
W DOWNSITIDUT r6"%
COU.&MIR PK OIXIXWK�unp-
BURLINGTON NORTHERN SANTA FE RAILROAD BURLINGTON NORTHERN SANTA FE RAILROAD
No. 5 — Catch Basins
Maintenance
Co-mO6,nerit
Catch Basin
Cover
Ladder
Metal Grates
(if Applicable)
Eockihg
Mechanism
Not Working
Cov6r Difficult
to Remove
Ladder Rungs
Unsafe
Grate opening
Unsafe
Trash and
De4ris,o) (,�
Damaged or
Missing. 0
Oil/Water
Separator
(down -turned
Pollution
elbow or 17'
in catch
basin)
Structural
M
Conditions When Maintenance is Needed
See "Detention Ponds" (No. 1
Defect
Coritarnihation
Cover Not. in.. Covet is missin'g or only partially in place.
Ahy:6pdn catch basin i6�uires maintenance.
Mechanism cannot be opened by one
maintenance person with proper too&, Bolts
into frame have less than 1/2 inch of thread�
One maintenance person cannot remove lid
after applying normal lifting pressure.
(! ritent is keep cover from sealing off access
to maintenance.)
Ladder. is unsafe due to missing rungs, not
securely attached to basin wall,. I .
misalignment, rust, cracks, or sharp edges.
Grate with opening wider than. 7/8. inch,
Trash and,debris that is blocking more than
20% of grate surface inletting capacity.
Grate missing,or broken member(s) of the
g rate.
Water s urface in catch basin,has
significant sludge, oil, grease, or
scum layer covering all or most of
the water surface.
Top or bottoms of pipe appear to
have broken off. Check for any
a pparent damage and check to see
if it�s plumb.
Results Ekb6cted Wh . en
MaInke"hance is
performed
No pollution present,
basin cover is
Mechanism opens with
propertools.
Cover can be removed by
one maintenance person.
Ladder meets design
standards and allows
maintenance person safe
access.
Grate opening meets
design standards.
Grate free of trash and
06 Or s.
Grate is in place and
meets design standards.
Remove catch basin cover and skir
off oil layer. Pour oil Into
d! sposable container, seal
container, wrap.securely in
newspaper, and contact*
County Environmental Health for
proper disposal methods. Water
surface should be clear of oily
Remove the catch basin lid and
examine the pipe for damage, If
broken, hire a contractor to replace
pipe in accordance to approved
February 2005 volume V —Runoff Treatment BmPs 4�3 7
9
Cvw;vNTECH'
ENGINEERED SOLUTIONS
CatchBasin StormFilter"
Important: These guidelines should be used as a part of your site
stormwater plan.
Overview
The CatchBasin StormFilter'" (CBSF) consists of a multi -chamber
steel, concrete, or plastic catch basin unit that can contain up to
four StormFilter cartridges. The steel CBSF is offered both as a
standard and as a deep unit.
The CBSF is installed flush with the finished grade and is
applicable for both constrained lot and retrofit applications. li
can also be fitted with an inlet pipe for roof leaders or similar
applications.
The CBSF unit treats peak water quality design flows up to 0.13
cfs, coupled with an internal weir overflow capacity of 1.0 cfs for
the standard unit, and 1 .8 cfs for the deep steel and concrete
units. Plastic units have an internal weir overflow capacity of 0.5
cfS.
Design Operation
The CBSF is installed as the primary receiver of runoff, similar
to a standard, grated catch basin. The steel and concrete CBSF
units have an H-20 rated, traffic bearing lid that allows the filter
to be installed in parking lots, and for all practical purposes,
takes up no land area. Plastic units can be used in landscaped
areas and for other non-traff ic-bea ring applications.
The CBSF consists of a sumped inlet chamber and a cartridge
chamber(s). Runoff enters the sumped inlet chamber either
by sheet flow from a paved surface or from an inlet pipe
discharging directly to the unit vault. The inlet chamber is
equipped with an internal baffle, which traps debris and floating
oil and grease, and an overflow weir. While in the inlet chamber,
heavier solids are allowed to sett le into the deep sump, while
lighter solids and soluble pollutants are directed under the baffle
and into the cartridge chamber through a port between the
baffle and the overflow weir.
,�I%
URBAN6RUN`6�;�"'
Stormwater Solutions from ContechO il
0
OPERATION AND
MAINTENANCE
Once in the cartridge chamber, polluted water ponds and
percolates horizontally through the media in the filter cartridges.
Treated water collects in the cartridge's center tube from where it
is directed by an under -drain manifold to the outlet pipe on the
downstream side of the overflow weir and discharged.
When flows into the CBSF exceed the water quality design
value, excess water spills over the overflow weir, bypassing the
cartridge bay, and discharges to the outlet pipe.
Applications
The CBSF is particularly useful where small flows are being
treated or for sites that are flat and have little available hydraulic
head to spare. The unit is ideal for applications in which
standard catch basins are to be used. Both water quality and
catchment issues can be resolved with the use of the CBSE
Retro-Fit
The retrofit market has many possible applications for the CBSF
The CBSF can be installed by replacing an existing catch basin
without having to "chase the grade," thus reducing the high cost
of re piping the storm system.
Page I
www.ContechES.com/stormwater
800-338-1122
2013 Contech Engineered Solutions
0
C: �\,\ I //--
!%dis-NTECHO
ENGINEERED SOLUTIONS
CatchBasin StormFilter"
Maintenance Guidelines
Maintenance procedures for typical catch basins can be applied
to the CatchBasin StormFilter (CBSF). The filter cartridges
contained in the CBSF are easily removed and replaced during
maintenance activities according to the following guidelines.
1 . Establish a safe working area as per typical catch basin
service activity.
2. Remove steel grate and diamond plate cover (weight 100
lbs. each).
3. Turn cartridge(s) cou nte r- clockwise to disconnect from pipe
manifold.
4. Remove 4" center cap from cartridge and replace with
lifting cap.
5. Remove cartridge(s) from catch basin by hand or with vactor
truck boom.
6. Remove accumulated sediment via vactor truck (min.
clearance 13" x 24').
7. Remove accumulated sediment from cartridge bay. (min.
clearance 9.25" x 11 ").
8. Rinse interior of both bays and vactor remaining water and
sediment.
9. Install fresh cartridge(s) threading clockwise to pipe
manifold.
10. Replace cover and grate.
I I . Return original cartridges to Contech for cleaning.
Media may be removed from the filter cartridges using the
vactor truck before the cartridges are removed from the catch
basin structure. Empty cartridges can be easily removed from
the catch basin structure by hand. Empty cartridges should be
reassembled and returned to Contech as appropriate.
Materials required include a lifting cap, vactor truck and
fresh filter cartridges. Contact Contech for specifications and
availability of the lifting cap. The vactor truck must be equipped
with a hose capable of reaching areas of restricted clearance.
the owner may refresh spent cartridges. Refreshed cartridges are
also available from Contech on an exchange basis. Contact the
maintenance department of Contech at 503-258-3157 for more
information.
Maintenance is estimated at 26 minutes of site time. For units
with more than one cartridge, add approximately 5 minutes for
each additional cartridge. Add travel time as required.
0
OPERATION AND
MAINTENANCE
Mosquito Abatement
In certain areas of the United States, mosquito abatement is
desirable to reduce the incidence of vectors.
In BMPs with standing water, which could provide mosquito
breeding habitat, certain abatement measures can be taken.
I . Periodic observation of the standing water to determine if
the facility is harboring mosquito larvae.
2. Regular catch basin maintenance.
3. Use of larvicides containing Bacillus thuringiensis israelensis
(BTI). BTI is a bacterium toxic to mosquito and black fly
larvae.
In some cases, the presence of petroleum hydrocarbons may
interrupt the mosquito growth cycle.
Using Larvicides in the CatchBasin StormFitter
Larvicides should be used according to manufacturer's
recommendations.
Two widely available products are Mosquito Dunks and
Summit B.t.i. Briquets. For more information, visit hffp://www.
sum mitchernica I.com/mos—ctrl/d efault.htm.
The larvicide must be in contact with the permanent pool. The
larvicide should also be fastened to the CatchBasin StormFilter
by string or wire to prevent displacement by high flows. A
magnet can be used with a steel catch basin.
For more information on mosquito abatement in stormwater
BMPs, refer to the following: http://www.ucmrp.ucdavis.edu/
publications/monagingmosquitoesstormwater8l25.pdf
Page 2
URBANGREEV6,1
Stormwater Solutions from Contech'� F
www.ContechES.com/stormwater
800-338-1122
2013 Contech Engineered Solutions
A . . 1 0 0
Date: Personnel:
Location: System Size:
System Type: Vault F-I Cast-In-PlaceE] Linear Catch BasinEl ManholeEl Other El
Date:
Sediment Thickness in Forebay:
Sediment Depth on Vault Floor:
Structural Damage:
Estimated Flow from Drainage Pipes (if available):
Cartridges Submerged: Yes [:] No 0 Depth of Standing Water:
StormFilter Maintenance Activities (check off if done and give description)
7 Trash and Debris Removal:
F-I Minor qtrtjrttir;;l Rpnair--
F-] Drainage Area Report
Excessive Oil Loading: Yes No 7 Source:
Sediment Accumulation on Pavement: Yes F-] No F-] Source:
Erosion of Landscaped Areas: Yes F� No F-] Source:
Itprnq Nppdinn FijrthprWork-
Owners should contact the local public works department and inquire about how the department disposes of their street waste
residuals.
Other Comments:
r
A . i
E
0
Review the condition reports from the previous inspection visits.
Date: Personnel:
Location: System Size:
System Type: Vault F1 Cast -in -place F-I
List Safety Procedures and Equipment Used: -
System Observations
Months in Service:
Linear Catch Basin 11 ManholeEl Other El
Oil in Forebay:
Yes F-I
No F-I
Sediment Depth in Forebay:
Sediment Depth on Vault Floor:
Structural Damage:
Drainage Area Report
Excessive Oil Loading:
Yes F-I
No F-I Source:
Sediment Accumulation on Pavement:
Yes
No F-] Source:
Erosion of Landscaped Areas:
Yes
No F-I Source:
StormlFilter Cartridge Replacement Maintenance Activities
Remove Trash and Debris:
Yes
F-I
No
F-I
Details:
Replace Cartridges:
Yes
F-]
No
F-]
Details:
Sediment Removed:
Yes
No
F-]
Details:
Quantity of Sediment Removed (estimate?):
Minor Structural Repairs:
Yes
No
F1
Details:
Residuals (debris, sediment) Disposal Methods
Notes:
14
1C.
8250 - 165th Avenue NE
Suite 100
Redmond, WA 98052-6628
T 425-883-4134
F 425-867-0898
www.isinw.com
To: Greg Jacobsen, Jacobsen Marine
From: Jeff Hee, Transportation Solutions, Inc.
Subject: Jacobsen's Marine Edmonds, Washington
Traffic Impact Analysis
February 19, 2014.
APPROWD AS NOTE11
3Y
Da t
This technical analysis supports the City of Edmonds Traffic Impact Analysis Worksheet for Jacobsen's
Marine, a boat sales and service business, proposed at 345 Admiral Way Edmonds, Washington. This
document specifically supports an independent traffic impact fee study as request by Edmonds staff.
Jacobsen's Marine is proposed at the Port of Edmonds. The site which is about an acre in size area
includes a 10,000 sq. ft. sales building and space for boat repair and sales. A vicinity map and a site plan
are attached.
Jacobsen's Marine currently operates out of West Seattle at 2625 Harbor Ave SW, and is proposing to
relocate Edmonds. The current business model shows limited customer traffic during the PM peak hour.
Edmonds staff, in an email sent on Monday, December 23, 2013, indicated that an independent fee
calculation would be required for the proposal since there is no similar land use category to address the.
proposed business in the City's traffic impact fee chart.
The following includes a review of the trip generation and the independent traffic impact fee analysis for
G
the proposed development. The scope for the data collection was reviewed with Edmonds staff.
Executive Summary
Jacobsen's Marine is proposed at the Port of Edmonds to include a 10,000 sq. ft. sales building.
City staff requested an independent fee study for the proposed use.
Trip generation was collected over two days each at the existing Jacobsen's Marine, in West
Seattle, and at Performance Marine, in Everett.
The development is forecast to generate 82 weekday daily trips and 9 PM peak hour trips.
*The. development's impact fee is estimated at $9,444.59.
Trip Generation
For this study trip generation was collected at the existing Jacobsen's Marine and at.Performance
Marine businesses on Wednesday and Thursday, February 12-13, 2014. Data collection included
monitoring,pedestrian activity at the sales main entrance, reducing the pedestrian data to vehicle trips,
and noting any additional vehicle trips observed accesses the boat repair and sales areas. Data was
collect6d between 8:00 AM and 6:00 PM.
Greg Jacobsen
TS Ar Jacobsen's Marine Edmonds, Washington; Traffic Impact Analysis
February 19, 2014
Transportafldn-silutions, Inc.
Ar Ar Page 2 of 3
.Air AW
The existing Jacobsen's Marine is located in West Seattle and includes a 7,200 sq. ft. sales office and a
2,400 sq. ft. detached garage (for service and repair). There is very limited on -site parking with much of
the on -site area is dedicated to boat repair and some sales. The site is served primarily via on -street
parking on Harbor Ave SW. Exhibit A identifies the main entrance and gated area off-street area where
the boat repair occurs. Weekday business hours are from 8:30 AM. to 5:00 PM.
Performance Marine is located at 930 W Marine View Drive, in Everett, Washington. This existing
business was identified as being most similar in operations to Jacobsen's Marine. Performance Marine
is located in a 37,888 sq. ft. building and the main business area is estima ted at about 12,000 sq. ft.
Boai repair and sales areas are located to the rear of the main building. Exhibit B provides an aerial of
the Everett site. Weekday business hours are from 8:30 AM to 5:00 PM.
Table 1 summarizes the data collected at each site. A copy of the data collected in fifteen minute
increments is attached.
Table 1: Trip Generation Study
Jacobsdln'� IVI'anhe�'..-� W,
,p M
-er ormance-T. anne,,. .
jime InteN61,1-
r Out o"un
b
o ta
Inbbund,
9UtbiAjnd,.:,.
Tota
8-9 AM
7
2
9
5
2
7
9-10 AM
4
4
8
7
8
15
C)
10-11 AM
4
2
6
5
5
10
Cli
11-noon
3
4
7
6
.7
13
7
5
12
3
1
4
12-1 PM
1-2 PM
8
4
12
4
6
10
U.
.......
2-3 PM
6
5
11
5
5
10
0
2
2
3
4
7
3-4 PM
4-5 PM
7
5
12
1
2
3
5-6 PM
0
5
5
0
4
4
Other Hours
2
10
12
7
2
9
Total
48
48
96
41
41
82
8-9 AM
6
1
7
6
4
10
9-10 AM
7
3
10
6
3
9
10-11 AM
2
5
7
3
3
6
C)
C*4
11-noon
4
3
7
4
3
7
12-1 PM
5
4
9
5
5
10
1-2 PM
4
5
9
3
4
7
2-3 PM
1
3
4
6
3
9
M
3-4 PM
5
5
10
4
6
10
4-5 PM
3
5
8
1
2
3
-C
- -------------------
5-6 PM
0
2
2
1
3
4
Other Hours'
2
3
5
2
5
7
F_—Total
39
39
78
41
41
1. Estimate of trips outside of business hours (such as cleaners and staff who arrive and depart before and after closing)
The existing Jacobsen's Marine site generated 16 PM peak hour trips on Wednesday (split 6 in and 10
out) and 8 PM peak hour trips on Thursday (split 3 in and 5 out). The Wednesday PM peak hour was
between 4:1S and S:1S PM and the Thursday PM peak hour was between 4:00 and 5:00 PM.
GregJacobsen
Jacobsen's Marine Edmonds, Washington; Traffic Impact Analysis
February 19, 2014
Page 3 of 3
The Performance Marine site generated 6 PM peak hour trips on Wednesday (split 0 in and 6 out) and 5
PM peak hour trips on Thursday (split I in and 4 out). The PM peak hour for this site was between was
between 4:15 and 5:15 PM and the Thursday PM peak hour was between 4:45 and 5:45 PM.
Table 2 includes the weekday daily and PM peak hour trip generation forecast for the proposed
development as derived from the results of the trip generation study.
Table 2: Jacobsen's Marine (Edmonds) Trip Generation
L d Os,(ADT)
Yye ik* ay:
7�11�', ��PM, P�jk- Hour Trips
,Site�
S iz
$q.
,Qai,y;Tr
..Trips p6r,,
176161 11.
I r per
..Fekli: 4eli�'14
f
Jacobsen's Marine
9,600
96 78 9.06
16 8 1.25
(West Seattle)
Performance Marine
12,000
92 82 7.25
6 5 0.46
(Everett)
Average
8.16
0.86
Proposed Jacobsen's
10,000
frips:
Tr ps:
4��
Marine (Edmonds)
1—
The proposed Jacobsen's Marine site is forecast to generate 82 weekday daily trips and 9 PM peak hour
trips, split 45% in and 55% out.
Traffic Impact Fee
Based on the current Impact Fee Schedule the f�e rate per trip in the City of Edmonds is $1,049.41. 'The
fee estimate for the proposal is $9,444.59 (9 new PM peak hour trips X $1,049.41 per new trip). As the
applicant, you will be responsible for the impact fee payment, $200 processing fee, and the cost of any
required consultant time to review this study.
;t
Thank you and sincere'ly,
Transportation Solutions, Inc.
reyrK. Hee, P.E.
Project Engineer
0A
- 47
5A S
1316up. Salon
V
ll:�,
A�
Sp -a %lVay
Ma6e
-.Aakobsen's Marine
'A
i '41t'
<
0
'V�
i '41t'
<
0
'V�
4A
N,
Exhibit A: Existing Jacobsen's Marine
rn
LAX
LIM,
-C-C
-:1, 7
01)
Kc -
alp
m
a
ai
u
E
x
LU
Fj
0
Performance Marine
Count Date: 2/12/2014
Time In
12:00 AM
12:15 AM
12:3-0-AM
12:45 AM
1:00 AM.
1:15 AM
1:30 AM
1:45 AM
2:00 AM
2:15 AM
2:30 AM
2:45 AM
3:00 AM
3:15 AM
3:30 AM
3:45 AM
4:00 AM
4:15 AM
4:30 AM
4:45 AM
5:00 AM
5:15 AM
5:30 AM
5:45 AM
6:00 AM
6:15 AM
6:30 AM
6:45 AM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
8:00 AM
8:15 AM
2
1
8:30 AM
2
8:45 AM
1
1
9:00 AM
3
5
9:15 AM
3
2
9:30 AM
1
9:45 AM
1
10:00 AM
1
1
10:15 AM
2
1
10:30 AM
1
1
10:45 AM
1
2
11:00 AM
2
2
M21
11:15 AM
11:30 AM
1
2
1
2
Time In I Out
12:00 PM
1
12:15 PM
12:30 PM
1
1
12:45 PM
1
1:00 PM
1
2
1:15 PM
1:30 PM
1
2
1:45 PM
2
2
2:00 PM
1
1
2:15 PM
1
2
2:30 PM
2
2
2:45 PM
1
3:00 PM
1
3:15 PM
1
1
3:30 PM
2
2
3:45 PM
4:00 PM
4:15 PM
4:30 PM
1
4:45 PM
2
5:00 PM
1
5:15 PM
5:30 PM
3
5:45 PM
6:00 PM
6:15 PM
6:30 PM
6:45 PM
7:00 PM
7:15 PM
7:30 PM
7:45 PM
8:00 PM
8:15 PM
8:30 PM
8:45 PM
9:00 PM
9:15 PM
9:30 PM
9:45 PM
10:00 PM
10:15 PM
10:30 PM
10:45 PM
11:00 PM
11:15 PM
11:30 PM
11:45 PM
Count Date: 2/13/2014
Time In I Out
12:00 AM
12:15 AM
12:30 AM
12:45 AM
1:00 AM
.1:15 AM
1:30 AM
1:45 AM
2:00 AM
2:15 AM
2:30 AM
2:45 AM
100 AM
3:15 AM
3:30 AM
3:45 AM
4:00 AM
4:15 AM
4:30 AM
4:45 AM
5:00 AM
5:15 AM
5:30 AM
5:45 AM
6:00 AM
6:15 AM
6:30 AM
6:45 AM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
8:00 AM
1
.8:15 AM
4
1
8:30 AM
1
-2
8:45 AM
1
9:00 AM
9:15 AM
1
1
9:30 AM
2
1
9:45 AM
3
1
10:00 AM
1
2
10:15 AM
10:30 AM
10:45 AM
2
1
11:00 AM
1
1
11:15 AM
2
11:30 AM
1
2
11:45 AM
Total 1 23 22 16 1 22 j Total 1 13
Day 1 1 39 44 Day 2 1 39 36
I Time I
12:00 PM
2
3
12:15 PM
1
1
12:30 PM
1
1
12:45 PM
I
1:00 PM
2
2
1:15 PM
1:30 PM
I
1:45 PM
1
1
2:00 PM
2
1
2:15 PM
1
2:30 PM
1
2
2:45 PM
2
3:00 PM
2
3
3:15 PM
1
1
3:30 PM
1
2
3:45 PM
4:00 PM
1
1
4:15 PM
4:30 PM
4:45 PM
1
5:00 PM
1
1
5:15 PM
5:30 PM
2
5:45 PM
6:00 PM
6:15 PM
6:30 PM
6:45 PM
7:00 PM
7:15 PM
7:30 PIVI
7:45 PM
8:00 PM
8:15 PM
8:30 PM
8:45 PM
9:00 PM
9:15 PM.
9:30 PM
9:45 PM
10:00 PM
10:15 PM
10:30 PM
10:45 PM
11:00 PM
11:15 Pm.
11:30 PM
11:45 PM
1 20 1 23 ]
0
Jacobsen's Marine
Count Date: 2/12/2014
Time In
12:00 AM
12:15 AM
12:30 AM
12:45 AM
1:00 AM
1:15 AM
1:30 AM
1:45 AM
2:00 AM
2:15 AM
2:30 AM
2:45 AM
3:00 AM
3:15 AM
3:30 AM
3:45 AM
4:00 AM
4:15 AM
4:30 AM
4:45 AM
5:00 AM
5:15 AM
5:30 AM
5:45 AM
6:00 AM
6:15 AM
6:30 AM
6:45 AM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
8:00 AM
3
8:15 AM
1
8:30 AM
1
8:45 AM
2
2)
9:00 AM
2
1
9:15 AM
1
9:30 AM
17--1
9:45 AM
1
1
10:00 AM
2
10:15 AM
2
10:30 AM
I
10:45 AM
1
11:00 AM
1
11:15 AM
1
3
11:30 AM
1
11:45 AM
1
F Time I �n�
12:00 PM
1
1
12:15 PM
3
2
12:30 PM
I
.12:45 PM
3
1
1:00 PM
2
2
1:15 PM
1
1�
1:30 PM
1
1:45 PM
4
1
2:00 PM
1
2
2:15 PM
3
2:30 PM
2
2:45 PM
2
1
3:00 PM
1
3:15 PM
1
3:30 PM
3:45 PM
4:00 PM
I
4:15 PM
1
2
4:30 PM
2
4:45 PM
3
3
5:00 PM
5
5:15 PM
5:30 PM
5:45 PM
6:00 PM
6:15 PM'
6:30 PM
6:45 PM
'7:00 PM
7:15 PM
7:30 PM
7:45 PM
8:00 PM
8:15 PM
8:30 PM
8:45 PM
9:00 PM
9:15 PM
9:30 PM
9:45 PM
10:00 PM
10:15 PM
10:30 PM
10:45 PM
11:00 Pm
11:15 PM
11:30 PM
M
Count Date: 1 2/13/2014
Time In I Out
12:00 AM
12:15 AM
12:30 AM
12:45 AM
1:00 AM
1:15 AM
1:30 AM
1:45 AM
2:00 A M
2:15 AM
2:30 AM
2:45 AM
3:00 AM
3:15 AM
3:30 AM
3: 5 AM
4:00 AM
4:15 AM
4:30 AM
4:45 AM
5:00 AM
5:15 AM
5:30 AM
5:45 AM
6:00 AM
6:15 AM
6:30 AM
6:45 AM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
8:00 AM
1
8:15 AM
2
8:30 AM
2
8:45 AM
1
1
9:00 AM
2
1
9:15 AM
1
1
9:30 AM
1
9:45 AM
3
1
10:00 AM
1
1
10:15 AM
1
2
10:30 AM
I
10:45 AM
I
11:00 AM
2
11:15 AM
1
11:30 AM
2
1
11:45 AM
I
Total 18 12 28 1 26 Total 19 12
Day 1 46 38 Day 2 37 36
I Time I In I out
12:00 PM
1
12:15 PM
1
12:30 PM
4
1
12:45 PM
2
1:00 PM
2
2
1:15 PM
1
1:30 PM
1
1:45 PM
2
1
2:00 PM
1
2:15 PM
1
2_
2:30 PM
2:45 PM
3:00 PM
1
3:15 PM
3
1
3:30 PM
1
2
3:45 PM
1
1
4:00 PM
1
1
4:15 PM
4:30 PM
4:45 PM
2
4
S:00 PM
1
5:15 PM
1
5:30 PM
5:45 PM
6:00 PM
6:15 PM
6:30 PM
6:45 PM
7:00 PM
7:15 PM
7:30 PM
7:45 PM
8:00 PM
8:15 PM
8:30 PM
8:45 PM
9:00 Pm
9:15 PM
9:30 PM
9:45 PM
10:00 PM
10:15 PM
10:30 PM
10:45 PM
11:00 PM
11:15 PM
11:30 PM
11:45 PM
1 18 1 24 D
9
City of Edmonds
Traffic Impact Analysis Works heet
Name of Proposed Project:
Owner/Applicant
G M.C*n �J A
Name
Street/Mailing Address
S-Comc
city State Zip
Applicant Contact Person:
Name ?V_M5 ?_C�,
Street/Mailing Address
City State Zip
Telephone: Telephone: 60(A— 512-ACP
Traffic Engineer who prepared the Traffic Impact Analysi's (if applicable):
'J,0A1AWV P--WnTZ L).k rk 0 04 5 t+es
Firm Name Contact Name
Telephone: E-mail:.
THRESHOLD LEVELS OF ANALYSIS
Project Traffic Levels
Sections to Complete
1. Less t.han:25 peak -hour trips generated
I and 7 only (Wo.rksheet/Ch.ecklist)
Il. More than 25 peak -hour trips generated
All sections.
1. PROJECT DESCRIPTION
A. Location - Street address:
(Attach a vic.inity map and site plani)
b. Specify existing land use: 0'0*r 94_1�1h%2_S A"'D t6A%XC-1_
c. Specify proposed type and size of development: 10,-00'0 'c,'f 9�-OLe_'> &u%Wkr4C-J cnva
(# of residential units andlor squarefootage of byilding)
Revised on 6124110
E82 � TrafficImpactAnalysis Worksheet
Page I of 5
17J
J
20
d. Date con.struction will begin and be completed:
.e. Define proposed access locations: ec-r—C-A_ TO sqrF— etA0
f. Define proposed sight. distance at site earess locations:
2. TRIV GENERATION
Source'shall be theEighth Edition of the, Institute of Transportation Engineers (ITE) Trip Generation
manual. For independent fee calculations, the current edition of the ITE manual may be used.
ADT = Avefage,Daily Traffic
PM Peak -hour trips (AM, noon or school peak may also apply as directed by the City Er�gineer)
a. Eiisting Site Trip Generation Table:
Land Use
Daily (ADT)
PM Peak -Hour Trips
IN
OUT
b. PrpposedProject Trip Generation Table:
Land Use
Daily (ADT)
PM Peak -Hour Trips
IN
OUT
'5
c., � Not New Project Trip Generation Table.:
Land Use
. I
Daily (ADT)
PM Peak -Hour Trips
IN
OUT
5
.d. '.State assumptions and methodologyfor internal, link -diverted *or pa$sby trips:,
See A-TrbCoso TP-i? C,4ffN*_za&no,4 erNgq at,� Pee G&Lc_�ubTIoNi
Revised on 6.124110 E82 - Traffic Impact Analysis Worlaheet Page 2 of 5
0
.3. TRIP DIST.RIBUTION
Prepare and Attach a graphic showing project trip distribution percentages -and assignments. For
developments that generate over 75 peak -hour tripsi the City Engineer reserves -the right -to require
trip distribution to be determined through use of the City traffic model..
4. SITE ACCESS ROADWAYADRIVEWAYS AND SAFETY 0 /A
a. Have sight distance requirements at egress location been met per AASHTO requirements?
b; Intersection Level'of Semice (LOS) AnalysiK
Intersections'to be &valuated shall be detennihed by the City ofEdmohds Traffic Engineer
E�dsting Conditions
LOS
Delays
Year of Opening
LOS.
Delays
Five Years Beyond Change of
Land Use
LO
I S1
Delays
I
I
c. Describe channeliz ation warrants:
(Attach shipingplan.)
d. Vehicle Storage/Queuin Analysis . (calculate 50% and. 95 %queuing lengths):
9
50%
95%
Existing Conditions
Year of Opening
Five Years Beyond Change of
Land Use
e. If appropriatfst.a.te traffic -control warrants (e;g. stop sign warrants,signal warrants):
f. Summarize . local acc . ident history2 (only required'f6r access to Principal and minor arteri . als):
Mailable ugon requdst at City of Edmonds Development Services DqpE.irtrnent
Available upon request At City of Edmonds Police Department
Revise.d on 6124�10 E82 - Traffic Impact Analysis Worksheet , Page 3 of5
5. TRAFFIC VOLUMES 0 /A
Provide the following and other planned development traffic within the city.
a. Describe existing ADT and peak -hour counts (less than two years old), including turning
movements, on street adjacent to and directl impactedbythep ject.
r0i
b. Describe the estimated ADT and peak-1our counts, including turning movements, the year the
project isfully (with and without project traffic).
c. Describe the estimated ADT and peak -hour counts, includin turn'
g . mg movements, five years
after the project has been fully open (with and without project traffic). '
d. State annual background traffic growth factor and. source:
6. LEVEL.OF SERVICE (LOS) ANALYSIS
a. Surnma Hze Level,of Service Analysis below'and attach supporting LOS' analysis documentation.
Provide the following documentation for each arterial street or arterial intersection impacted by
ten- or mo . re peak -hour trips. Other City -planned develooments 1 must also be factored into the
LOS calculations,
LOS
Los
Existing Conditions
Existing
Delays
Year of Opening
With Project
Without Project
Five Years Beyond Change of
With Project
I
Without Project
Land Use.
b. Note any assumptions/variations tostandard analysis default values and justifications:
A list of plan.n.ed.developments Are aVAi lable at the City upon reques.t.for public records
R I evised on 6124110 E82 - Traffic linpactAnalysis Worksheet Page 4 of 5
7. MITIGATION RECOMMENDATIONS
State recommended measures and fees required to. mitigate project specific traffic impacts. Traffic
impact fee shall be calculated from the Edmonds Road Impact Fee Rate Study Table 4 (attached)
And as identified in ECDC 1 18.82.120, except as otherwise provided for independent fee calculations
.inECDC 18.82.130.
El CHANGE IN USE
Fee for prior . use shall be based on fee established at the time the prior use was pernlifted. If the,
prev o ious use . wag permitted ior to the
pri adoptiofi of 0rdinan9e 3516 (effective. date: 09/12/04).
the 2004 ECDC 18.82.120 impact fee shall be -used.
units in
ITE Land Use Category Per Unit square feet,
Fee Rate' # of dwelling,
vfp, etc.
Ni6w Use $ X
Prior Use $ X
Fee
Pri
New Use Fee:. $ or Use Fee:
$
NEWDEVELOPMENT
Units in
ITE Land Use Cate Per Unit
gory
square feet,
Fee
Fee Rate
4,of dwelling,
vfp, etc.
New Use !A, x
i-TIPS
D
OTHER
MITIGATION FEE RECOMMENDATION: CJL4 L4 L4 .-57
INDEPENDENT FEE CALCULATION: $200.00 (+ consultant fee) $ 2-OD"'o
TOTA . L TRAFFIC IMPACT FEE $ ci, 64(4 431
City of Edmonds, Engineering bivision Approval Date
No impact fees will be due, nor will a credit be given, for an impact fee calculation resulting in a net negative.
Revised on 6124110 E82 -.Traffic Impact Analys4 Worksheet' Page 5 of5
Report
Geotechnical Engineering Services
Jacobsen's Marine Facility
Edmonds, Washington
STREET FILE
RECEIVED
NOV 2 7 2013
DEVELOPMENT SERVICES
COUNTER
December 5, 2007
Prepared for
Jacobsen's Marine
2412 NW Market Street
Seattle, Washington 98107
LANDAU
1A A$SOCIATES
130 2nd Avenue South
Edmonds, WA 98020
(425) 778-0907
TABLE OF CONTENTS
1.0 INTRODUCTION
1. 1 PROJECT DESCRIPTION
1.2 SCOPE OF SERVICES
2.0 SITE CONDITIONS
2.1 GEOLOGIC SETTING
2.2 SURFACE CONDITIONS
2.3 SUBSURFACE SOIL CONDITIONS
2.4 GROUNDWATER CONDITIONS
3:0 CONCLUSIONS AND RECOMMENDATIONS
3.1 EARTHWORK
3. 1.1 Demolition
3.1.2 Temporary Excavation
3.1.3 Subgrade Preparation
3.1.4 Backfill and Compaction Criteria
3.2 SEISMIC DESIGN CRITERIA AND LIQUIFACTION POTENTIAL
3.3 FOUNDATION SUPPORT ALTERNATIVES
3.4 PILE FOUNDATION SUPPORT
3.5 GEOPIER GROUND IMPROVEMENT / SHALLOW FOUNDATIONS
3.6 PARTIAL OVEREXCAVATION AND BACKFILL / SHALLOW FOUNDATIONS
3.7 SLAB -ON -GRADE FLOORS
3.8 PAVEMENT RECOMMENDATIONS
4.0 REVIEW OF DOCUMENTS AND CONSTRUCTION OBSERVATIONS
5.0 USE OF THIS REPORT
6.0 REFERENCES
LIST OF FIGURES
EiDiLe Title
I Vicinity Map
2 Site and Exploration Plan
LIST OF APPENDICES
Appendix Title
A Previous Field Explorations (Landau Associates 1995)
B Previous Laboratory Testing (Landau Associates 1995)
2-1
2-1
2-1
2-2
2-2
3-1
3-1
3-1
3-1
3-2
3-2
3-3
3-4
3-6
3-8
3-9
3-10
3-11
4-1
5-1
6-1
12/5/07 \\Edmdala\projects\1068\00[\FileRm\R\JacobsonsMariiic_rcpA.doe ii LANDAu AsSOCIATES
0 0
1.0 INTRODUCTION
This report presents the results of Landau Associates' geotechnical engineering conclusions and
design recommendations for the proposed Jacobsen's Marine facility in Edmonds, Washington. The
general project location is shown on the Vicinity Map (Figure 1). The general configuration of the project
site, as well as the conceptual layout of the proposed building and some existing surrounding site features,
is shown on the Site and Exploration Plan (Figure 2).
Landau Associates previously prepared a geotechnical report (Landau Associates 1995) for the
Port of Edmonds in 1995 on a larger piece of property that encompasses the subject property. The 1995
report was prepared for office buildings that were planned for the site, but never constructed. Some of the
borings for that previous geotechnical study are located within the area of the currently proposed building
and provide a characterization of the soil and groundwater conditions at the site. The geotechnical
recommendations of that previous report were prepared specifically for the planned facilities at that time.
The purpose of this report is to update and revise that previous report to reflect the currently proposed site
development.
This report has been prepared based on our discussions with representatives of Jacobsen's Marine
and their design team, preliminary site plans and a building floor plan prepared by PKJB, review of our
previous geotechnical report, and our experience with other projects in the Port of Edmonds area.
1.1 PROJECT DESCRIPTION
We understand the project will include the design of a building with maximum dimensions of
about 152 feet (ft) by 103 ft for use as a marine sales showroom and office. The building will include a
mezzanine level that could be converted at a later date to second floor office space. We understand from
the project structural engineer that preliminary foundation loads for the proposed structure are estimated
to be 130 kips for column loads and wall loads are estimated to be on the order of 5 kips per lineal foot.
The balance of the property will be paved parking and storage.
1.2 SCOPE OF SERVICES
Jacobsen's Marine retained Landau Associates to assess subsurface conditions at the project site
and develop geotechnical engineering conclusions and recommendations suitable to support design of the
proposed Jacobsen's Marine facility at the Port of Edmonds in Edmonds, Washington. Our services were
provided in general accordance with the scope of services outlined in our September 4, 2007 proposal,
which was authorized by Mr. Greg Jacobsen. Our scope of services included the following specific
services:
12/5/07 \\Edmdala\projccts\1068\001\FileRm\R\JacobsonsMarinc—rcpA.doc 1-1 LANDAu AsSOCIATES
• Evaluating data from a previous subsurface investigation and laboratory testing program
(Landau Associates 1995) and performing geotechnical engineering analysis for the proposed
structure.
• Preparing this written report summarizing findings and geotechnical engineering
recommendations, as they apply to the proposed project. This report includes:
- A site plan showing pertinent site features and the approximate locations of the
explorations accomplished for our previous geotechnical study
- Descriptive logs of pertinent previous explorations and the results of the geotechnical
laboratory testing
- A summary of surface and subsurface soil and groundwater conditions observed at the
project site during our previous field exploration program
- Recommendations for site preparation and earthwork, including reuse of site soil, and
criteria for selection, placement, and compaction of structural fill
- Consideration of foundation support alternatives, including pile foundations or ground
improvement methods to allow use of shallow foundations
- Recommendations for pile foundation support, including allowable pile loads and
settlement estimates
- Recommendations for ground improvement and shallow foundations, if considered
feasible and cost effective by the design team
- Site factors for seismic design using the International Building Code
- Recommendations for slab -on -grade support
- Recommendations for flexible pavement sections for the proposed parking lots and
access driveways
- Recommendations for geotechnical monitoring and testing during construction of the
proposed project.
12/5/07 \\Edmdala\projects\1068\001\FilcRm\R\Jacobsons Marinc—repkdoc 1-2 . LANDAu AsSOCIATES
0 0
2.0 SITE CONDITIONS
This section provides a discussion of the general geologic setting of the project area and describes
the surface and subsurface conditions observed at the project site and in the vicinity at the time of our
field investigation conducted in 1995 (Landau Associates 1995). Interpretations of the site conditions are
based on our review of previous explorations and laboratory testing, and our understanding of present
activities at the site.
2.1 GEOLOGIC SETTING
General geologic information for the project area was obtained from DRAFT Composite Geologic
Map of the Sno-King Area, Central Puget Lowland, Washington (Booth et al. 2004), published by the
Seattle -Area Mapping Project (SGMP) at the University of Washington and the United States Geological
Survey (USGS). According to this geologic map, near -surface deposits in the vicinity of the project site
consist of wetland deposits. Further east of the project site, near -surface deposits consist of pre -Frasier
deposits. Soils defined as pre -Frasier deposits generally exhibit relatively high shear strength as a result
of being glacially over -ridden.
South and east of the project site, an extensive wetland area is present (locally called the Union
Oil Marsh). We are aware from our other work in the Port of Edmonds area that the wetland area was
originally much larger than its present boundaries. Fill has been placed in most of the Port of Edmonds
area to create the current topography. Although the subject site is mapped as containing wetland deposits,
fill is present across the site associated with previous filling in the wetlands to establish existing site
grades.
2.2 SURFACE CONDITIONS
The project site is located about 500 ft south of the intersection of Admiral Way and West Dayton
Street across from the Edmonds Marina. The site is between Admiral Way and the Burlington Northern
Santa Fe (BNSF) railroad right-of-way. The north and south sides of the project site are bounded by a
gravel lot and a boat storage yard. The property has dimensions of about 300 ft by 120 ft. About one-half
of the site presently consists of a vacant gravel lot and the remaining portion of the site appears to be used
as a maintenance yard.
The topography of the site is relatively flat with ground surface elevations ranging from about
Elev. 12 (NAVD88) in the northwestern portion of the site to about Elev. 14 in the northeast comer of the
site.
12/5/07 \\Edmda(a\projccts\1068\001\FilePm\R\Jacobsons Marinejepkdoc 2-1 LANDAu AssocIATES
0 0
2.3 SUBSURFACE SOIL CONDITIONS
Subsurface conditions at the project site were interpreted from our previous geotecbnical report
(Landau Associates 1995), which encompasses the project site. Our previous subsurface investigation
consisted of advancing and sampling six exploratory borings with a truck -mounted drill rig. Three of the
soil borings are located on the subject property and within the proposed building footprint (Borings B-4
through B-6). The borings were advanced to depths ranging from 21.5 to 41.3 ft below the existing
ground surface (BGS). The approximate locations of the exploratory borings are shown on Figure 2.
Logs of the exploratory borings are presented in Appendix A. The ground surface elevations shown on
Figure 2 reference the NAVD88 vertical datum. The ground surface elevations shown on the exploratory
boring logs reference the Mean -Lower -Low -Water (MLLW) vertical datum. Laboratory testing was
conducted on representative soil samples from the six borings accomplished in 1995, and the results of
those tests are contained in Appendix B. We also used our knowledge of subsurface conditions in other
nearby areas of the Port of Edmonds to help characterize conditions at the site.
Subsurface conditions observed in the borings consisted of a sequence of fill, beach deposits, and
pre-Vashon age glacial outwash deposits. An approximately 1-ft thick layer of crushed surfacing (1-'/4-
inch minus crushed rock) covered the site.
Fill was encountered in the borings below the crushed surfacing and generally consisted of
brown, medium dense, gravelly, fine to coarse sand. The fill was observed to extend to a depth of about
8 ft below existing site grade. From our previous experience with fill in the Port of Edmonds area, we
know that the fill can contain wood, timber, sawdust, and debris in some locations and can range from
loose to medium dense.
Beach deposits, generally consisting of gray, medium dense, fine to medium sand with occasional
gravel and wood fragments, were encountered beneath the fill in the borings and extended to depths of
about 13 ft below existing site grade.
Pre-Vashon glacial outwash deposits were encountered beneath the beach deposits and extended
to the bottom of the borings. The glacial outwash deposits generally consisted of very dense, gray,
gravelly, fine to coarse sand; fine to coarse sand with gravel; and fine to medium sand.
2.4 GROUNDWATER CONDITIONS
Groundwater levels were measured on September I and 6, 1995 in the piezometer installed in
Boring B-5 during high and low tides to check for tidal influence on groundwater levels at the site.
Groundwater levels measured on September 1, 1995 were obtained within a few hours after the
occurrence of high tide (12:03 p.m.), and groundwater levels measured on September 6, 1995 were
12/5/07 \\Edmdata\projccts\1068\001\FilcRm�R\JacubsojisMariiie_rcpA.doe 2-2 LANDAu AsSOCIATES
obtained at about the time low tide occurred (8:15 a.m.). Groundwater levels were also measured on
October 3, 1995 and on November 9, 2007. Measured groundwater levels are summarized in Table 1.
Groundwater levels appear to be independent of tidal fluctuations.
It is anticipated that groundwater conditions will vary depending on local subsurface conditions,
the weather, and other factors. It is likely that maximum groundwater levels would occur in the
winter/spring months.
Groundwater levels noted at the time of drilling are also shown on the summary 1995 logs.
Table 1: Measured Groundwater Depth
Groundwater Depth (ft)
Boring No.
At Time of
09/01/95 09/06/95 10/03/95
11/09/07
Drilling
B-4
8.0
NA NA NA
NA
B-5
8.0
8.1 .8.2 8.3
7.9
B-6
8.0
NA NA NA
NA
12/5/07 \\Edmdata\projccts\1068\00]\FileRm\P,\JacobsonsMuiiic_rcpA.doe 2-3 LANDAu AsSOCIATES
0
3.0 CONCLUSIONS AND RECOMMENDATIONS
The subsurface conditions reported in Landau Associates' 1995 soils investigation suggest that
the fill and beach deposits underlying the site are potentially liquefiable during the design earthquake.
Soil liquefaction could result in reduction of foundation support and ground settlement. The near -surface
fill could also be of variable density and is known to contain timber, wood, sawdust, and debris in some
areas of the Port of Edmonds. Potentially damaging differential settlement could occur to a structure
supported on shallow foundations as a result of the variable nature of the fill and the potential for soil
liquefaction during a strong motion earthquake.
To provide improved foundation support and limit the potential for differential settlement, we
recommend supporting the proposed structure on either a deep foundation system (piles) or shallow
spread footings following ground improvement. Based on the depths to dense, glacially consolidated
soils, rammed aggregate piers (Geopiers) are appropriate for this site as a means of ground improvement.
Recommendations are presented in the following sections for earthwork, seismic design considerations,
foundation support using shallow or deep foundations, ground improvement, and pavement construction.
3.1 EARTHWORK
Site grading is anticipated to consist of demolishing or moving existing small structures at the
site, placement of fill materials to establish planned subgrade elevations, installation of onsite utilities,
and subgrade preparation for pavement and slab -on -grade floors.
3.1.1 DEMOLITION
Site demolition is expected to consist of removal of several existing structures at the site.
Incidental excavations to remove structures should be backfilled in accordance with the recommendations
in Section 3.1.4 of this report.
3.1.2 TEMPORARY EXCAVATION
Temporary excavations in excess of 4 ft should be sloped in accordance with Safety Standards for
Construction Work Part N, WAC 296-155-657, or shored. In the absence of groundwater seepage, the fill
on the site is classified as a Type C soil and may be inclined no steeper than P/2H: IV according to WAC
296-155-657. Flatter slopes or temporary shoring may be required in areas where groundwater flow is
present and unstable conditions develop.
12/5/07 \\Edmdata\projects\1068\001\FilcRm\R\JacobsonsMariiie repA.doc 3-1 LANDAu AsSOCIATES
0 0
Actual slope configurations during construction and maintenance of safe working conditions,
including temporary excavation stability, should be the responsibility of the contractor, who is able to
monitor the construction activities and has direct control over the means and methods of construction. All
applicable local, state, and federal safety codes should be followed. All open cuts should be monitored by
the contractor during and after excavation for any evidence of instability. If instability is detected, the
contractor should flatten the side slopes or install temporary shoning.
3.1.3 SUBGRADE PREPARATION
Subgrade preparation for proposed slab -on -grade floors, concrete flatwork, and pavements should
consist of proofrolling and compacting the subgrade. The exposed subgrade should be compacted to a
firin, dense, and unyielding surface. After compacting the subgrade soils, the compacted subgrade should
be pro of -rolled using a fully -loaded dump truck or other suitable piece of heavy construction equipment.
Proof -rolling should be carefully observed by a qualified geotechnical engineer. During the proof -rolling
operation, any areas exhibiting significant deflection, pumping, or weaving that cannot be readily
compacted should be over -excavated and replaced with compacted structural fill. Portions of the
excavated site soil may be suitable for use as structural fill. If import materials are required, we
recommend Gravel Borrow as specified in section 9-03.14(l) of the 2006 Washington State Department
of Transportation (WSDOT) Standard Specifications (WSDOT 2006).
3.1.4 BACKFILL AND COMPACTION CRITERIA
Excavated material from shallow cuts and utility excavations is anticipated to consist
predominately of relatively clean sand and gravel. This material is suitable structural fill and utility
trench backfill, provided it can be placed and compacted to at least 95 percent of the maximum dry
density [American Society for Testing and Materials (ASTM) D1557]. Deeper cuts which extend to
depths near the water table are expected to generate soils which are well above optimum moisture, and
achieving proper compaction on these soils should be considered difficult. Organic material or debris
could be present in the existing fill; such material would not be suitable for use as compacted fill.
,If the onsite soil cannot be utilized as structural fill or utility trench backfill, then imported fill
material should be used. Imported structural fill should meet the requirements for Gravel Borrow in
Section 9-03.14(l) of the 2006 WSDOT Standard Specifications (WSDOT 2006). If wet weather
construction is anticipated, then the amount of fines (material passing a U.S. Standard No. �00 sieve)
should be limited to 5 percent or less based on the fraction of the material passing a 3/4-inch sieve.
12/5/07 \\Edmdata\projects\1068\001\FilePm\R\JacobsonsMafinc_rcpA.doc 3-2 LANDAu AsSOCIATES
0
0
In structural areas, such as beneath slabs, footings, and against walls, and in paved areas, backfill
should be placed in relatively uniform horizontal lifts, not exceeding 8 inches thick. Each lift should be
compacted to at least 95 percent of the maximum dry density as determined by the ASTM D1557 test
procedure. In non-structural areas, such as landscaping, backfill should be placed in relatively uniform
horizontal lifts and compacted to between 85 and 90 percent of the maximum dry density
(ASTM D 155 7).
3.2 SEISMIC DESIGN CRITERIA AND LIQUIFACTION POTENTIAL
The Pacific Northwest is seismically active and the project site could be subject to ground
shaking from a moderate to major earthquake. We understand that seismic design of the proposed
Jacobsen's Marine facility will be in accordance with the 2003 International Building Code (IBC 2003).
Based on Landau Associates site investigation for another project at the site (Landau Associates
1995), the near -surface soil at the site is potentially liquefiable. Liquefaction is defined as a significant
rise in pore water pressure within a saturated soil mass caused by earthquake -induced cyclic shaking. The
shear strength of liquefiable soil is reduced during large and/or long -duration earthquakes as the soil
consistency approaches that of a semi -solid slurry, which can result in reduction of foundation support
and ground settlement. Deposits of loose, granular soil below the water table are most susceptible to
liquefaction.
Our assessment of liquefaction potential at this site considered the results of the borings
conducted on this site, as well as the results of other borings within the Port of Edmonds area that have
encountered the fill and beach deposits. The available groundwater information indicates that the base of
the fill and the underlying beach deposits are below the groundwater table. The results of the borings
indicate that the soil at the base of the fill and the beach deposits varies from loose to medium dense. Our
liquefaction analyses indicate that looser portions of the fill and beach deposits below the groundwater
table could potentially be subject to liquefaction during the design earthquake; other portions may be
dense enough to resist liquefaction at the design earthquake level of ground shaking. In our opinion, a
sufficient thickness of soil is present above the water table so as to preclude the potential for shallow
foundation failure due to liquefaction. However, this situation could lead to localized zones of
liquefaction during the design earthquake, which could result in differential ground settlement.
According to the 2003 International Building Code, the potentially liquefiable soil profile that
underlies the location of the proposed Jacobsen's Marine facility results in a classification as Site Class F,
per Table 1615. 1. 1. According to Section 1615.1.5.1 of the 2003 IBC, a dynamic site response analysis is
required for Site Class F and buildings with periods of vibration greater than 0.5 seconds. At the time this
report was prepared, the period of vibration for the structure was unknown to us. If the structure has a
12/5107 \\Edmdala\projccts\1068\001\FileRm\RVacobsoiis Marine rcpA.doc 3-3 LANDAu AsSOCIATES
0 0
period of vibration less than or equal to 0.5 seconds, the 2003 IBC allows the site coefficients to be taken
equal to the values of the site class determined without regard to liquefaction. Neglecting liquefaction,
the site would classify as Site Class C (very dense soil profile).
Assuming a period of vibration of the structure of less than or equal to 0.5 seconds, the following
spectral accelerations for a 2 percent probability of exceedance can be used (USGS 2006):
Spectral Acceleration for short periods (Ss): 120.3 percent of gravity (1.203g)
Spectral Acceleration for a I -second period (S 1): 42.2 percent of gravity (0.422g)
The above values can be modified for Site Class C using 1.0 for site coefficient F,,, and 1.378 for
site coefficient F,. The design spectral response acceleration parameters can be taken as two-thirds of the
maximum considered earthquake spectral response acceleration presented above. Using the above site
class and design adjustments, the following design spectral acceleration parameters can be used:
SDS = 0.802
SDI = 0.388
3.3 FOUNDATION SUPPORT ALTERNATIVES
The presence of loose to medium dense, irregular, sandy fill overlying loose to medium dense
beach deposits in conjunction with relatively shallow groundwater are problematic with regards to
differential settlement and liquefaction potential. The potential presence of organic material and debris
within the existing fill further compounds the potential for differential settlement.
Landau Associates is aware of several older buildings in the Port of Edmonds area that were
constructed on shallow, spread footing foundations without ground improvement and that have undergone
undesirable differential settlement. The settlement is due to compression of loose fill, organic materials
or debris. In some cases the buildings are also at risk of potentially unacceptable structural performance
resulting from soil liquefaction in the event of the design earthquake. The owners of these buildings are
currently considering significant expense related to foundation retrofit improvements and repairs due to
foundation settlement that has already occurred or due to the potential of catastrophic damage in the event
of a major earthquake. For these reasons, it is our opinion that it would be prudent to support the building
either on deep foundations or improve the ground prior to constructing shallow foundations.
Foundation alternatives were considered as a part of our services provided in 1995 for the
proposed Port of Edmonds marine support buildings. Alternatives evaluated at that time included:
Pile foundations that derive their support in deeper soil layers below the fill and beach
deposits
12/5/07 \\Edmdata\projccts\1068\00]\FileRm\R\JacobsoiisMarine—repA.doe 3-4 LANDAu AssocIATES
0
0
0 Shallow foundations following overexcavation of all of the existing fill soil and replacement
with compacted structural fill
0 Use of a basement level with shallow foundations founded below the basement level
0 Use of shallow foundations following ground improvement by vibroflotation techniques.
For the buildings proposed in 1995, pile foundations were selected by the owner and the design
team as the preferred alternative. We have reviewed those results and also considered foundation
alternatives that were not as readily available in 1995.
The alternative of using a basement level is not recommended because of the complications posed
by the groundwater level. Overexcavation of all of the existing fill and replacement with compacted
structural fill is technically viable, but it has been our experience that other methods are more cost
effective when the depth of overexcavation is as deep as is needed for this alternative. Improvement of
the ground using vibroflotation methods could be considered, but the cost of the vibroflotation method
tends to be more expensive than other ground improvement techniques currently available.
Given the above considerations, we recommend the proposed marine facility be supported on a
either a pile foundation system or a combination of ground improvement and shallow spread footings.
Rammed -aggregate piers (Geopiers) have been developed in recent years as a relatively cost effective
means of ground improvement and are considered to be appropriate for the conditions at the project site.
Partial overexcavation (removal of only a portion of the fill) and backfilling with structural fill
has been considered for other similar projects. This alternative is carried forward in this report to allow a
comparison to other alternatives. The partial overexcavation and backfill alternative would likely
improve the foundation perfon-nance as compared to doing nothing and would likely be the cheaper of the
alternatives considered, but it does not fully address the potential for differential settlement within lower
portions of the fill and does not address the potential for soil liquefaction. Therefore, the partial
overexcavation and backfill alternative would present some risk to the owner related to poor performance
of the building and the potential need for expensive building repairs if unacceptable foundation settlement
were to occur due to debris remaining within the fill or following a major earthquake.
in our opinion, selection of the preferred foundation alternative needs to consider and balance
technical performance, cost, and risk. Input from the owner, architect, structural engineer, and contractor
or construction estimator should be included. Froth the geotechnical perspective, both the pile foundation
support alternative and the Geopier / shallow foundation alternative are technically sound and are
expected to have satisfactory performance. Preliminary information available to us suggests that the
Geopier / shallow foundation alternative may be more economical than the pile foundation alternative.
Once the structural design has been developed to better determine the structural loads, we recommend
1215/07 \\Edmdata\projccts\1068�001\Fi]cRm\R\JacubsonsMuine—repA.doe 3-5 LANDAu AsSOCIATES
that a cost estimate be developed to compare the various alternatives. The partial overexcavation /
shallow foundation alternative would improve the ground over the existing conditions, but is not expected
to be as technically sound as the other alternatives and there remains the potential for damaging
differential settlements. The partial overexcavation / shallow foundation alternative may be the cheapest
initial construction cost, but it presents additional risk to the owner.
The following sections present Landau Associates' recommendations regarding pile foundations
and shallow foundations with ground improvement.
3.4 PILE FOUNDATION SUPPORT
Piles could be driven or drilled and cast -in -place. The piles would need to extend through the fill
and potentially liquefiable beach deposits and derive their support in the underlying very dense sand.
Pile foundations could consist of driven prestressed concrete piles; driven steel pipe piles; or cast -
in -place augercast piles. Assuming a minimum pile penetration of about 10 ft into the bearing stratum
(the very dense outwash sand), pile lengths will be about 23 ft below existing site grade. The
recommended maximum allowable single pile capacities for several pile types and sizes for pile
penetration depths of about 10 ft into the bearing stratum are summarized in Table 2. The maximum
allowable downward and upward capacities include a factor of safety of 3.0. Individual piles within a pile
group should have a center -to -center spacing of at least 3 pile diameters.
Pile foundations constructed as recommended in this report are expected to settle less than '/2
inch. Differential settlements between individual pile groups should be less than 1/4inch. The majority of
the settlement will occur during construction as the piles are loaded.
Pile Type
Table 2: Recommended Maximum Allowable Pile Capacities
Maximum
Maximum
Allowable
Downward
Allowable Uplift
Capacity
Capacity
(tons)
(tons)
16-inch diameter augercast pile
60
11
12-inch diameter square prestressed concrete pile
76
10
1 0-inch diameter steel pipe pile (closed end)
43
6
12-inch diameter steel pipe pile (closed end)
60
7
16-inch diameter steel pipe pile (closed end)
100
11
Though not encountered in the borings completed at the site, cobbles and boulders may be present
within the fill, beach deposits, or glacial outwash deposits; logs may be present within the beach deposits;
12/5/07 \\Edmdata\projects\1068\00]\FileRm\RVacobsons Marinc—rcPA.doc 3-6 LANDAu AsSOCIATES
and debris (such as timbers, wood, debris, or concrete) may be present within the fill. Any of these
materials could be an obstruction to pile installation. If an obstruction is encountered near the surface, it
may be possible to I ocally excavate to remove the obstruction prior to continuing with pile installation.
For deeper obstructions, the pile may need to be abandoned and relocated, or possibly incorporated into
the structure at a reduced capacity.
Pile driving is a dynamic process, and it is not uncommon for pile tip depths, as determined by
driving resistance, to differ from the depths estimated by static methods of analysis. If the actual pile tip
depth, as determined by driving resistance, were to exceed the estimated tip depth, then longer piles
would be needed in the field. Since concrete piles cannot be easily spliced, it may be prudent to have the
contract documents provide for installation of at least two test piles to evaluate driving performance and
to determine the required production pile length. Test piles are typically 10 ft or more longer than the
pile length based on the estimated tip depth. Test piles are installed prior to production piles and may be
incorporated into the final structure if they meet the required driving resistance. The contractor should
perform a wave equation analysis of pile driving (WEAP) in advance of construction to determine the
required driving resistance (blows per ft) to achieve the design pile capacities, and to check that tensional
and compressive stresses in the pile during driving are within tolerance. The results of the pile driving
analysis should be reviewed by the geotechnical and structural engineer prior to the driving of
production piles.
Augercast piles are installed by drilling to the required tip depth with a continuous flight auger
mounted on leads. We recommend that augercast piles be installed to a depth of 10 ft below the top of the
bearing stratum. As the auger is withdrawn, grout is pumped under pressure out through the tip of the
auger. During withdrawal of the auger, a head of about 10 ft of grout is typically maintained to prevent
necking of the column of grout. After the auger is withdrawn, a rebar cage is inserted into the column of
grout. Grout pressures and equipment loads during pile installation can disturb recently installed piles. It
is recommended that no trucks or heavy equipment or new augercast pile construction be allowed within
8 ft of an augercast pile that is less than 12 hours old.
Since the completed augercast pile is below ground and cannot be directly observed, judgement
and experience must be used to aid in determining the acceptability of a completed augercast pile. This
includes the observer's experience and the experience of the augercast pile contractor. The observer and
contractor should work together to use past experience under normal operating procedures, as well as
procedures established by the contractor for the current job, including such factors as installation
sequence, auger withdrawal rate, grouting pressure, and quantity of grout used per pile. Variations from
the established pattern, such as low grout pressure, excessive settlement of grout in the completed pile,
etc., make the pile susceptible to rejection. In order to provide an evaluation of the augercast pile
12/5/07 \\Edmdata\projects\1068\001\FilcRm\R\JacobsonsMaritic—rcpA.doc 3-7 LANDAu AsSOCIATES
installations, we recommend that the contractor be required to provide a pressure gage in the grout line
between the pump and the auger, and some means of determining the quantity of grout used per pile and
the auger withdrawal rate.
We recommend that the installation of driven or drilled piles be observed by a geotechnical
engineer or engineering geologist familiar with the pile foundation design. The geotechnical
representative would evaluate the contractor's construction procedure, collect and interpret the installation
data, monitor variations in subsurface conditions, and confirm the required penetration depths.
3.5 GEOPIER GROUND IMPROVEMENT / SHALLOW FOUNDATIONS
Landau Associates' previous investigation (Landau Associates 1995) disclosed soils which are
potentially liquefiable during a design level earthquake. As an alternative to supporting the proposed
structure on a deep foundation system, the proposed structure may be supported on a shallow foundation
system, provided ground improvement is incorporated into the design. Based on the anticipated
subsurface conditions and depth to groundwater, rammed -aggregate piers (Geopiers) are appropriate for
use as a ground improvement technique at the project site.
Geopiers are a proprietary soil improvement technique that is well suited for the site conditions.
For the conditions anticipated at the project site, Geopiers would typically be installed by driving a
hollow mandrel into the ground to depths of about 12 to 15 ft BGS, or the depth to the dense, glacially
consolidated soils. The hollow mandrel creates a cavity through which aggregate is introduced and
rammed in -place, forming a column of compacted aggregate. Driving the hollow mandrel into the ground
also densifies the surrounding soils.
The specific design for soil improvement using the proprietary Geopiers is accomplished by the
Geopier specialty contractor. The following conceptual design is provided based on discussions with
representatives of GEOPIER Northwest (Johnson, J., 2007, personal communication), subsurface data
reported in Landau Associates' 1995 investigation, and our experience with other projects in the Port of
Edmonds area.
In order to provide suitable foundation support for the proposed structure, Geopiers should be
installed under all proposed colurrin and wall footings. A minimum of two piers should be installed under
each column footing. Piers should be spaced at about 8 to 10 ft on -center under all structural walls.
Based on an assumed interior column spacing of about 25 ft, approximately 80 piers would be required to
provide suitable foundation support for the proposed structure. Additional piers are recommended under
the proposed building footprint to mitigate the potential for liquefaction and to limit the potential for
settlement of the floor slab due to debris within the fill. Piers should be installed in a grid pattern spaced
at about 12 ft on -center under the entire building footprint. Additionally, a row of piers should also be
12/5/07 \\Edmdata\projccts\1068\001\FiicPm\R\JacobsonsMariiie repA.doc 3-8 LANDAu AsSOCIATES
0 0
installed around the perimeter of the proposed building, just outside of the footprint. Based on the size of
the proposed building footprint, approximately 95 additional piers will be required for liquefaction
mitigation and improved support of the floor slab.
Based on discussions with representatives of GEOPIER, the approximate cost of installing
sufficient 'piers to address both building foundation support (about 80 piers) and to mitigate potential for
liquefaction and improved floor slab support (an additional 95 piers) is about $135,000. This cost
addresses both foundation support of the proposed structure and mitigates the potential for liquefaction
and debris within the fill. Alternatively, Geopiers could be installed only under the foundation elements.
In this case, the floor slab could either be constructed as a structural slab spanning to the foundation
supports, or constructed as a slab on grade with increased risk of undesirable differential settlement due to
potential debris within the fill or as a result of localized areas of soil liquefaction following a major
earthquake. The cost for Geopiers only under the foundation elements is estimated to be on the order of
$80,000.
The quantity and cost estimate presented above for Geopiers installed are based on preliminary
estimates of foundation loads, interior column spacing, and structural wall locations. Quantities and costs
should therefore be considered approximate and should be refined as the design proceeds.
All continuous and isolated spread footings should have minimum widths of 18 and 24 inches,
respectively, and should be founded a minimum of 18 inches below the lowest adjacent final grade.
Continuous or isolated spread footings may be proportioned using a maximum net allowable soil
bearing pressure of 4,000 pounds per square ft (psf). The term "net allowable soil bearing pressure"
refers to the pressure that can be imposed on the soil at foundation level resulting from the total of all
dead plus live loads, exclusive of the weight of the footing or any backfill placed above the footing. The
recommended net allowable bearing pressure assumes footings are founded on improved ground
conditions as recommended above. The net allowable bearing pressure may be increased by one-third for
transient wind or seismic loads.
For shallow spread footing foundations constructed as recommended above in conjunction with the
Geopier foundation improvement method, we estimate that total settlements will be less than 1 inch, and
differential settlements between adjacent foundation members should be less than 1/2 inch. The majority
of the settlements should occur during construction.
3.6 PARTIAL OVEREXCAVATION AND BACKFILL / SHALLOW
FOUNDATIONS
Removal of a portion of the existing fill and backfilling with compacted structural fill would
remove a portion of the soil that could produce settlement and create a dense soil layer that could help
12/5/07 \\Edmdata\projccts\1068\001\FileRm\RVacobsoiisMariiie repkdoc 3-9 LANDAu AsSOCIATES
0
bridge over localized areas of settlement resulting from the poor soils that remain. As such, this
alternative would be better than doing no ground improvement. However, there is still the potential for
compression due to organic materials or debris that could be present in deeper portions of the fill and this
alternative would not improve the liquefaction susceptibility of the lower portion of the fill and the beach
deposits. Overall foundation performance is not expected to be as good with this alternative as compared
to either the pile foundation alternative or- the Geopier alternative and the owner would need to be
comfortable with the increased risk of poor performance associated with this approach.
For this alternative, we recommend that the upper portion of the fill across the building footprint
be removed and replaced with compacted structural fill. The depth of overexcavation beneath footings
should be extended to an elevation equal to at least 3 ft below the base of footing level prior to
replacement with compacted structural fill. The width of the overexcavation beneath footings should
extent at least 3 ft beyond each side of the footing perimeter at the base of the excavation. Backfill should
be placed and compacted in accordance with the recommendations in this report for structural fill.
Foundation width, depth, and allowable soil bearing pressures would be the same for this
alternative as the Geopier alternative. Since this alternative does not improve the liquefaction
susceptibility of soils below the depth of overexcavation, liquefaction could result in foundation
settlement. We recommend that shallow spread footing foundations be tied together structurally by a
grade beam to reduce the potential for damage due to either localized differential settlement or lateral
spreading resulting from earthquake -induced liquefaction.
For shallow spread footing foundations constructed using the partial overexcavation and backfill
alternative, short-term settlement would probably be similar to the settlement estimated for the alternative
of shallow spread footing foundations following the installation of Geopiers. However, there is a
potential for long-terrn settlement due to compression of potential organic material or debris within the
fill and the potential for liquefaction -induced settlement following a major earthquake. It is difficult to
quantify the settlement magnitude, but up to several inches of settlement could occur.
A variation of this alternative would be to construct a structural mat foundation beneath the entire
structure rather than spread footings and a floor slab. A mat foundation would serve to structurally tic all
of the foundation elements together in a relatively stiff system that should be capable of spanning over
localized areas of differential ground settlement and should limit the amount of differential settlement that
could be expected.
3.7 SLAB -ON -GRADE FLOORS
Design of the floor slab is dependent on the acceptability of potentially damaging differential
settlement of the floor slab and involves consideration of risk and cost tradeoffs. The floor slab could be
12/5/07 \\Edmdata\projects\1068kOOl\FileRm\R\JacobsonsMuinc—repA.doc 3-10 LANDAu AsSOCIATES
0
constructed as a conventional concrete slab -on -grade, Provided the subgrade is prepared as recommended
in this report. However, a conventional slab -on -grade constructed in conjunction with the pile foundation
alternative, the Geopier alternative constructed for foundation support only, or the partial overexcavation
and backfill alternative, could be subject to seismically induced settlement or settlement resulting from
the variable nature of the fill on the site. Potentially damaging differential settlement of the slab could
require future repair or replacement of the floor slab.
Support of the floor slab may also be provided by a structural floor slab, if potentially damaging
floor slab settlement is undesirable. The structural slab could be designed to span between foundation
elements and would effectively preclude the potentially damaging differential settlement that could be
associated with a conventional slab -on -grade. In our opinion, a structural floor slab would not be required
if Geopiers are used for both foundation and floor slab support.
Regardless of the type of floor slab support, the floor slab should be underlain by at least 6 inches
of compacted, clean, free -draining sand and gravel with less than 5 percent passing the U.S. No. 200
sieve. The purpose of this layer is to provide uniform support for a slab -on -grade floor and a capillary
break for either a slab -on -grade floor or a structural slab.
The floor slab -on -grade or exterior concrete slabs could be designed for wheel loads using a
modulus of subgrade reaction. We recommend a modulus of subgrade reaction of 250 pci (based on a I ft
square plate) for well compacted granular subgrade.
3.8 PAVEMENT RECOMMENDATIONS
Pavements should be placed on a properly prepared subgrade. The exposed subgrade should be
compacted to a firm, dense, and unyielding surface. Prior to placing fill associated with the pavement
section, the prepared subgrade should be proof -rolled with a loaded dump truck, heavy roller, or
equivalent. It is recommended that proof -rolling be observed by a geotechnical engineer. Loose or soft
areas exhibiting excessive movement or pumping exposed by the proof rolling, which cannot easily be
stabilized, should be over -excavated and backfilled with suitable on -site soils or imported Gravel Borrow
as specified in Section 9-03.14(l) of the 2006 WSDOT Standard Specifications (WSDOT 2006). All
backfill should be compacted to a minimum of 95 percent of the maximum dry density as determined by
ASTM D 1557 (Modified Proctor).
Pavement loading conditions are expected to vary from relatively light loads in areas of customer
and employee parking to heavier loads in truck traffic areas. Truck traffic is anticipated during delivery
of boats for sale and/or maintenance. Based on these loading conditions and the subgrade support
characteristics of the on -site soils, flexible pavement recommendations for light vehicle parking and
storage areas and for truck routes were developed and are presented in Table 3. We recommend that the
12/5/07 \\Ednidala\projccts\1068\001\FileRm\R\JacobsonsMaritic repA.doc 3-11 LANDAu AssocIATES
pavement section consist of hot mix asphalt pavement over either crushed rock or Asphalt -Treated Base.
Note that the existing ground surface on the site is covered by crushed rock.. In those areas where the
existing ground surface is not disturbed during construction, the existing crushed rock surface could be
used as the required crushed rock layer.
Asphalt pavement should meet the requirements of Section 5-04 of the 2006 WSDOT Standard
Specifications. Crushed base course should meet the gradational requirements in Section 9-03.9(3) of the
2006 WSDOT Standard Specifications, and be placed in 'accordance with Section 4-04 of the 2006
WSDOT Standard Specifications.
Table 3: Flexible Pavement Section Recommendations
Recommended Minimum Thicknesses (inches)
Material Description Light Vehicle Parking WSDOT Standard
and Storage Truck Routes Specification
.HMA 2 3 5.04
ATB (Instead of CSBC) 2.5 4 5.04
CSBC 4 6 9-03.9(3)
Gravel Borrow As Needed As Needed 9-03.14(1)
HMA = Hot Mix Asphalt, Plant -mixed
ATB = Asphalt -Treated Base
CSBC = Crushed Surfacing Base Course. The upper 2 inches of Crushed Surfacing Base Course
may be replaced by Crushed Surfacing Top Course (CSTC).
WSDOT= Washington State Department of Transportation, 2006 Standard Specifications for Road,
Bridge, and Municipal Construction.
12/5/07 \\Edmdata\projects\1068\001\FileRm\R\JacobsonsMuine—repA.doe 3-12
LANDAu AssocIATES
0
0
3
4.0 REVIEW OF DOCUMENTS AND CONSTRUCTION OBSERVATIONS
We recommend that Landau Associates be retained to review the geotechnical-related portions of
the project plans and specifications for the proposed marine facility to determine if they are consistent
with the recommendations presented in this report. We also recommend that monitoring, testing, and
consultation be provided during construction to confirm that the conditions encountered are consistent
with those indicated by our explorations, to provide expedient recommendations should conditions be
revealed during construction that differ from those anticipated, and to evaluate whether geotechnical-
related construction activities comply with project plans and specifications, and the recommendations
contained in this report. Such geotechnical -related activities include site grading activities, subgrade
preparation for foundations, installation of pile foundation elements, observations and monitoring of
ground improvement, compaction testing of backfill material, and other earthwork activities.
12/5/07 \\Edmdata\projects\1068\001\FilcRm\R\Jacobsons Marine—rcpA.doc 4-1 LANDAu AsSOCIATES
51..0 'USE:OF THIS WEPORT
Landau Associates prepared,this report for -the,,-excAusiVp� use of Jacobsen's Ma -ine and. their
r
'design team'forispi�difid:��plicatibn.io,the design of the,proposed-Jac bseWs wii
0 ihe F6cilityin,Edm6nds,
Washingtom Vse,,bf th I is report bV others for f 6r another- prqje�ct is at the.user�s sole -risk..- Within �the
limitations of scope, schedule, and budgei,- our services have been'conducted In Accord5tice
with g'e,' herfilly
�ffcceptqd practices PfJhe g,eote.6hnical.erigineering,:profession- no other warrant I y, express or'im-- -1 " d
Ji _ i is
p q
made as to the-profesgional advice in-duded in th t
isrepor
The c.0tiblUsions dhd* red . 0 1 mm , e . nda:tions icontained in this report are based in, part" h
pp,.p,n t . e
subsurface data obtained from a.preivious ge16t
ecliftidal.study :cbr1dbdted'by Landau Associafes -for a
,different project (Landau Associates 45,95). There may bp �,sqme variation in subsurface soil and
groundw.a.tef cbri.d.itions at -the pojp0sitd, and the- hature, and eitent of the variaflonsma
W not become.
eviden't,until,construction. Accordingly, a conti.rigqpty.for 11-nariti.6ipatod d6n.d-itiohs,should be,included.:in
the consttuction'budget and schedule.
If variationsin subsurface conditions are ieticouriterdd didtirig' doh9tructionj Landau Associates
s �hbuid be notified forteViewtof the recommendations of this report, and revision if
there is* a substaiiiiallappe;of time between submission jof this irep6rt and the start of construction, or if
,conditions change -due to construction operations at, or ad
, jacent to, the project site,we recommend that we
-review this report 'to deterriiihe the applicability of the conclusions and recommendations cont ihed
R1
,herein.
Wd 6pprddidte:�ihd,.,opportunity,to provide geotechnic services on
al this prgjppt and look forWdrd
to assisting.you during the coristruct I ion phase of the project. If You have any questions or. comments
to' d" the'iffoftnatioh.contained in this�reportj q if we may'be,of further service pldasd call .
gar ing r
LANDAU ASSOCIATES, INC.
WAS
Dana L.Olcott, P.E.
Project Engineer
J:��.'Dennis _R. Steftler, -P.E.
Pdricipal
DLO/DRS/kes
-M&O %4W �i&8WqhFi1cR#a LANDAu AssociAtts
0
0
6.0 REFERENCES
Landau Associates. 1995. Geotechnical Design Services, Proposed Marine Support Buildings, Port of
Edmonds, Washington. Prepared for Port of Edmonds, Edmonds, Washington.
Booth, D.B., Cox, B.F., Troost, K.G., and Shimel, S.A. 2004. DRAFT, Composite Geologic Map of the
Sno-King Area, Central, Puget Lowland, Washington. Published by the Seattle -Area Geologic Mapping
Project (SGMP), University of Washington and the United States Geological Survey (USGS).
IBC. 2003. International Building Code. International Code Council, Inc.
Johnson, J.W. 2007. Personal communication (E-mail message to Mr. Dana L. Olcott, Landau
Associates, Edmonds, Washington). Mr. James W. Johnson, Project Engineer, GEOPIER Foundation
Company Northwest. Re: Geopier Soil Reinforcement, Jacobsen Marine Services — Edmonds.
November 8.
WSDOT. 2006. Standard Speci(ications for Road, Bridge and Municipal Construction. Washington
State Department of Transportation.
12/5/07 \\Edmdala\projects\1068\00]\FileRm\R\Jacubsolis Mainc_repkdoc 6-1 LANDAu AsSOCIATES
Proiect Location
Deer
0 0.5
Miles
Data Source: ESRI 2006
Jacobsen's Marine Facility
LANDAU Edmonds, Washington
ASSOCIATES
226th
235th
21
Vicinity Map
L.!- f [— —2 Ith
48th
—2
912nd
9"
.3ry
19 1h
:7�
194 940
1 61
524
P
P� ; 1 Bt
22
thl I
-231st
232nd
F33rd
Madrona
Figure
1
M
RLANDAU
AsSOCIATES
Legend
B-1 (9 Boring Location and Designation
EN"'A"ED -NIUMENT
(Landau
Associates 1995)
N 2,� 4 " I
E 1:'�INO-'-7
Q
'/'w
Fm #5
X
Fmj.
SURF.ArE W)HUMEW
. `�` "C'Nil"E"T
� U
04
9904 .58
N 2 1
RIM 13.24 E 1255, Z,5 40
-
!'� B37 13
EL 14.36
PIM . 11,97
ELEV - 13
,U P
8" NE & 5W. C WE
NE SAq, C ENTER
C �ANNEL IE - 4.4
1E = 6.1
SWI-I TO SS H
-- -
—10-4
— - — - — - — - — -
ADMIRAL WAY N4 33' E 4 9
RIM 12.1.
Proposed Ashpalt Pa�ement
CC'i �,C. IE !-.5
-L ROUTC
'3 HR PARMrW,
PE iRT
L-Li
p D11 T
A
�WAI' APRON
Ll r
rifa
I
— —
EO
CI-WN L114K
. 1-11
I
--G-' 'T
G
HIED-
t
C1W INK
EO
!J LINK
W2.
"
BROKE4
GRA�Tt. & 13RCKEN
FFSET INE
— 70C FK,,M E�LKHEAD UNE
C"NCRUE
ASPHALI
11,11
Al-iALT
I 1
ED 0,
I
/
-A'�`Et
CAWE
Proposed Building,
14R
B-6
c,
T I
LEA71 A1`A 14 1
LINE T FEN NE
B-5
7 1,11 EN T TO P1.0 k�
N 85C,9�,01` 4
17+ O.EASF
Ramp �PHIL%'
At,'PHALT CERAM
i-Is
GIZA, L OR— OR
PAI
O'r-
L'PEL
ECI 'I,. Rim 12�1-,
IE 100
PP
14
0
N 242'--5V18'V 200�66' S' C.IIAIA 7j, . ..... . E 0, HR
299.1ir S 42d 31 Ir 8 CHAIN I INK A, 31 4,r PFTA`1NII1c WALL
- — -- — - — - — --- - — - — - — — --
BURLINGTON NORTHERN SANTA FIE RAILROAD
Base map source: PUB Architectural Group P S. 2007
310 60 Jacobsen's Marine Facility Figure
Scale in -Feet !!� I Edmonds , Washington I Site and Exploration Plan 2
a
0
APPENDIX A
Previous Field Explorations
(Landau Associates 1995)
0 0
APPENDIX A
PREVIOUS FIELD EXPLORATIONS
Subsurface conditions were explored on August 30, 1995 by drilling six borings for a previous
project (three of which are on the current site) to obtain representative soil samples for visual logging and
laboratory testing. The borings were completed to depths of about 211/2 to 41 1/2feet (ft) below the existing
ground surface by Cascade Drilling, Inc. of Woodinville, Washington with a truck -mounted CME 75 drill rig
advancing a 4- 1/4-inch inside diameter (ID), hollow -stem auger. The approximate location of the three borings
on the current site (Borings B-4 through B-6) are shown on Figure 2 of this report. The exploration locations
were determined in the field by taping from existing site features. Ground surface elevations shown on the
exploratory boring logs were estimated from a survey base map provided by Reid Middleton, dated
September 1995, and reference the Mean -Lower -Low -Water (MLLW) vertical datum. The ground surface
elevations shown on Figure 2 of this report reference the NAVD88 vertical datum.
Field logging of subsurface soils and drilling conditions was carried out by a geotechnical engineer
from Landau Associates, who continuously observed the explorations and coordinated the field work.
Representative soil samples from the borings were obtained at 2-Y2-ft and 5-ft intervals to the bottom of the
boring. Samples were obtained with a 1 -%-inch ID, split -spoon sampler driven 18 inches (or a portion there
of) with a 140-pound, downhole hammer on a wireline with a manual release, dropped from a height of 30
inches. The number of blows for each 6 inches of penetration (or portion thereof) was recorded on the field
logs. The number of hammer blows to drive the I. -%-inch ID split -spoon sampler the last 12 inches (or
portion thereof) of the 18-inch drive is termed the standard penetration test (SPT) resistance and is shown on
the summary logs in this appendix. This resistance, or blow count, provides a qualitative measure of the
relative density of cohesionless soils and the consistency of a cohesive soil.
Upon completion of drilling, Borings B-4 and B-6 were backfilled to near the surface with bentonite
chips and then, capped with soil. A standpipe piezometer was installed in Boring B-5 for subsequent
groundwater level measurements. Details of the piezometers are shown on the summary logs in this
appendix.
All soil encountered was described using the Soil Classification System presented on Figure A- 1, in
general accordance with ASTM D 2488 Standard Recommended Practicefor Description of Soil (Visual -
Manual Procedures). Collected soil samples were placed in polyethylene bags, sealed, labeled, and
transmitted to our laboratory for evaluation and appropriate testing. The subsurface conditions are described
in boring logs on Figures A-5 through A-7. Information presented in the summary logs depicts subsurface
conditions only at the specified location and at the date designated on the log. Soil and water conditions at
other locations may differ and changes also may result with the passage of time.
12/5/07 \\Edmdata\projects\1068\001\FileRm\R\1995 Geotechnical Design—apa.doc
A-1
MAJOR.
WAS , I . ON , S
Soil ClassificAtion S-ttem
� . y
th . USICS
I �P"!C LETTEFt
SYMBOL AVMROL
-TYPICAL
GRAVEL AND
CLEAN
(jW
Will -
fi,,,qro1ed;grpv0: -gravel a mxture(s)
or no' 'fines
13134LLY' `S'd
'(More '50%
GRAVEL
(IjtlJk,q,r n, fines
GP
Poorly gro"Od" . gi ove*l:l 4raVdl/ I sod 'mixtti!ref-);:
7 - 6�6iC
t!
than
little or'nb fines,
of c6okseir oc'l*
retained' on
GRAVEL VATH FINES
Silty gr vit vel/sand/sih mixture(s)
9.rq
In E
.0 Is
z be C14
I ..
Nq.4 sie :
(Apoiec,iapblee
oirib6nt of' Ines
G 0
rovil;, _g�bvel/ mix4uri(s)
c;
SAND AND
CLEAN SAND
"SW
We d grovelly idnd;� littlio' �no,.fines
in
SANDY SOIL
(Little IF no fines)
90
Poorly grodid'sd6d; gravely,sbifd; little or 66,fines'
C, 0 F!
(More than 56%
of coarse fraction
tmb ,MT:,H FINES
SM
Silty sand; -�,Sand/s�
ilt-mixture(s)
passed thrc4 h
9
r"
Wp'eciabli amotIn't
No.4 e
si've)
. 1, .-
of fines
I I )
'Sc
aoyey sand an a
f -s d/d'y mixturo(s)
ML .
Inorganic silt and. very fine s6nd: rack flour; silty or
clayey fine sand or yey I
cla silt w th'slight plastj y
SILT AND'CLAY
CL
.-cl
Inorganic clak.of low,to medium plasticity; gibv�ljy
(LIq'uid Limit less' 6an 5b)
cloy, sandy clay. silty clay, lean clay
OL
Pr anic s t;, or ohic silty cay,of low,plasticity
Ln�z
a: r
MH
Inorganic silt; inicaddbus. or d omaceous fine sand
C3
1 2,
or. bilt�'pqil
WS
;SILT AND CLAY
CH
Inorganic �cldy 'high'016sticity, lot clay
(pquid Lim,it'greq1ter than 50)
OH
Ci4onie day of medium high pras�ticllty, organic 5jltL
HIGHLY ORGANIC SOIL,
PT
Peat;: humus; 11w*amp' �qli� w..it,h high organic �conl'ent
OTHER
AC
Pavement; 'A�'O'h'olit'c� Concrete
Notes: 1. Ukt letter�..s�mbals correspond to the 'i b6ls- used by khe'L nified Soil -Clossirication.Syslem and A§�W dossincatiop methods. Dual -letter
'Multi, le L
symbbls'(e.g.. SMrSP) or a sand or gravel indicate q -sail with ah estim led &-15% fines.
letter
'cjoi. symbols (dj.,ML/L
p CL Irid* I'
xG e
borderline or rriiiltiol
2. . SO clos,sifications are based an 1 the general approach presented 'in the -Standard PMctidd fai Descii�.noh and ideritification of Soils
i.1liqual.-Manual Arocedure). as.o7utlin , ed 'in AtTM D2486.4ei&'Id6ordtory'Ifid6x testing has tie6iI conducted, s - oii �cl . assi L ff , co ' lions. are . ba I sed
'an'the Standard Test Method Im Classifidindri of
Safts fai Enginqer�jg Purposes. as outlined in ASTM 02487.
3. Soil description terminolq§�'is based an visual 6 . limates (Injile,13tisence.of laboratory 'te �-I data) of the percentoges W each soil type and Is
-defined a's follows: Primary ban'slituent: >50% 'GRAVEL.' ?SAND" 'SILT !CLAY* etc.
Secondary Constituents: >30% and -0,50% 'very g'rov'ell d etc.
y. very son y. yery slily.
>1 5% and 00% %4iilly, *sandy., %1ty." . etc.
Additional Constituents: >5k 9rd.S' 15% - "with gravel "with sand
I,. I I 1. 11 .. with slit,*,etc.
race orbvel,! "trace, sond,� "trace,sht"! etc.; or hot noted.
y
-SAMPLE NUMBER..& INTERVAL
Recovery Depth Interval
Sample
Identification 1i I Sample De
pth In Ilerval
,Numbe�
Portion of Sornple Retbi6ed
lai— ."i " �1, 1-1.
Archtyle, or, nalysi�
'TEST DATA
Code' D&sbripition
SAMPLER TYPE
.Code
Description
a
3.25-inch 0.0,i 2.42-Ino.,Lp, Split Spoon Sampler
b,
,
`2.00-indh. 01.D.;'I.,5,d-lnFh LD. %6t Spoon Sampler
c_
Shelby Tube
d'
Grob:Sample
e
S.60'-Ikh I.D. Core B&iil Sam lei
"T
I
300-lb Harnm&, 30-inch Drop
'
2
'146-111 Harri'mer', jO�-Inch.lj rop.
3
Pushed
350-lb.-Marnmer, 30-inch Drop
OTHER
��. �pprciimatc Water Elevation 'At Timdaf Drillirig'(ATD)
Am or On Dole Noted.
Soil Classification System and kipy
Figure A�l
04
sAmPLE DATA
SOIL PRbFIU
E
0
.0
E
prining Method: A -VA' HSA/SPT
Z >
LL
(n
>.
U�
.2 �j
jl� CL
U
IN
W
a
U
—
-
Grobndbevatibn (fth: 15.0.
E.S
CL
M
0 tn.
.
CO
—0
1- , 1,;,4" t r6shed'.�SURFACING
1.3W
2a
61
—
6"
3.1
....
Sp.
Grdy_grq%telly. jine,-lo. coarse S4ND
'On"o'isitl
(mediurn dense. Will
2
2b
14
it.
i9w
Bi.own. grAve4y. One lo—coarse SAND
(mediuM'dense. well Mill
SP
Gr6j. "m6dibm* SAND (miidium,dense. ATD
—10
3
2b,
i5
25.8
�w6 0 '(biiii , 6h d a , 0 1 6 s I its)
SP
Gre
�,urfre. to medium SAND with gravel
4
-2b
23
m6a, dense. wet] (glacial oulwash
dei3osits)
?0 5 liji-
.2b
�;io
.....
very' dense
6
-2b,
:50,
...
Grades with 'fine gravel
10 7
-2b
50
8
-2b
LO
5"
22.5
....
Crades fine 'to medluurn-sand
9 1,2b
Bottom of boring at depth, . 41.3 1 t;
Backbled with bantohitechi�.4 'with 'soil cap,
Boring ddmpleled 08/30/95
Total
Depth
z 41.3 It.'
I so
tu
CL Notes: t contacts are based an field interprelations and aid alipr"imale. Refer to Itie
��t lot an explanation of subsurface conditions.
4
0 2. 'R
_p!er 19, !Soil Clalssification System and Key' ligure for esliplahation of,gtipMcs and symbols.
Boririg B-4
Figure A-,5
R
Now
sAMPLE- -DATA
so 11. PROFILE
WELL DETAIL
CL
E
0
E
n
Drill'i Method: 44/4— HSA/SPT
z -a
0,
LL
C1.)
U)
P
CLE
11
Ln
lu
U)
, Geourid Ele�,atlah (fil: 15.4
E
0
X0
to
1-1 A crushed SURFAdiNt
vp ,;Concrete'
2b
12
5A
SP
B r a w n. `g ra"y' a I I y f1hib ti� coarse SAND. (medium
dense;' moist) (fill)
2
2b
Lo
41.4
6"
...
'Benlonlle 'Chips
SP
fine to medium 'SAND Jmedi6m7_7_
de Ise.
9-1-95 9-6-95
—10
3
wet) Wiidh de p6sit)
10-'3-95
......
Sw
G fine to coarse SAND wilhAine gravel
'oy
.. ....
d6n�. well) IG'iaciaf,outwash depositsi
'Sand pack
A ]W3
2b
31
.... . .. -2-inch Diame!p� Schedule-
-60, screen
10:02-in6h Skit)
—20
�b
St
...........
E
Boiln
.0 Completed 08/30/9&
Total D6�th_ - :.21'.5 fi.'
Well Cdrb�leted 08/30�05
.30
46
60
CL Not and are ipO 6iirn6le., Refer to the
qs: 1. St.ratigraphlP -,contacts are, based art field InlerprblationSL' r
tqxt for anexplanatiop�ql subsurfacd condilior�.
2. Refer to 'Soil �Classillc6lion Syjtern and ki�" figure for 6iplanati6n , 61 raphic
9 S and syrribals.
Boririg, B-5 Figure A-6
9.1
SAMPLE DATA
SOIL PROFILE
E
3z
.2
C
'E
>.
0
.0
E
Drilling Method:, d-i/4- HSA/SPT
:?:1
0,
Um
13
ch
U)
CL
CL
'n
a
V
4
Groun Elevation (11): .15.1,
E.S
�An
E
to
3:
.2
uf
0
W
th
W
M
2
5
_QZ�MGW,
-
!-�14" crushed SURFACING
I
2b
11
3.9
SIP
Browm grd4iily fine to coarse SAND Imedium
-
dense. Moist) Ifill)
2
2to
27
11.3
SP
'Gray. fine to, coarse SAND with gravel, ATC
—10
3
2b
32
wood fibers (dense. well (beach deposits)
SW
Grayj gravelly. fine 'to coarse SAND (very
4
2b
68
dense. well (glacial oulwash deposits)
�b
67
20.7
SIP
Gray. fine to medium SAND with' till and liace'
6
2b
71
20-3
'S'
fine gravei (very Aense, W'etl 1glaciai oulwash
30 7 2b 52
8 2b 65
40
jr 50
depositst
I SIP 1 -7
Gray. fine to medium SAND with silt (vety'dense.
well (glacial- ut-waSh deposits)
Ld�j
.Bat , lom of , boring at, depth 36.5 fl:
Biackfilled with benlon4e chips with sail cap
Boring Completed OV36/95
Total Depth . 36;5 It.
Notes: 1. Stfiligr4phic contacts are based an field interpretations and are ipproximalm Ralar to the
Iiixt for an a plan ion I s�bsurl 'ce on
41 - 0 . , _a. C. di,lions.
2. Reli:r to 'Sail Classification System and Kay- ligEira for 6xplination at graphics and symbols.
Bqtirt.g B-6
S
Figu.rfe A-7
0
9
APPENDIX B
Previous Laboratory Testing
- (Landau Associates 1995)
0 0
r"
APPENDIX B
PREVIOUS LABORATORY TESTING
Laboratory tests were conducted in our laboratory on representative samples for the purposes of
classification and determination of their physical properties. The work was performed in general accordance
with the American Society of Testing and Materials (ASTM) standard test procedures. The samples wiere
checked against the field log classifications, which were updated where appropriate in general accordance
with ASTM D 2487, Standard Test Methodfor Classification of Soilsfor Engineering Purposes.
NATURAL MOISTURE CONTENT
Natural moisture content determinations were performed on selected soil samples from Borings B-4
through B-6, in general accordance with ASTM D 2216. The results are shown at the respective samples
depths in the column labeled "Moisture Content" on the boring logs in Appendix A.
GRAIN SIZE ANALYSES
Sieve analyses were performed on selected samples in accordance with ASTM D 422 to determine the
grain size distribution of soil retained on the U.S. No. 200 sieve (particle sizes larger than 75 gm). The results
of the grain size analyses are included in this appendix on Figures B- I through B-3.
12/5/07 \\Edmdata\projects\1068\001\FileRm\R\1995 Geotechnical Design—apb.doc
B-1
__173005.1-0 '-port! of
-90
80
1b
-60
50'
U,
T,
40
,c
U
30
j
I
Is
20
10
0
1,000
Idmonds/hIcrine Support Building/Geotach, Report (A) 11/957
U.S. Standard Sieve 'Size
12 3' H/2* 3/4' l/2'-3je'l)44 810 16 20 30 40 50 i60 100 140 200'
100 10 1'.0 0 1
:Grah Size in Millimeters
0,01
Bouldtrs
Cobbles
I
I Grovel
-Sand
I Silt or -'Clay
"1 1.
I COL orse, I fihe
jCoars�ej, Mediurn
—
T Tine . I I
ISWIV 41b ON,
Ob"Iff, a] S
co
0 au VAN
.11CI4
JPPI
0 --- 0 B�-r
T
2-:5 — 4.70
SIQI�SW
-Grovell'y; Jin e-�Jo- �cocrse :SAND 'Witfil silt�
a
15� , 0 — 16.5.
'Sp
fine... Io cdorse
12
131-8 B-1.
7
30'0 — 31:5
�Sp
Tine Ab-.�dborse SAND:4ith §ioYel,
20
F *--x- 1: E5
1
2.5 — 4.0
SP
Grdielly, rine to coorse r SAND'
Graclotiod Curve
Figu!-e
173005.10 Pot( of Edmonds
100
go
80
-ov 70
P '50-
c
40
c
U
30 i
CL
20
10
0
1600
t (A) I I
U.S. Standard Sieve Size
100 10 1.0 0.1 0.01 0.001
Gwin Size in Millimeters
I�Boulders
Cobbles
I
I Grovel :::�
Sand
I Silt or Clay
I - I
I Coorse 1. Fine
ICoarsel medium T- Fine
S N I
� Scs.
.W
ON
Rim,
.N "m
WVM Uk'r-
VON, VIVI I
so -if,
ia. a S
' I 111
I t
i 10M, Om",
M T.�
IN " W, � r,
0 --- 0
B-3
5
210.0 — 21-.5
GP
Fine to coorse sandy CRAVEL
8
B-4,
3
MO — 11;5
SP
Fine to Medium SAND
26
U—�
B-4
8
35.0 — 35.2
SP—SM
Fin e to medium SAND with silt.
23
Gradatiori- Curv6 fig'ure;. B"2,
a
17-3605A Pdrt of-E
so-
80
c-
6o
ba
c
40
c
CL),
U A
30
:20
'10
0
1000
Building/Geolech. Ripart
3' 1-1/2' 3/4' 1/2".
U.S. SItionclard Sieve Size ',
t 0 10 16 20 30 40 50 60 100 140 200
1 cio 10. i.0 0_1 .0.01
(rdin Size in* Millimeters
Ibdulders
Ubbles
I
I Gravel
Sand
Silt or Cloy
.1
I Coarse, I fine:
ICbarsel Medium. 1: Fine __�
.... .. .......
. . . . . . . . . . . .
h th - -
e 'd
, Z�c,,T
pip mpep,,,,�,-
17
4, , ,
8-6
6
25.ff �:_,26.5,,:
Sm
�Sil Vy; Fine L6, medhirn SANDLL
21,
&
8_6
.35.0� — Z6.�5
Sm—sp
Rhie t'O'LmediUr6.:SANUL Vjith.'SiltL
Grodat*ionL Curve
Fi
,gure,
6 1 0
STREET FILE
February 26, 2014
PKJB Architectural Group
119 South Main Street, Suite 410
Seattle, Washington 98104
Attn: Mr. Shawn Rafferty
RL=S(JJ3
FEB 28 2014
1J U§1.0 I N
ry Q 0
01: Ep
L
N W
1).SN7
RE: GEOTECHNICAL RESPONSES TO CITY OF EDMONDS' REVIEW COMMENTS
JACOBSEN'S MARINE FACILITY
345 ADMIRAL WAY
EDMONDS, WASHINGTON
Dear Mr. Rafferty:
As requested, Landau Associates reviewed and prepared responses to the review comments that
the Planning and Building Divisions within the City of Edmonds (City) provided to you for the above
referenced project in letters dated January 31, 2014 and February 7, 2014, respectively. The purpose of
this letter, which supplements the December 5, 2007 geotechnical report that we prepared for this project,
is to address the geotechnical comments presented in the two above referenced letters from the City.
Presented below are our responses to the City's geotechnical related comments. All of the
conclusions and recommendations contained in our December 5, 2007 geotechnical report.are still valid,
except as noted below.
1) Planning Division Comment 6a: The report states that the proposed building has
maximum dimensions of 152feet by 103feet, and the buildingfootprint is in a different
location as shown in Figure 2 of the report than what is currently proposed. Since the
current scope of work- is different than what Landau Associates initial1j) reviewed, please
provide them with the project plans and ask thein to write an addendum to their initial
report confirming the actual scope of work, stating that thej, have reviewed the project
plans, and confirming whether the information stated in their December 5, 2007 report is
still valid or if there are anj, changes in their conchisions andlor recommendations.
Landau Associates acknowledges that the scope of the project has changed since our
December 5, 2007 geotechnical report was issued. We also acknowledge that we have reviewed
the current plans and understand the current scope of the project. In addition, we confirmed that
the geotechnical conclusions and recommendations presented in our December 5, 2007 report are
still valid, except as noted in this letter.
2) Planning Division Comment 6b: Due to the site's location within a mapped Seismic Hazard
Area, the geotechnical report must address the applicable critical areas requirements of ECDC
Chapters 23.40 and 23.80. In particular, the report must meet the report requirements of ECDC
23.80.050.H and must specifically address the project's compliance with the development
standards of ECDC 23.80.060. Please have Landau Associates address the applicable critical
areas code requirements in their addendum to their December 5, 2007 report.
ENVIRONMENTAL I GEOTECHNICAL I NATURAL RESOURCES
130 2nd Avenue South - Edmonds, WA 98020 - (425) 778-0907 - fox (425) 778-6409 - www.landciuinc.com
SEATTLE - SPOKANE - TACOMA - PORTLAND
Landau Associates acknowledges that the entire project site and the area within 200 ft of the
project site are located within a geologically hazardous area as defined in ECDC Chapter 23.80
due to seismic hazards. The seismic hazards at the project site and surrounding area include risk
of damage as a result of earthquake -induced shaking, settlement, and soil liquefaction. No known
or mapped active faults that have the potential to be affected by the proposed project are located
within 200 ft of the project site.
A description of the surface and subsurface geology, hydrology, and soils at the project site is
included in our December 5, 2007 geotechnical report. Our report also contains a detailed
overview of our field investigation, references, data and conclusions from past assessments of the
site, and site -specific measurements and tests that support our identification of the seismic
hazards at the project site. Our report also provides a description of the vulnerability of the site
and proposed building associated with the identified seismic hazards.
The current plan to mitigate the long-term impacts of the seismic hazards is to remove a portion
of the existing fill from beneath the proposed building footprint and backfill with compacted
structural fill. This approach would remove a portion of the soil that could produce settlement
and create a dense soil layer that could help bridge over localized areas of settlement resulting
from the poor soils that will be left in place. However, with this approach there is still the
potential for building settlement due to organic materials or debris that could be present in deeper
portions of the fill and this approach would not improve the liquefaction susceptibility of the
lower portion of the fill and underlying beach deposits. To address this issue, the foundations and
slab of the proposed building will be structurally tied together. This approach will allow the
structure to better accommodate settlement and prevent complete collapse of the structure and
allow the building occupants to safely exit the building following a design earthquake. Because
this mitigation approach would not require regular maintenance or other actions to maintain its
function, this approach would provide long-term hazard reduction.
In accordance with the development standards in Section 23.80.060 of the ECDC, it is Landau
Associates' opinion that the proposed project will not increase the threat of the seismic hazard to
adjacent properties beyond predevelopment conditions. It is also our opinion that the proposed
project will not adversely impact other critical areas. Finally, it is our opinion that by structurally
tying the foundations and slab of the proposed building together, the seismic hazard will be
mitigated, and provided the proposed building is designed to safely undergo differential
settlement and allow its occupants to exit the building following a design earthquake, the building
would be considered to be safe.
Our December 5, 2007 geotechnical report points out to the owner and design team the risk that
the building could potentially experience damaging differential settlement if the selected plan
(partially over excavation and replacement with compacted structural fill) to mitigate the impacts
of the seismic hazards is implemented.
3) Building Division Comment 1: Geotechnical Engineering Report — Landau Associates — 1. 1
Project Description — Provide an addendum to, or update the report, verifying that the proposed
project plans and specifications are consistent with those in the report.
As noted above, Landau Associates acknowledges that the scope of the project has changed since
our December 5, 2007 geotechnical report was issued. We also acknowledge that we have
reviewed the current plans and understand the current scope of the project. In addition, we
confirmed that the geotechnical conclusions and recommendations presented in our December 5,
2007 report are still valid, except as noted in this letter.
2126114 PA106ffi001%Fi1eRm\RNResponse Letter.doc LANDAu AssocIATES
2
4) Building Division Comment 2: Geotechnical Engineering Report — Landau Associates — 3.2
Seismic Design Criteria and Liquefaction Potential — Provide an addendum to, or update the
report, to reflect the current code and its requirements.
Section 3.2 of our December 5, 2007 geotechnical report is replaced in its entirety with the
following text, which reflects the current code and its requirements:
The Pacific Northwest is seismically active and the project site could be subject to ground
shaking from a moderate to major earthquake. We understand that seismic design of the
proposed Jacobsen's Marine facility will be in accordance with the 2012 International Building
Code and ASCE 7-10.
Based on Landau Associates site investigation for another project at the site (Landau
Associates 1995), the near -surface soil at the site is potentially liquefiable. Liquefaction is
defined as a significant rise in pore water pressure within a saturated soil mass caused by
earthquake -induced cyclic shaking. The shear strength of liquefiable soil is reduced during large
and/or long -duration earthquakes as the soil consistency approaches that of a semi -solid slurry,
which can result in reduction of foundation support and ground settlement. Deposits of loose,
granular soil below the water table are most susceptible to liquefaction.
Our assessment of liquefaction potential at this site considered the results of the borings
conducted on this site, as well as the results of other borings within the Port of Edmonds area that
have encountered the fill and beach deposits. The available groundwater information indicates
that the base of the fill and the underlying beach deposits are below the groundwater table. The
results of the borings indicate that the soil at the base of the fill and the beach deposits varies
from loose to medium dense. Our liquefaction analyses indicate that looser portions of the fill
and beach deposits below the groundwater table could potentially be subject to liquefaction
during the design earthquake; other portions may be dense enough to resist liquefaction at the
design earthquake level of ground shaking. In our opinion, a sufficient thickness of soil is present
above the water table so as to preclude the potential for shallow foundation failure due to
liquefaction. However, this situation could lead to localized zones of liquefaction during the
design earthquake, which could result in differential ground settlement.
According to ASCE 7-10, the potentially liquefiable soil profile that underlies the
location of the proposed Jacobsen's Marine facility results in a seismic classification of Site Class
F. According to Section 20.3.1 of ASCE 7-10, a dynamic site response analysis is required for
Site Class F and buildings with periods of vibration greater than 0.5 seconds. According to
information provided by the project structural engineer, the period of vibration of the proposed
building is between 0.3 and 0.4 seconds (John Smith 2013). If the structure has a period of
2/26114 P:\1068\001\FileRm\R\ResponseLetter.doc LANDAu AsSOCIATES
3
vibration less than or equal to 0.5 seconds, ASCE 7-10 allows the site coefficients to be taken
equal to the values of the site class determined without regard to liquefaction. Neglecting
liquefaction, the site would classify as Site Class C (very dense soil profile).
Assuming the proposed structure has a period of vibration of less than or equal to 0.5
seconds, the following spectral accelerations for a 2 percent probability of exceedance can be
used for the purpose of seismic design (USGS website 2013):
Spectral Acceleration for short periods (Ss): 126.8 percent of gravity (1.268g)
Spectral Acceleration for a I -second period (S 1): 49.7 percent of gravity (0.497g)
The above values can be modified for Site Class C using 1.0 for site coefficient Fa, and
1.303 for site coefficient F,. The design spectral response acceleration parameters can be taken
as two-thirds of the maximum considered earthquake spectral response acceleration presented
above. Using the above site class and design adjustments, the following design spectral
acceleration parameters can be used:
SDS = 0.845
SDI = 0.432
5) Building Division Comment 3: Geotechnical Engineering Report — Landau Associates — 4.0
Review of Documents and Construction Observations — Provide an addendum to, or update the
report, verifying that the proposed project plans and specifications are consistent with the
recommendations in the report.
As noted above, Landau Associates acknowledges that the scope of the project has changed since
our December 5, 2007 geotechnical report was issued. We also acknowledge that we have
reviewed the current plans and understand the current scope of the project. In addition, we
confirmed that the project plans and specifications are consistent with those in our geotechnical
report, except as noted in this letter.
6) Building Division Comment 4: Geotechnical Engineering Report — Landau Associates — Provide
an addendum to, or update the report, to meet all of the report requirements of ECDC 23.80.050
B, C, and H, and ECDC 23.80.060.
See above for response to Planning Division Comment 6b.
7) Building Division Comment 27: Foundation Plan — Clarify the means to be used to
supporticonstruct the foundation and its compliance with applicable codes and regulations.
Section 1613 of the International Building Code (1BQ and the American Society of Civil
Engineers (ASCE) 7 section 12.1.5 — Foundation Design - requires that the "...dynamic
properties of the soil shall be included in the determination of the foundation design criteria. "
ECDC 23.80.060 requires that the project be certified as safe as designed and under anticipated
conditions by the geotechnical engineer. However, the 'Geotechnical Engineering Report —
Landau Associates — 3.3 Foundation Support Alternatives' specifically states that the proposal to
2/26/14 PA1068\001\F11eRm\R\Response Letter.doc LANDAu AsSOCIATES
4
partially overexcaieite,and, backfill Wih st,-�Izietin..;'al W4 ".., doe.� not add�eis the potential.for,sod
.I ' t is our opmion'that the approach to partially overexcayate and backfill the upper soils at the
p f6ject site does dot address the,Potential for s'oil'liquefaction.. However, it. is'our understand I ing
that the� foundations and slab of the proposed buildin'6 Will be sttij tur lly tied together in a
. t : , r � . .0 -c ra
marintr that, prevents complete, collapse of the structure and allows the building occupants to
safely exitthe building following a design earthquake. If the building is designed and constructed
in this manner, the building would be considered to 4e safe under the anticipated conditions -
however, it should berecoghi�ed that the building could 'experience'irreparable damage chirin
design,,earthquake.
If you have any questions regarding, the content, of this letter, or additional information is
a
required,p lease contact us!
LANDAU AssoCIATES; INC.
Steven R. Wright,'P.E.
Principal
SZW/DRS/rgrn
REFERENCE
7,120/4
8mith, John. 2013. Email message from John Smith, CO'llons + Smith . S . tructUral I Engineers, to Dennis
St.ettldr�l-�ati.d.aLi'Assopi.Eites, Qctobd3l.
W614 P,klO68�-001,�,Fi]eR.mlf;�Res.ponsq�etter.dqc
LANDAu AssocIATES
'5
City of Edmonds
Critical Area Notice of Decision
Applicant:
Property Owner:
For-* alq- Edn.12121A
Critical Area File #:
Permit Number:
CAA%99q0I(,2�
Site Location:
Parcel Number:
IY5Adr-or-4 Wxu
Project Description:
X
F� Conditional Waiver. No critical area report is required for the project described above.
1. There will be no alterati6h of a Critical Area or its required buffer.
2. The proposal is an allowed activity pursuant to ECDC 23.40.220, 23.50.220, and/or
23.80.040.
3. The proposal is exempt pursuant to ECDC 23.40.230.
F-I Erosion Hazard. Project is within erosion hazard area. Applicant must prepare an erosion and
sediment control plan in compliance with ECDC 18.30.
Critical Area Report Required. The proposed project is within a critical area and/or a critical area
buffer and a critical area report is required. A critical area report has been submitted and evaluated
for compliance with the following criteria pursuant to ECDC 23.40.160:
I . The proposal minimizes the impact on critical areas in accordance with ECDC 23.40.120,
Mitigation sequencing;
2. The proposal does not pose an.unreasonable threat to the public health, safety, or welfare
on or off the development proposal site;
3. 1//. The proposal is consistent withthe general purposes o f this title and the public interest;
4. ZAny alterations permitted to the critical area are mitigated in accordance with ECDC
23.40.110, Mitigation requirements.
5. The proposal protects the critical area functions and values consistent with the best
available science and results in no net loss of critical functions and values; and
6. The proposal is consistent with other applicable regulations and standards.
E] Unfavorable' Critical Area Decision. The proposed project is not exempt or does not adequately
mitigate its impacts on critical areas and/or does not comply with the criteria in ECDC 23.40.160 and
the provisions of the City of Edmonds critical area regulations. See attached findings of
noncompliance.
Favorable Critical Area Decision. The proposed project as described above and as shown on the
attached site plan meets or is exempt from the criteria in ECDC 23.40.160, Review Criteria, and
complies with the apphcable provisions of the City of Edmonds critical area regulations. Any
,,subsequent changes to the proposal shall void -this decision pending re -review of the proposal.
Conditions. Critical Area specific condition(s) have been applied to the permit number referenced
above. See referenced. permit number for specific- condition(s).
YA 011 q
Reviewer igaoiiire:�� i�a_te
Appeals: Any decision to approve, condition, or deny a development proposal or other activity based on the
requirements of critical area regulations may be appealed according to, and as part of, the appeal procedure, if any,
for the permit or approval involved.
JrBee, me,,-,0- Revised 1211612010
ADMIRAL WAY
6'-O-H. FENCE W/ WOOD 6'-O'H. FENCE W1 WOOD 6'-O'H. FENCE W/ WOOD W-CH. FENCE W/ WOOD
POSTS AT ENDS PER DETAIL POSTS AT ENDS PER DETAIL POSTS IT ENDS PER DETAIL POSTS AT ENDS PER DETAIL
9/A5.O 9/A1O EASTING CATCH BASIN RIM 0 9/AS 0
100 FT (USED FOR HEIGHT 91
CALCULATION)
G�TE A�D SWING ARC
300.14' S 42d 33' 18"
IL III k- 0
. L, 1z
it. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ..
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
6
A 9175] 111
-- --- -- 1 -L . . . I . I I . +100
. . . . . . . . . . . . . . . . . . . . . . . . o
- - - - - - - - - - - - - - - - - - - - - - - ------
A. . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
J:zt;
SWING GATE J
4
r w- 'z
'a
GATE AND SWNG ARC
dFIGHT CALCS u 2
........ . ............ . 3 a ' 2
A- .99.75*
x =5
a- +IOU'
(2) ACCESSIBLE PARIONG
C- +99.8,
D- +99.8' MOUNTED ON IXTERIOR WALL
SEE DE7AJL Ij/
36-o' 191-01 4 AMC GRADE- Xp
[34 A TUAL HGT= 125.50'
--- - - ------- ----- - '�v o* MAY ALLOWABLE HGT= ;29.80 21.
. . . . . . . . . ..
. . . . . . . . . . .
OSCAPE ISLANf):::* -------------
W SF :_
42d
41-
19 75J
cl
-E 5,-b* 19*�
I �InSCAPJNG (FARM' LOIj :J q
, b
REO'D: 26 STAIiS 0 11.5 �F/STAU� 455 SF
P 1 544 SF
ROVII FD�. -4i i 0
'LQ.aSC8K ISCAN�D I
.3
40`1-0'
0
44,
m
Q
CONI P SEE
STRUCETE P
STRUCTURAL�V AWINGS TURALADZ� ;;o?-7—'
CON.
0—
LUD ATE, ISLAID:
S'F
............ PER 1-1)
r �: *1 . ) I I I . . 41.
�4' E)aSI`NG EA
ST
FENCE R AIN
4 TO EM
11/4" PER 1'-0' 3
FENCE TO REMAIN
4
"Do] JJJ ---------------- z
FYI
BUILDING LOCATION: L
SE CORNER OF BUILDING FOUNDATION FACE
SET BUI G 2'-0' OFF LOCATED 60'-0' WEST OF PROPERTY CORNER AND
TY UNE. SOUTH SIDE 2'-0' NORTH OF SOUTH PROPERTY UNE- D+99.8]
PROPERLDI
ct
c/)
3
:LAADSC m
rF J"
SCiff
— -- — -- hL
EMITINI SOUTH STEM WAL_/ 299.86' S 42d 33' 18' W- 92' W_- ------------- < I z
AND FENCE TO REMAIN SET DUMP TER 1'-0' FROM In
P S 'IT 0
ROPERTY LINE, EA. WE co
.01
SITE PLAN
sa 1) SCALE: 3/32'=I'-O' APPR
BURLINGTON NORTHERN SANTA FE RAILROAD ME 'P
NORTH A� W! NG;NEERING FIR. FIT
ESU
PARKING SPACS
tugc 4 SCE: cl� Is APR 07 2014
PARKING SPACES PROPMM --aL— r-
14'-0' BARRIER rREF PARKING SPACES: TOP OF WALL
4.4.1 H.S.S. STEEL POST
MT- PNL TO MATCH BLDG OVER C-w 2' x 2" x 3/8' GALV. STEEL "D
STEEL ANGLE FRAME, GRIND HORIZONTAL T PURLINS, I CA.
ANGLE FRAME ALL AROUND,
SfEEL PLATE W/ WELD JONT SMOOTH. TOP a BOTTOM OF PANEL SEE METAL — IET PANT TO MATCH METAL PANEL
3/r EDGE & CORNER TRIM CONN 2' x 2" x 3/8" GALV STE. ANGLE FRAME ALL AROUND.
WALL PER ELE HOLES FOR CANE BOLTS 3/8" 2' STEEL SPFFENER BAR. NOTE f PAINT TO METAL P IL
ENBED IN GONG. SLAB k4T�
VERIFY NUMBER AND SIZE OF 4 1 C� BAR STIFFENER WELDED TO STE. MI PANEL PER BLDG MNFR
- ANGLE FRAME Oth,
GUM
OF
j3/.- T-
!NER
R 41AR
PSTERS W/ OWNER I" THICI IONC. SILAII 111110
TO ASPHALT GOING. PAVIK TL PANEL PER RNFR
- ---------------------
MATCH ELEV. To- C?ft T'icfr
SCR
WELD 1/2- DIA. BAR ON ANGLE
BTWN.. IDES, COLLAR IS TO
PREVENT CANE BOLT FROM FOR CANE BOLT REST
BEING REMOVED
GAP
CORNER R
RIM 3/8' 2' STEEL STIFFENER BAR 4/07/2014
MR. SIDIMD M14PFER
?
1'3N WELDED TO ANGLE FRAME
UNS
-Z' PUR
AS NOTED
GONG, SLAB
nit t 4' x 8' x 3/4' EMBEDDED 13055
STEEL PLATE W1 HOLES FOR
—AC PAVING CANE BOLTS
.4 K&S. STEEL PLATE W/ HOLES FOR CANE I
"I PA\M USEOEILSTRUCT. DWGS FOR \_____ZTS EMBED IN CONIC SLAB 4M�M.TMM PER CANE BOLTS AT LOWER FRAME. SECURE ---- --
DO MIN. TO 1/4- PLATE TO ANGLE FRAME
REINF. & FrG DET. OF CONC. FLOOR SLAB & AC MR. BLDG MNFR CONr SLAB SI-CiPED TO FRONT
2 HEAVY DUTY RNGES, 1 1/2- PAIR PER
'i/C PAVING, DR. WELD TO STEEL ANGLES SD-2
TRASH NCLOSURE ENCLOSURE GATES ENCLOSURE ELEVATION GATE DETAIL
A I
0
of EDAf
Date:
To:
From:
Subject:
MEMORANDUM
April 10, 2014
File Nos. CRA19940162 and BLD20131338
Jeri Machuga, Associate Planner
Jacobsen's Marine Weiland Enhancement
Jacobsen's Marine is proposing to construct a new 10,12.0 square foot boat sales and repair shop to
be located at 345 Admiral Way under building permit application BLD20131338. The subject site is
a 36,000 square foot portion of a larger parcel owned.by the Port of Edmonds. The critical areas.
determination (File No. CRA19940162) applicableto the subject parcel was revised on December
16, 2013 to reflect the fact that the subject parcel contains A Seismic Hazard Area, is within the
p
minimum required buffer from the Edmonds Marsh, and is possibly within the minimum required
buffer and/or critical area building setback from Willow Creek.
Regarding the Seismic Hazard Area, a geotechnical report and addendum prepared by Landau
Associates dated December 5, 2007 and February 26, 2014 respectively were submitted to address
the applicable requirements of ECDC Chapters 23.40 and 23.80.
Although the southern portion of the -subject parcel is potentially located within the minimum
required 100-foot buffer and/or 15 -foot critical area building setback. from Willow Creek, the portion
of the subject parcel that contains the Jacobsen's Marine project site is located well over 115 feet
away from Willow Creek. Therefore, the Jacobsen's Marine proposal is not subject to the critical
areas. code requirements related to streams.
Regarding the buffer from Edmonds Marsh, the City of Edmonds passed Interim Ordinance 3935 on
August 6, 2013 which allowed development within previously developed footprints (defined as
impervious surface area) within critical area buffers in exchange for enhancement that improves the
critical function and value of the critical area and/or its buffer.
The site is currently a combination of gravel and pavement, and thus, the site is currently covered by
impervious surface. The applicant submitted a cover letter dated April 9, 2014 and wetland
enhancement plan dated April 10, 2014 prepared by Keeley O'Connell of EarthCorps (see attached),
which proposed enhancement of two areas (one 1,700 square foot area and one 4,500 square foot
area, for a total of 6,200 square feet) along the Edmonds Marsh near the east entrance of the
boardwalk. The 1,700 square foot, portion of this enhancement plan is part of a previously identified
enhancement plan that EarthCorps had prepared for the City of Edmonds Parks and Recreation
Department and that the City was planning on implementing in 2014 (see portion of attachment titled
"Planting Strategy for Zone.2 Rehabilitation at Edmonds Marsh"). "Zone 2" as identified in the
"Planting Strategy for * Zone 2 Rehabilitation at Edmonds Marsh" dated November 19, 2011 is the
same area as -"Section A" of the current proposal. The work identified under the "Zone 2" planting
strategy had not yet been conducted, and upon consultation with the Parks and Recreation
Department, it was found to be their desire to expand the scope of work that would be completed
under the City's contract with EarthCorps in order to complete the entire scope of work identified in
the April 10, 2014 enhancement plan by EarthCorps (attached). Consistent with ECDC
23.50.050.H.3, it was determined that Jacobsen's Marine could.contribute funds to the City's -
enhancement project in lieu of completing the enhancement plan themselves.
EarthCorps provided an estimate of $12,516.95 for the completion. of the work identified in the
enhancement plan (see budget in attached enhancement plan). As part of the required wetland buffer
enhancement associated with a recent project at the nei 'ghboring American Brewery site
(BLD20130930), American Brewery contributed $1,500 towards the City's previously identified
enhancement plan (the "Planting Strategy for Zone 2 Rehabilitation at Edmonds Marsh" dated
November 19, 2011). By expanding the scope of work, the revised enhancement plan prepared by
EarthCorps (see attached) will address the critical areas requirements for both the American Brewery
project and the Jacobsen's. Marine project. Therefore, Jacobsen's Marine's fair share of the
enhancement plan is determined to' be $11,016.95.
To provide enhancement consistent with ECDC 23.4,0.220.C.3.e and ECDC 23.50.050.H.3,
Jacobsen's Marine will provide the City of Edmonds funds in the amount of $11,016.95 to be used
for the enhancement project detailed in the attached enhancement plan.
Attached: EarthCorps cover letter.dated 4/9/14, wetland buffer enhancement plan dated 4/10/14, and
Zone 2 planting strategy dated I I / 19/11
April 9, 2014
Bob McChesney APPROAD BY PLAN14ING
Port of Edmonds
336 Admiral Way
Edmonds, WA 98020
RE: 345 Admiral Way- Critical Area Enhancement Plan
City, of Edmonds, WA
Dear Mr McChesney, -
not
EarthCorps has prepared this Critical Area Enhancement plan as required by the City of Edmonds
to mitigate for the portion of Jacobsen's Marine propsed construction located at 345 Admiral Way
that occurs within the 200'wetland buffer of Edmonds Marsh.
The proposed project is construction of a premanufactured metal building for boat sales and repair.
According to the document provided by the Jacobsen's Marine and PKJB, 10,275 sq ft of the proposed
structure is within the 200'wetland buffer(Attachment A).
The development occurs within an existing developed paved area west of the BNSF railroad tracks.
However, 10,275 sq ft of the development is within the 200'wetland buffer around Edmonds Marsh. City
Ordinance No. 3935 allows for development within this buffer with a requirement for enhancement of the
critical area. In accordance with Cit� of Edmonds Critical Areas Ordinance code Allowed Activities section
in ECDC 23.40.220.C.3, it is our professional opinion that Jacob�sen's Marine building permit meets the
City's CAD requirements as follows:
a. Does not increase the footprint 6f development beyond the legally established footprint,
The entirety of the Jacobsen's Marine proposed development is within the current developed
footprint, and therefore does not exceed the current developed footprint.
b. Does not increase the impact to the critical area and/or buffer; or
The location and nature of the development proposed by Jacobsen's Marine does not impact
Edmonds Marsh and critical areas associated with the marsh, including marsh buffers.
c.. Does not increase the total impervious surface area of the site;
Jacobsen's Marine proposed development is located on a legally established impervious surface
and does not increase the total impervious surface area of the site.
LOCAL RESTORATION I GLOBAL LEADERSHIP
6310 NE 74th Street, Suite 201E Seattle, WA 98115 pliotie 206.322.9296 fax 206.322.9312 iviviaeartlicorps.org
d. Does not increase risk to life or property as a result of the development proposal; and
The proposed Jacobsen's Marine development does not increase risk to life or property as a result
of the development.
e. Includes me�sures to enhance the critical area and/or buffer in a way that improves its
function and value.
Based on EarthCorps above determination, a scope of work follows using Best Management Practices that
meet the requirement to enhance the Edmonds Marsh buffer. The proposed enhancement will improve
marsh function and value by maintaining existing trees and canopy, removinginvasive vegetation in the
buffer area, and revegetating with native trees and shrubs. This plan includes minimmal maintenance in
the first year following the enhancment installation and three years of monitoring. The plan does not
include any long-term stewardship actions.
The recommended enhancement will incorporate 6,200 sq ft of Edmonds Marsh buffer area.
Although 10,275 sq ft of the proposed building is within the 200'critical areas buffer, we do not
recommend buffer enhancements over the same square footage. Restoration in urban environs such
as this have a higher than average likelihood of failure if not properly scoped, planned and executed.
Past efforts to enhance this section of Edmonds Marsh buffer have failed due to lack of proper
execution and consistent maintenance. Therefore, we recommend initial enhancement on a smaller
sq uare footage that was determined based on current site conditions recorded at a site visit on Feb'
19th, 2014. Attempting enhancements of too -large of an area will be more likely to fail without
assurance for long-term maintenance and stewardship required of this type of buffer enhancement in
an urban environment.
In addition, we recommend that the City of Edmonds pool resources between the Jacobsen's Marine
and the American Brewing Company Critical Areas Enhancement requirements to allow for a more
inclusive planned and executed buffer enhancement effort. This is reflected in the attached budget.
Attached:
Scope of Work icluding Budget
Map of Jacobsen's. Marine proposed structure within the buffer boundary
Map of proposed enhancement areas
Example Edmonds Marsh buffer planting plan
Example Planting strategy for buffer earea
Native plant rank list for Edmonds Marsh buffer
Prevailing wage exemption documentation
Statement of qualifications
LOCAL RESTORATION I GLOBAL LEADERSHIP
6310 NE 74th Street, Suite 201E Seattle, WA 98115 pliotte 206.322,9296 fax 206.32Z9312 u)rviv.eardicorps.org
Critical Area Enhancement Plan
for Jacobsen's Marine and American, Brewing
mitigation requirements
0
Preparedfor.
Port of Edmonds
Updated 4110114
6310 NE 74th St, Suite 201E
Seattle, WA 98115
www.earthcorps.org
EarthCorps
@ 2014
All rights reserved.
k
0
Critical Area Enhancement Plan I page 2
ILI -I �. -1
The following scope of work follows Best Management Practices that meet the City of Edmonds
Critical Area requirement to enhance the Edmonds Marsh buffer. The proposed enhancement
will improve marsh function and value by maintaining existing trees and canopy, removing
invasive vegetation in the buffer area, and revegetating with native trees and shrubs. This scope
of work also provides for minimal maintenance (weeding and watering) in the first year
following the enhancement and monitoring the area for three years.
The proposed enhancemient area is divided into two sections, Section A and Section B, based on
existing vegetation, previous restoration efforts, and recommended management approach.
Section A:
Section A is a 1,700 sq ft area of buffer along the northern edge of Edmonds Marsh (see
attached map). This area was formerly a blackberry rn * onoculture that was cleared in 2010 and
2011 using volunteers from People For Puget Sound's Sound Stewardship program. The site
was then replanted in the winter of 2012 with native vegetation that would remain low -
growing, retaining a view corridor of the marsh. The initial planting effort failed, due to lack of
maintenance (People For Puget Sound closed in 2012, and no maintenance occurred following
the'replanting effort) and no irrigation during the summer of 2012.
Current conditions: We noted about 5% blackberry cover still remaining in Section A during a
site survey conducted on 2/19/14. We noted about 12 native plants still surviving (of the 138
planted), which were mostly Nootka rose (Rosa gymnocarpa) and snowberry (Symphoricarpus
albus). The remainder of the area has herbaceous cover, mostly composed of gramminoid
grasses and horsetail (Equisetum spp.).
Section B:
Section B is 4,500 sq ft area of buffer also along the northern edge of Edmonds Marsh. This
area has a mix of mature willow (Salixspp.) and Red alder (Alnus rubra) trees that provide a
canopy approx. 20-40 feet wide that shades the understory and marsh edge. The understory is
a mix of native and invasive plants, with approximately 75% cover of invasive blackberry, ivy
and morning glory. Native woody shrubs in this section include snowberry (Symphoricarpus
albus), ocean spray (Holodiscus discolor) and salmonberry (Rubus spectabilis). No enhancement,
work has been done in this section to date.
Proposed Enhancement Plan:
Task One: Invasive vegetation removal- Section A
0
Critical Area Enhancement Plan I page 3
An EarthCorps crew will control invasive plants from Section A. Section A is 1,700 sq ft with 5%
blackberry. All invasive removal will be done using manual techniques only and will involve
both cutting stems and grubbing roots. All plant material will be bagged and disposed of at an
appropriate transfer station.
Task Two: Maintenance and site preparation- Section A
An EarthCorps crew with field support from a project manager will install erosion control (straw
waddles) along 190- linear feet in Section A creating two planting terraces that will improve
mulch and water retention on site.
All invasive removal will be done using manual techniques only and will involve both cutting
stems and grubbing roots.
The crew will also perform an invasive plant sweep and removal on this day in both Section A
and B. All invasive removal will be done -using manual techniques only and will involve both
cutting stems and grubbing roots.
Task Three: Invasive vegetation removal-. Section B
An EarthCorps crew will control invasive plants from Section B. Sectiori B is 4,500 sq ft with
75% invasive cover, including blackberry, ivy and morning glory. All invasive removal'will be
done using manual techniques only and will involve both cutting stems and grubbing roots. All
plant material will be bagged and disposed of at an appropriate transfer station.
Task Four: Community volunteer planting event- Section A and B
EarthCorps will manage a volunteer event in fall of 2014 to replant Sections A and B where
volunteers will be replanting the areas with appropriate native vegetation. Project manager
hours include developing a planting plan, ordering all required materials and supplies to
support a volunteer event, recruitment of volunteers from the community, and leadership
oversight of volunteers during the event. Volunteers will be led on -site by two EarthCorps
volunteer specialists and trained volunteer leaders from our Puget Sound Stewardship program.
Volunteers will plant an estimated 350 potted native plants. Volunteers will also mulch Section
A to assist with weed suppression and summer water retention.
Part of the work for this task is to create a specific planting plan for Sections A and B. We've
provided the original 2011 planting plan that was installed in Section A and associated native
plant list (see attached). All plant stock was either 1 gal or 5 gal potted stock. We anticipate a
similar planting plan for Section A again that will use low -growing native plants installed on 3-5
ft centers. The area will also be mulched within the installed wattle terraces to improve water
retention in the area.
0
Critical Area Enhancement Plan I page 4
In Section B, we anticipate planting a combination of woody native understory species such as
oceanspray (Holodiscus discolor), Oregon grape (Mahonia spp.), salmonberry (Rubus spectabilis)
and Red osier dogwood (Cornus stolonifera); grouncover, sush as kinnickinick (Arctostaphylos
uva-ursi) and the native trailing blackberry (Rubus ursinus); and native trees such as willow
species (Salix.spp.), black cottonwood (Populus trichocarpa) and Red alder (Alnus rubra).
Planting trees in Section B will be very important to provide a maturing buffer of native trees
that will eventually replace the aging willows and alders currently on the site. We anticipate
planting 1 gallon potted stock on 2-5 ft centers in Section B. A draft and final planting plan will
be provided to the Port of Edmonds and the City of Edmonds for approval prior to installing
plants..
A report of enhancement activities and as-builts of planting installations will be provided to the
Port of Edmonds and, the City of Edmonds following the volunteer planting event in fall/winter
of 2014.
Task Five: Year One (2015) maintenance- Section A and B
EarthCorps will provide one crew day in late spring/early summer 2015 for minimal
maintenance. The crew will weed Sections A and B of any invasive plants that have regrown in
the areas. The crew will also install DRiWATER irrigation gel packs to native plantings in Section
A only. We do not anticipate that the native plantings in Section)B will require irrigation due to
the shade provided by the native canopy of mature trees.
Task Six: Site monitoring and Reporting
An EarthCorps Project Manager will conduct annual m9nitoring in both Sections A and B.
Monitoring will consist of an annual systematic site walk through that will note regrowth of
invasive weeds and the overall health of the native plantings, including number of native
plantings that have died. An annual report will be provided that outlines recommended
maintenance based on overall site.health and specific management, issues noted during
monitoring site visits.
A report of enhancement activities and as-builts of planting installations will be provided to the
Port of Edmonds and the City of Edmonclsfollowing the volunteer planting event in fall/winter
of 2014.,
In addition, EarthCorps will provide a'final report in year three (2017). This completion report
will detail all work completed to date, all monitoring results, and a final recommendation for
on -going stewardship of the buffer enhancement area.
"Note: this scope of work includes minimal maintenance for the first year following native
plant installation, and no additional stewardship. EarthCorps co I ntinues to work with the City of
Critical Area Enhancement Plan I page 5
Edmonds to fund stewardship of this project area, but the risk of'failure of restoration efforts in
urban areas increases over time without stewardship.
EarthCorps will provide the following:
• Basic hand tools along with access to power tools (brush cutter and chainsaws)
and any specialized equipment required.
• Training and education in ecological restoration best'management practices,
ecology, leadership and community outreach. 0
• Washington State Licensed Herbicide Applicator onsite as needed;
• Workers' compensation, health insurance, and related taxes.
• Washington Labor & Industries documentation.
• Administrative/ payroll and human resource services.
Agency will provide the following:
• Site access and all permissions required t o perform the actions included in this
Scope of Work
• Any required permits
SCHEDULE
*Note -.Task 6 will repeat every May for three years (2015-2017)
0
I
BUDGET
I
Critical Area Enhancement Plan/ page 6
Cre Days
or Hours
Crew Day
Rate
Project
Manager Rate
Materials
Cost
Subtotals
Task 1: lnvaslve vegetation removal- Section A (1,700 sq ft)
Days in field: Summer 2014
0.5
$1,190.00
$ 595.00
Project Management
2
$ 75.00
$ 150.00
Materials
$ -
Invasives Disposal- Transfer station fee
25.00
Invasives disposal -truck fee
$ 75.00
$ 75.00
$ 820.00
Task 2: Maintenance and site prep- Section A (1,700 sq ft)
Days in field: Fall 2014
1
$1,190.00
$ '190.00
Project Management
4
$ 75.00
$ 300.00
Materials
$
Straw wattles (8 @ $27.50 as)
$ 220.00
$ 220.00
Wood stakes (bundle of 50)
$ 15.00
$ 15.00.
$ 1,725.00
Task 3: Invasive vegetation removal- Section B (4,500 sq ft)
Days in field: Summer 2014
1.5
$1,190.00
$ 1,785.00
Project Management
2
$ 75.00
$ 150.00
Materials
$ -
Invasives Disposal- Transfer station fee
$ 50.00
Invasives disposal- truck fee
$ 75.00
$ 75.00
$ 2,010.00
Task 4: Volunteer planting event- Section A and 8 (6,200 sq ft)
Days in field: Fall 2014
Project Management
15
$ 75.00
$ 1,125.00
Event Assistants (2)
18
$ 30.00
$ 540.00
Volunteer Coordination
2
$ 50.00
$ 100.00
Materials
Plants (350 1-gals @ $3.50 ea)
$1,225.00
$ 1,225.00
Plant Delivery 1
$ 75.00
$ 75.00
Mulch (15 yards @ $30/yard)
$ 450.00
$ 450.00
Hospitality and Tools
$ 80.00
$ 80.00
Portable toilet rental
$ 150.00
$ 150.00
I $ 3,745.00
Task 5: Year One (2015) maintenance- Section A and B (6,200 sq fi
Days in field: Summer 2015
1
$1,190.00
$ 1,190.00
Project Management
2
$ 75.00
$ 150.00
Materials
$ -
DRiWATER irrigation (100 plants @ $10 as)- Section A only
$1,000.00
$ 1,000.00
$ 2,340.00
Task 6: Site monitoring and Reporting
Summer 2015- 2017, �:J-ni-,-19000
1
$ -
Project Management- monitoring section A and B for three years
6
75.00
$ 450.00
Project Management- Final site report
2
$ 75.00
$ 150.00
$ 600.00
ITotal of Sub -Totals $ 11,240.00
Materials & Handling Fee (10% ofTotal Materials) I 1
191.00
TOTALI I
$ 11,431.00
Sales Tax: 19.5% 1 Location Code: 1 31041
$ 1,085.95
SUBTOTALI 1
12, 16.95
LESS American Brewing mitgatlon payment TO City of Edmonds I
$ 1.,500.00
TOTAL ESTIMATE I I I
$ 11,016.951
Fee Schedule
Labor
Crew Day (5-6 persons/van/equipment)
$1,190.06
Project Manager/hour
$75.00
Field Technician/hour
$30.00
Field Trucks (44 pick up/ 3 ton dump truck) $75/day
Payment: invoiced monthly until completion, 30 day payment requested.
"All materials costs are estimates
Critical Area Enhancement Plan/ page 7
EARTHCORPS BACKGROUND
EarthCorps is a non-profit organization founded in 1993 with a mission to build a global
community of leaders through local environmental service. EarthCorps provides a year-
long intensive program for.young adults from the US and 80 other countries to learn
best practices in community -based environmental restoration and develop their
leadership skills. I as they supervise more than 10,000 volunteers each year. '
Location Restoration
EarthCorps'core expertise is community -based environmental restoration. We regard
restoration as a process of reestablishing healthy habitat: returning a polluted or
degraded environment as closely as possible to a thriving, self-sustaining ecosystem. As
restoration practitioners, our goal is to expedite natural processes in rebuilding a
functioning natural ecosystem. .
Environmental service is a uniquely effective way to build community. When people put
their hands into the dirt together and see their efforts transform a threatened area into
a more vibrant landscape, they forge a special bond, empowering themselves and their
community.
Global Leadership
Based in Seattle, Washington, EarthCorps brings together emerging environmental
leaders from more than 60 countries to work on projects in the Puget Sound region and
Cascade Mountains. As part of EarthCorps' intensive hands-on curriculum, they learn
multiple restoration techniques, try out project design and management, develop
leadership and team -building skills, a.nd help manage thousands of local volunteers on
projects.
EARTHCORPS, PROJECT LEAD:
Keeley O'ConnelIlSenior Project Manager
Tel: (206) 322-9296 ext. 213
Cell: (306) 220-5544
Email: kee/ey@earthcorps.org
CV attached
I
0
0
Planting Strategy for Zone 2 Rehabilitation at Edmonds Marsh
November 19,2011
General Planting Strategy
Native plants were identified based on specified needs of the site. Plant species were selected for
traits including whether they were berrying, whether they provided habitat for wildlife (esp. birds),
whether they were evergreen, and whether they were aesthetically pleasing
(EdmondsMarsh-PlantRank.xlsx).
At the Zone 2 site, plants were assigned to regions
based on anticipated height. To prevent obstruction
of view corridors to the marsh from the boardwalk,
taller species were planted down the slope and to
the sides of the site. Middle -height species were
assigned regions cresting the slope and overlooking
the marsh, and smaller species were assigned
nearest to the walkwa
) y
Within these three height -based stratifications,
clump -gap mosaic planting was utilized. Clump -gap
planting entails planting multiple specimens of
multiple species in close proximity, with individuals
of said species placed in-between (Fig.1). This
strategy has the two -fold benefit of assorting
specimens of each species across the site's
multitude of microclimates with variable soil,
hydrology, and light exposure, while producing a
more naturalistic aesthetic'.
041*
Fig. I - The Clump -Gap Mosaic planting
pattern'
Outline of Planting Procedure
Plant quantities were estimated based on the spaces of size -based strata. Sizes for each stratum were
calculated according to different ratios of occupation (Table 1). Area for each stratum was divided by
anticipated space requirements of plants to be in that stratum. The large stratum uses an average of
the spacings for trees and shrubs, the middle stratum uses the normal shrub spacing, and the small
stratum applied an average of the
groundcover/herbaceous and shrub Table 1 - Planting options for varying stratifications (total area
spacings. Average density spacings 3,337 sq. ft.)
were used in all cases.
Some routine maintenance may be
necessary during the first two -to -three
years of growth, as natives become
established.
n ivi ua s Allowed
Stratification Ratio
Large
Medium
Small
3:2:1
18
30
34
2:2:1
14
37
41
3:3:2
13
34
52
From the Forest Steward Field Guide (ed. Andrea Mojzak).
0
Edmonds Marsh Habitat Creation Project
N
0.3 6 Feet
wdlw - +
Data source: Base map image, USGS, 2009 <httpYlcumulus. cr usgs.govl>.
Legend I
0 red —dogwood
red—e Iderberry
0 red —flower —currant
thicket —mid
thicket —tall
0 foreground — creeping
Viewpoint
Boardwalk
Zone 2
3,341 sq ft
Common Name -
Latin Name _
±L_
Height(cm)
Berryinc
Soil-bindil
Habitat
Barrier
Soil Quality
Ornam
hLE2�
Evergreen?
Scone
Ease (King
additional notes
Creeping Oregon Grape
Mahon !a/Berberis repens
S
20
1
0
1
1
1
1
0
1
-6
NA
from east of Cascades, but grows easily on both sides
Lo,/d.arf Oregon Grape, Ca
Mahonla nervosa
S
45
1
0
1
1
1
1
0
6
M
sprays of yellow flowers in the spring
Knnickinnick
T��o_staphylos �va-ursi
S
18
1
1
0
0
0
1
0
-1
1
4
M
ground cover, thrives in the sun, white or pink flowers,
Bunchberry
Comus canadensis
S
13
1.
0
0
a
0
0
0
1
L
s ow- wnQ m all he 'b� d "a mily si ngu ar white blooms, red
berrl4roln the fal ', prele =1id an", , so Is
Nutka Rose _
Rosa nutkana
M
1800
1
1
0
1
1
1
0
0
5
H
large s litary flowers, purplish hips, dry to moist habitats
Baldhip Rose _
Rosa qymnocarpa
M
1200
1
0
0
1
1
1
0
0
H
brilliant red hips, found west of Cascades
Common Sno.berry
Symphiocarpos albus
M
1 1500
11
11
1
01
0
01
01
0
3
H
attracts wildlife for food and shelter, berries year-round, prefers partial
]sun, forms thickets
Salal
Gaultheria shallon
M
1500
1
0
0
0
1
0
0
1
3
M
effetive groundcover, requires pruining to keep low, red, pink or white
flowers, um -shaped, spreads aggresively once established, prefers well-
drained soils, requires pruninQ to keep low
Evergreen huckleberry
Vaccinium ovaturn
M
1500
1
0
0
0
0
1
-6
0
1
3
M
foliage turns reddish purple in sun,.can achieve up to 15ft In shade so
grow in the sun!
Red Raspberry -
Rubus Idaeus (var. strigosu
1000
1
0
0
1
0
0
0
-
NA
not confirmed native PS region, but confirmed in WA
Saskatoon Serviceberry
Annelanchier ainifolia
M
1500
1
0
0
0
1
0
0
0
_2
2.
H
-in
distinct yellow/red fall foliacle, white flowers and purplish -black fruits
Devil's club--
Oplopanax horridurn
M
1 1300
01
01
0
11
0
11
01
0
21M
very thorny, pyramids of berries, very aggressive growth, once
established
Pearly Everlastina
Anaphalls marg ritacea
M
1200
0
0
0
0
0
1
0
0
1
H
medium herb, white bracts with yellow flowerlets, thrives anywhere in
open sun
Russet Buffaloberry
Shepherdia canadensi . s
L
3000
1
0
0
0
1
2
1
0
5
NA
in western WA perfers sun, eg. Orcas Island, but typically ocurring East
of Cascades
Tall Oregon araDe
Mahonia/Berberis aquifollun,
L
2000
1
0
0
1
0
1
0
1
4
H
golden yellow flowers in bloom, recommended background for
deciduous shrubs, commonly used in hedges west of Cascades
Red Elderberry
Sambucus racemosa
L
000
1
0
1
0
1
1
0
0
4
H
itechnically a tree, proliferates rapidly via birds, raw fruits toxic
Red Flowering Currant
Ribes sanquineum
2500
1
0
i
0
0
1
0
0
3
M
I black fruit and red -pink flowers attract hummingbirds
Bearberry Honeysuckle, Twin
Lonicera involucrata
L 1
30001
1
1
0
01
.1
0
0
0
3
H
pale yellow flowers, purplish black��,its, occurs from sea level to
mounte , prefe m moist and ope es
Hiqhbu�h Cranberry, Snowba
Viburnum opulus
L I
M01
1
I
0
0
01
0
0�
0
2
NA
dense clusters of white flowers, red fruit, prefers moist well -drained
soils
.0ceanspray
Holodiscus disco lor
L 1
35001
01
0
n
I
H
clusters of cl��e white flowers, does well in disturbed areas, dry fruit
persists between seasons
0
E
Attachment C:
RCW 79A.35.130
Prevailing wage documentation
RCW 79A.35.130: Partilents in conservation corps programs — 0111pt from provisio... Page I of I
RCW 79A.35.130
Participants in conservation corps programs — Exempt from provisions related to rates of compensation.
Participants in conservation corps programs offered by a nonprofit organization affiliated with a national service organization
established under the authority of the national and community service trust act of 1993, P.L. 103-82, are exempt from
provisions related to rates of compensation while performing environmental and trail maintenance work provided:
(1) The nonprofit organization must be registered as a nonprofit corporation pursuant to.chapter 24.03 RCW;
(2) The nonprofit organization's management and administrative headquarters must be located in Washington;
(3) Participants in the program spend at least fifteen percent of their time in the program on education and training
activities; and
(4) Participants in the program receive a stipend or living allowance as authorized by federal or state law.
Participants are exempt from provisions related to rates of compensation only for environmental and trail maintenance,wotk
conducted pursuant to the conservation corps program.
[2011 c 56 § 1.]
http://apps.leg.wa.gov/rew/default.aspx?cite=79A.35.130 1114/2013
KEELEY A. O'CONNELL
EarthCorps 63 10 NE 74 1h St Suite 201E, Seattle WA 98115
Telephone: 206-322-0296 x213; Cell: 360-220-5544; E-mail: keeley@earthcorps.org
Education
1994-1999 B.S. Biology University of Arkansas Fayetteville, AR
1999-2002 M.S. Marine and Estuarine Science Western Washington University Bellingham, WA
Selected Work Experience
2012 — present EarthCorps Seattle, WA
Senior Project Manager
a Develop, implement and manage nearshore ecological restoration and research projects,
including managing the field -based research and regional organization and
communications for the Snohomish estuary Coastal Blue Carbon study and management
of the long-term, watershed -based Commencement Bay Stewardship project with the
NRDA Trustees. Skills include contract management; grant proposal and report writing;
budgeting; field leadership of crews; supervision of crew leaders and responsibility for
maintaining safety standards and organizational goals of EarthCorps.
2004-2012 People For Puget Sound Seattle, WA
Senior Restoration Ecologist
Develop and manage restoration projects and programs to restore Puget Sound
shorelines. Responsible for project management, budget management, identifying and
scoping funding sources, grant applications and reporting, volunteer and intern training
and management. Skills include initial project scoping and project feasibility, project
development in partnership with NGO's, governmental agencies, schools and
universities, and tribal communities, developing. competitive bid processes, contracting
and managing consultants, invasive weed removal, native plant propagation, estuarine
and riparian habitat improvement planning, recruitment, training, and oversight of
volunteers and interns'for short term work projects and long term stewardship programs,
public outreach and involvement, GPS and basic GIS knowledge.
2003 —2004 People For Puget Sound Mount Vernon, WA
North Sound Spartina Coordinator
Field crew lead for an eight month Spartina survey and removal project in north Puget
Sound counties. Recruited and managed four Student Conservation Corps interns during
field activities including invasive species shoreline surveys, GPS marking and mapping of
invasives, manual removal of invasives, reporting to state agencies and partners, and
volunteer management at large work events.
Membershim. Certifications. Publications
O'Connell, K. 2002. ' Effects of invasive Atlantic Smooth-cordgrass (Spartina alterniflora) on infaunal
macroinvertebrate communities in southern Willapa Bay, WA. Master's Thesis. Western Washington
University Bellingham, WA
Coastal Training Program: Designing Compensatory Mitigation and Restoration Projects; Grass, Sedge, and
Rush Identification in Puget Sound Lowlands; Puget Sound Coastal Processes and Shoreline Stabilization
Measures; Shoreline Management and Stabilization Using Vegetation
Basic First Aid and CPR
Member of Society for Ecological Restoration, Society of Wetland Scientists and Restore America's
Estuaries
0
PLANNING DATA'.
. =FILE
New Commercial I Multi -Family Projects
Name:
L
Date: Ila% I 1q*
Site Address: 3L/6 Ad
Plan Check#: BLDaA0 k3tS39
P.roj!�pt Description: AteAQ, ,10� 0.0 S,.^. -`6c-,_k s-4ez,
Use(s) Proposed:
Allowed Use: I G. SS. 6., 1
dp NO)
d;50�7 fa�r "Couk% bek>r widir
CUP File Number: 1�s
AdA
u4-q_don5iW:. rlLv*.%.;r 04 %,whhs.
110 Allow What Uses:
/A
Legal Nonconforming �an`d Use Determination Issued: (YES
Reduced Site Plan. Provided: (YES /0
Zoning: Lorn &,erc.-W VJ %-�rank Lw)
Map Page:
C omp Plan Design ation:
Corner Lot: (YES /0
Flag Lot: (YES
ADB File Number (date . waived):
PLA120%Wow
Lot Area: SA-f- *% .2a 00 St. 44. voe+10,� OP
NO, 1103 601WICR
,--P wy"=m
a
NO 4 -d"r
Plans Match'ADB Approved: )AW3 .4'.4-to
oreline Required: WE—S-DN 0) 5�%Or't,\Iod-S&A-,SVU-,k;,b.A
M& of "?Lemw
Critical Areas Determination #: cV_AJJ,9q0((vJ T11VION
14 Study Required - Am-..
El Waiver CAMM Per -dalA,10.'al
SEPA Determination: DAIS T-65L," 6y Pbr)r *J� Cdencnc(S ar-N mvil %) XO02;.
El Exempt 5V?A m%,1,ctz t.:ft�4 %Am-r�J-1 pcoStzk 'in 200%.
Needed'(for sites with 500 cubic yards of grading or within 200 feet of Puget Sound or Lake
Ballinger. Requires: (1) Fee, (2) Environmental Checklist, and (3) APO List with nota�izFd lof"_
Street:
\!51 6,r1J.0_,1d oc
Coe- 604.n 4 GO' k
Ra,�Ak
A A
Pvear-
Lot Cove�age/FAR Requir . ed: 4 JA
Lot Coverage/FAR Provided: 141A
Lot Coverage/FAR Calculations:� NIA
we V _,
Datum Point
Datum Elevation:
MaximumHeight Sol
Actual Height 251, Cal, 6:k5.5,)
Subdivision:
At 1A
Lot Aggregation Required: NIA
Cand�eaptng- 7.
Landscaping Matches AD.B Approved: P%LV;S;VnS towc "%'-d,L .6116W. N6e_ xb%%_% re-Ac-ca ;t% order
xddre-sa *ne- Azw% c-onchiSom. of
Landscaping Bid Provided: NO)gl&,lrj.e,
&
Bond Amount k44GQArEW4): 0 17. *4 *1 81A,2,
L16^4i"t M-6�.hA%.AM S"
.,A-4
D.A.2
Plan Review B
0
PLANNING D ATA
New Commercial I Multi -Family Projects
commercial e-�?rkinDF'
Business-Naime
Type/Use
Parking
Ratio
Tenant
Area
Required
Parking
-L�01'AOAEA.
AO-2q OLAnde'd
ee. CCM
TCO
% .0 10-C,
do ton A-0 20 SA-kA.%
Total Parking Required--
0
TotalParkingProvided.
71
hfulfi-FaInfly Pirkiqg,
# Bedrooms per Dwelling Unit
Parking Ratio
Units ,
Required
Parking
Studio
1'.21D.U.
1 Bedroom
1-51D.U-
2 Bedrooms
1.8/D.U.
3 + Bedrooms
2.0/D.U.
Total Parking Required.,
Total Parking Provided.
70
Plan Re view By:.,�
City of Edmonds Pre -Application Meeting DSTIhecklist
Project Name: 716NM690 O&N-E, Date:
Project Add
Contact Per
DST
Application Form A
Land Use Application Form B
Grading/Fill Handout
bj�Commercial/Multifamily Handout
[ ] Demolition Handout
Plumbing Handout
Mechanical/HVAC Commercial Handout
[ ] Energy & Ventilation Handout
YHeight Calculation Information
VConcurrent Agreement Form
Performance Bond (Bond Co./FF)
Bond Requirements and Procedures
ROW Permit Handout
177
Other �52�FIJTIYV, 00 1
14-
[T,..,Critical Areas Checklist
A��M�ajio,>r/inor Handout *t&6i- ApAIFE, ppjQW.
APW44w-- T� 5u6mw R11- W66
N-11storm Water Management & ESC Handout
[ ] Lot Line Adjustment Handout
[ ] Encroach ment/Street Use Permit Handout
XGarbage & Recycle Policy
SEPA Checklist
NeAdjacent Property Owner List
[ ] Conditional Use Permit Handout
T>� F
, ���YAIarm/Connection Handout
yu*,A PjP— M ov, drvz*- 10pov &F
,,,I,-ADB Landscaping Policy
T�v Traffic Control Requirements Handout
N--"-rraffic Impact Analysis Handout
,C--N
W
City quoted approximate review time for Architectural Design Review.
City quoted approximate review time for the building permit., ?c'9,, ),5-
City quoted _approximate review time for
� � a f/& bA'W4 <-/
0 FOM
L/Tip. m Forms/Pre-App 7/26/2007
W&fftn+v---
H�-o
MAJOR ISSUES DISCUSSED AT PRE-APP
BUILDING
Plans stamped by State Licensed Architect or PE
reotechnical Report Required
6 (
Minimum Number of Accessible Parking Spaces Required are.
Assign Address v' 3q,,5 VAY
Site/Civil/Landscape Drawn to I"-20'scale
F-1 Shoring Required
PLANNING
P- - SEPA Required
A'DB Required
F] Lot Line Adjustment Required for more than 2 Tax Account Parcel Numbers
R Maximum No. of Units Permitted t)�E
4kt-parking Spaces Provided '11� I Parking Spaces Required 431
Off Site Parking Required-,M" t4bTE5 Provided N-�
4UP-14equiped 646r2wwv- *A� m,;,
ElIrrigation Required
ENGINEERING
State Hydraulics Permit Required
Easements Encumber Property
Street Use/ Encroachment Permit Required
Traf f ic Mitigation Plan Required
Site Civil Bond
Catch Basin Location
2-Curb/Gutter/Sidewalks Required Ofw'
EqSicle Sewer Availability LID #
El Right -of -Way Street Dedication
F-1 Street Paving Required
1;�;Pr
,,Site Access 04�
Underground Wiring Required
Backf low Protection (Premise Isolation)
PUBLIC WORKS 't
PfWater/Sewer Availability?
FIRE
_�Fire Hydrants rovided Requirecl�
YV
(�ire SprinklerlEi d�11Q&ju�ire �ry
aFire Connection/ DCD V Proviclecl��
Lffemp/DST's/Forms/Pre-App 7/26/2007
5h 6W 4 [4W 1�3kMe, VWVXkS-, + L6WIOTS
L
ENT BY, XEROX Telecopier 7017; 1 -27-92 10:34 20542819-4 1 206 828 6899;# 1
mak C. Wait
1"Isme%st. Ift 'REET HLI,
ST
�D
DrXLARATION OF NON -BUILDING AREA
FRANKLIN-EDMONDS L.P., A Callfbmia Limited Partnerghip (Tranklin). Is the
owner of Pilots A mW 9, mrs partieWarly deactibed on Exhibit A attached hereto
(collectively 'Property*).
1. Laimbetfon. Franklin does hereby declare and establish the easement hereinafter ad
fbrth subject to which the Property shall be hold, transferred, and conveyed by Franklin, big
successors and assigns. This easement shall run with the land and is for the benefit of and
shall be binding upon the owner of each Parcel, or any part thereof, and the heirs, assigns,
successors, mW deviseas of any such owner.
*Itetall
2. Difinkfany. For the purpose of this Declaration, the term Pad Building*
shall be Wined as the single -story building of approximately 7,325 square feet now or
hereinafter existing or established on Parcel B.
3. Mu11W fa4trneng. Franklin hereby establishes in favor of and grants mid convoys
to the owner of each Parcel and the lessees, sublesseaA, licensees and other occupants of the
Is
Property, and their customers, contractors, employees and Invitess the fbilowing Casement:
(a) A mutual, no n-excluitive vasoment prohibiting construction of any permanent
above-sround building struotpre fbr a distance of twenty-one Feet (2l'-O*)
surrounding the boundary of Parcel B.
oil Ills
4. CoItflidr. Zoning ordinances, building codes and regulations, and any other
governmental restrictions and requirements shall be observed. In the event of any conflict
between the Declaration and any such governmental codes, regulations. restrictions and
requirements, the more testrictivs standards shall apply. Any approval of Franklin required In
this declaration, does not In any way relieve owners and occul;ants from obtaining approvab
required by any governmental body having jurisdiction.
S. Enforctlyie"J. Enforcement of the provisions of the Declaration shall be by an
appropriate proceeding at law or in equity against any person, corporation or other entity
violating or attempting to violate sold provisions, either to restrain such violation, to enforce
liability, or to recover damages, or by any appropriate proceeding at law or In equity against
the land to enforce any lion or charge arising by virtue hereof. Franklin shall not be liable fbr
enforcement of or for failure to enforce sold provisions and failure of Franklin or of any owner
or occupant to enforce any of the provisions of the Declaration shall In no event be deemed a
waiver of the right to do.so thereafter.
6. 84&U and Obftedans orLzndeC4 no charges and burdens of the Declaration are
and shall at all times be prior and therefore superior to the lion or charge of any mortgage or
deed of trust hereafter plac;ed therson. However, a breach of any of the easements, covenants,
restrictions or conditions thereof shall not defeat or tender Invalid the lion or charge of any
mortgage or deed of trust. Its superiority of the Declaration shall be LIMr1TD to the extent
that title to any ptoporty acquired through sale under fbrecloBUTO of any subsequent mortgage
or deW of trust effected by powers of sale, judicial proceedings, or otherwise. shall be subject
to al I the ch * arges and bu'rd"S affecting the propoly by virtue of the Declaration, but not any
lions Pled subsequent to the date of the mortgage or deed of trust.
9201240061
W,
Post -it"' brand tax transmittal memo M
I # ol pages 1� Jq
To
CO.
Dem.
Phorm # IL
[Fax# ri'm V1Jr
'r V� 6 ru- Z ff 7
IFfix 0
VoL. 2 5 2 4 PAGE 2 8 5 )
N
61
lip
PORT OFFICES M7177, 77.
t -&�im
..............
MAdogim frA
-pi's VIM
10, fl,
JILL
D M 0 N
- WO&MOIZ
41-11me,
60ale-f Cl*ellty 7—/-g:P 7 ev,4
I
/�w klew its-� go ore evvd� ls-2,,d Ite ixleAv
&OV
1.2el&,,,vhd#v lvow 1pe W4 dl&or
141111 174w va/a/,OP/L- -0104AX 0/�—/60+4/
/30,+r I*U'9- M 111L� IC '/,011147 ,lele4141-
tne
I�k MMIAVIII
0
�01 o�,
0 0,0
01>1
lb
c,
Rly
10
;t0j 'I &
A'
E monds
Shopping Cent
PI,
"1 1.2]1
F
4v 5,
V,
Hik r Sq�
h.
01 11
0
170
/jo :-'Hot
/),;/ , .08
160
-6
cl
Y
A
/'A
156 154
>
CO.K.
468
488
A-4e
41
Y 'S
Wildlife Refuge
''d
ie4tj
E Pnnd.
Union Oil
Edmonds
M.ann�a Bpeach 46 Company
17720
0 C,
0
01
Date:
To:
From:
Subject:
MEMORANDUM
August 29, 2007
Development Services
Mike Smith, Fire Inspector 425-775-772 0-
Preapp Jacobsen's Marine 345 Admiral Way
The Fire Department has reviewed the preapp under the 2006 1 FC, the ECDC and
NFPA 303.
1) Required permits/submittals include
A. Fire Sprinkler System Permit/ proposed building requires an NFPA 13 fire
sprinkler system
B. Fire Connection Permit/ must be submitted at the same time as the civil
plans. See handout.
C. Fire Alarm Permit/ fire alarm system required for offsite sprinkler system
monitoring to include local audible -visual and building exterior notification.
D. Fire Protection Footprint/ required. See attached.
2) Building drawings appear to indicate a mixed use business (Business Office,
Showroom, and Repair Area) Please indicate on plans the uses for the
designated areas with building separations if applicable.
Will flammable finishes, storage of hazardous materials, welding, exchange of
fluids and storage of same, waste oil collection, etc. be conducted on site? If so
reference 2006 IFC Chapters 15 (Flammable Finishes), 26 ( Welding),
34 (Flammable and Combustible Liquids), Section 105 Permits, NFPA 303 and
the 2006 IBC.
3) Portable fire extinguishers are required in building. Protected area will dictate
minimum spacing and size.
4) Fire Department Lock Box required. Please call 425-775-7720 for authorization
to purchase and instructions for installation.
5) Fire Prevention Program Superintendent (IFC 1408) required on site during
construction with authority to stop work and mitigate any environmental or
hazardous materials concerns.
City of Edmonds Fire Department
F_
L-1
Attachment: Fire Protection Footprint
Edmonds Plaza
ISM Main Street
Occupancies: RI, A3, 8, M
Type of C onstruction: V I -hour
2 stories with basement
Total Building Area; 32,456 sf
1997 UBC, UMC, UFC, UPC, WSEC. VIAQ, State Barrier Free Code
Fire Apparatus�Access: Paved West South and East sides
Active Fire Protection
Fire sprinkler system (specify UBC Std. 9.1 or 9.3) V
Fire sprinkler control panel location
Fire Department connections
Fire alarm system wit smoke detection and manual pulls Retail
Fire alarm control panel lacatIon
Illuminated exit signs
Emergency lighting wit battery back-up
HVAC automatic shutdown
VJtchen Type I hood and suppression system
Fire Extinguishers
Passive Fire Protection
Smoko'control system
Escape windows from sleeping rooms
I -hour rated corridortexit passageway
AM draft stops
Elevator smoke door
Structural protection
Exterior loadmigearing walls
- 1 -hour
In6rIor load4earing walls
- I . -hour
Exterior non -bearing walls
- I-houir
Structural frame
= "our
Permanent paititions
- I -hour
Shaft enclosures
-1-hour
Floor -calling
- I �hour
Roof-callIng
- I -hour
Exterior openings
- N/Adue to location on property
Stair enclosure
a 14iour
Roof material class
. Type B
LEGEND,
hour Corridor vAth sett-,
dosinip, nated dr�ors. rated
C.
D"lling Unit
Dwelling Unit
glaring. firshmoke dampers at
dwt penetrudons
C.
I hoom rated MA 93iW"y
Dis 11ing Unit
DeWng unit
2 how Area Separation Wall
VAth roted door$ and Ouing
unit,
ReqLdred exit to the exterior
A
A
11 Ing Unit
of Me building
Area of Ev I scuation Assistance
Retall
Fire C?eparWnent Connection
20 min. rated, wit -dosing door
@ 60 min. rated, self -dosing door
(D 90 rrdn. rated, wit -dosing door
Bev,
Restrnirant Lob, �'
nit
()V EDAf
0
Sa'rpple Fire
Protection,
'Footprint.
Date Prepared
Last Updated
3
0
EMORANDUM
Date: August 29, 2007
To: Development Services
From: Mike Smith, Fire Inspector 425-775-7720Z4-,
Subject: Preapp Jacobsen's Marine 345 Admiral Way
The Fire Department has reviewed the preapp under the 2006 IFC, the ECDC and
NFPA 303.
1) Required permits/submittals include
A. Fire Sprinkler System Permit/ proposed building requires an NFPA 13 fire
sprinkler system
B. Fire Connection Permit/ must be submitted at the same time as the civil
plans. See handout.
C. Fire Alarm Permit/ fire alarm system required for offsite sprinkler system
monitoring to include local audible -visual and building exterior notification.
D. Fire Protection Footprint/ required. See attached.
2) Building drawings appear to indicate a mixed use business (Business Office,
Showroom, and Repair Area) Please indicate on plans the uses for the
designated areas with building separations if applicable.
Will flammable finishes, storage of hazardous materials, welding, exchange of
fluids and storage of same, waste oil collection, etc. be conducted on site? If so
reference 2006 IFC Chapters 15 (Flammable Finishes), 26 (Welding),
34 (Flammable and Combustible Liquids), Section 105 Permits, NFPA 303 and
the 2006 IBC.
3) Portable fire extinguishers are required in building. Protected area will dictate
minimum spacing and size.
4) Fire Department Lock Box required. Please call 425-775-7720 for authorization
to purchase and instructions for installation.
5) Fire Prevention Program Superintendent (IFC 1408) required on site during
construction with authority to stop work and mitigate any environmental or
hazardous materials concerns.
Citv of Edmonds Fire DeDartment
Attachment: Fire Protection Footprint
Edmonds Plaza
Isoo Main Street
occupancle , RI, A3, 8, M
a -
Type of Construction. V11-h*ur
2 stories with basement
D—Irmg Lk9t
Total Building Area: 32,456af
D*effih E
1997 UBC, UMC, UFC, UPC, WSEC. VIAQ� State Barrier Free Code
Fire Apparatus Access: Paved West, South and East sides
Active Fire Protection
Fire sprinkler system (specify UBC Std. 9-1 or 9-3) V V
Fire sprinkler control Pepsi location
Fire Department connections
D�Nhg Urg
Fire alarm system W/ smoke detection and manual pulls Retal Retail
Fire alarm control panel location
RaWl
Illuminated exit signs IZA
(A)
Emergency fighting w/ battery back-up
HVAC automatic shutdown
Kitchen Type I hood and suppression system
Fire Extinguishers
R"ta—t
Elev,
_Lft
Ewv.
Passive Fire Protection
Smoke control system
Escape windows from sleeping room*
I -hour rated corridorigilt passageway
Attic draft stops
Elevator smoke door
§tructural Protection
Exterior land -bearing walls
= 1 -hour
Interior loadobearing walls
- f-hour
Exterior nonbearing walls
- 1 -hour
Structural frame
- "our
Permanent partitions
- 11-hour
Shaft enclosures
- 1 -hour
Floor -calling
- 1-hour
Roof-celling
- 11-hour
Exterior openings
- NIA due to location on Property
Stair enclosure
- "our
Root material class
- Type B
Me
LEGENDt,
I how cWtiam Voth sed�-
dmhg, rated doma, rated
D"fling Unit
glazft. fWww*e clv-s at
— — — — — -
dud penetradcos
I h= rated wag assently
DweWng Uril
2 tax Area S%waflot Wag
with rated 600m and gtazing
Ptaquired e)dl to Me exteft
of ft b0ding
D&eMro Urdt
Ama of Evac�tatbn Assiswnce
Fqm Mp*rW*nt CovWcum
20 rrdn. rated. saff-dosIre dow
60 rdn. rated. 50-doskig door
DO rrdn. rated. 50-dosing dw
DW91UQ Urdt
office T. ED
A
D"IftQ Ut*
OMNI C.
0 Ar
'o,
Dwelft UWt
Sample Fire
A
Dmftg LWt
Protection
Footprint
A, _db N
FIRST FLOOR Date Prepared
Last Updated
3
z
4
-w:
*0A
IX
Z
4-4
cl
t
plkl lb UINFMZR
4 ..81 .... lig lcDNsmcrm4 �..w
marine IRMSON
345'ADMIRAL WAY
EDMONDS WASHINGTON I RM5"
0
0 Af
%
Certificate of Oc-cupalicy
Bu ivision
ildinw,-D'
QTDCC
T 1:
ILL'
This certificate is issued in accordance with the requirements of Section 111 of the. 42 Nierhational Building Code
certifying that at the time of issuance this structure was in compriance with the apolicable i i of the codes and
.,provisions
ordinances of the city regulating construction and use of buildinp.
'14
Description: 46 - New Commercial
Occupant: JACOBSEN'S MARINE Permit No: BLD20131338
Site Address: 345 ADMIRAL WAY, EDMONDS Parcel No: -.,27032300415800
Construction Type: VB/S Occupant Load: 169/25
Owner: PORTOFEDIVIONDS Occupancy Group: M/F-1
336 ADMIRAL WAY
EDMONDS,WA 58020
J PT�
juilding:Official DC te Issued
a
POST IN A CONSPICUOUS PLACE
,�O,
4(
Zone C&I Com, er Flag_
.1L —
Setbacks Agtual
Front
r
Sides —0
Rear kl/
Other
e)Sign Associates, Inc. All Rights Reserved
Height uthorized use, reproduction, and or display
render the infringer liable for up to $150.000
in Statutory Damages, plus attorneys fees and
costs, for each infringement, under the
U.S. Copyright Act (17 U.S.C. 412 & 504)
Conceptual sign design concepts and fabrication
ideas are the property of Sign Associates, Inc.
"No commercial sign shall be illuminated aftet
I 1 -.00 pM unless the commercial enterprise is
open for business and then may remain or'
only as long as the enterprise is open."
ADMIRALWAY
EXISTING CATCH BASIN RIM 0
100 FT (USED FOR HEIGHT
CALCULATION) —
300.14'
S 42d 33 1 18
6-- O-H. FENCE W/ WOOD
POSTS AT ENDS PER DETAIL
9/A5.0
............. ....... .......
.... .......................
LANDSCAPE 8 FFER*.'.'.'.'.'.'.'.'.*.*.
U
. . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . .
...........
. . .........
0 0
4
4
- Bs
'10
J3 0
lj�,
0'
40*�O*
'4. 4
4
CONCRETE PA SEE 4
STRUCTURAL, 4A
0 WINGS
4
1j
J4
:114' PER V-O"
14 t 1
4
4
4
0
0
4
4 14
T
14 4 44
hC429. 81,j
4
o
ol
M
j
299.86' S 42d 33' 18" W
E)qS ING SOUTH STEM WALL
ANDTFENCE TO REMAIN . . .
SET BUILDING 2'-0' OFF
PROPERTY LINE. SOUTH SIDE.
SIGN HERE
6-- O-H. FENCE W/ WOOD
POSTS AT ENDS PER DETAIL
9/A5.0
I�TE AND SWNG ARC
BUFFER,'
* * * * * . . . -T —** *.*::::,: B, 0,
. . . . . . . . . . . . . . . . . . . . LANDSCAPE ISLkNO:
— --- - — - — - — - — -
.. . . . . . . . . y
HEIGHT CALCS
A- +99.75'
B= +100'
C= +99.8
D- +99.8'
AW GRADE= 99.84'
ACTU AL HG' 121.50'
,MAX ALLOWAIE IRV= 129.84'
M
A3
BUILDING LOCATION:
SE CORNER OF BUILDING FOUNDATION FACE TO BE
LOCATED 60'-0" WEST OF PROPERTY CORNER AND
2'-0* NORTH OF SOUTH PROPERTY LINE. —
BURLINGT�ON NORTHERN SANTA FE RAILROAD
a"TREET FILE
bl�q 13
A-t:�kvZP�L- WFIo
Customer Approval: 4
9/3/14 46 fl;q
E
jt A I
M A R I N E
Landlord Approval: PAGE 2 of 2
3 5 1 W
45 A d.�kl Way Edmonds, WA
8
GATE AND SWING ARC
-(2) ACCESSIBLE PARKING SIGNS
MOUNTED ON EXTERIOR WALL.
SEE DETAIL IIIA
0
5.
4 o
4
4
CONCRETE PAD- gl;
SqRUCTURAL DRAVAN I GS
44
1/4- PER 1--iI-
EXISTING EAST
4.:
FENCE TO REMAIN
4
I
;4
4
---------------
o
4 A- 0-
4
OU PSTER
-----------------
SET DUMPSTER 1'-0* FROM
PROPERTY LINE, EA. SIDE
SITE PLAN
TRUE
NORTH
Scanned
L q1V jq
o
SEP 09 20VI
DEVELOPMENT SERVICES CT;I.
(sign associates, i C.
L�1- ----
6825 176TH Ave. N.E. Suite 125 Redmond, WA 98052
(425)885-6100 FAX (425)882-3433
-GENERAL NOTES
1. T14E APPROVED PLANS SHALL NOT BE 04ANGED OR ALTERED WITHOUT AJT140RIZATION
FROM T14E BUILDING OFFICIAL. T44E APPROVED PLANS ARE REQUIRED TO BE ON T14E
J05 SITE.
2. CONTRACTOR SHALL VERIFY AND CHECK ALL CONDITIONS AND DIMENSIONS AT T14E
BUILDING. REPORT ANY INCONSISTENCIES TO THE ARCHITECT.
3. ALL WORK SHALL MEET LOCAL CODES AND ORDINANCES.
4. ALL NAILING SHALL COMPLY WITH NAILING SCHEDULE OF T14E 15C.
5. COMPLIANCE CARD TO BE POSTED VERIFYING INSULATION INSTALLED IN WALL, CEILINGS
ANDS FLOORS (IF REQUIRED).
(o. PROVIDE METAL NAIL STOPPERS TO COVER HOLES IN STUDS WHERE NAILS COULD
PUNCTURE PLUMBING AND WIRING.
1. MAINTAIN 3'MIN_ CLEARANCE BETWEEN CEILING FIXTURES AND INSULATION.
6. ALL WOOD COMING IN CONTACT W1 CONCRETE. SHALL BE PRESSURE TREATED (DECAY
RESISTANT).
9. CONTRACTOR DESIGNED ELECTRICAL. SUBMIT TO BUILDING DEPARTMENT FOR PERMIT.
PROFESSIONAL STAMP REQUIRED.
10. CONTRACTOR DESIGNED MECHANICAL. SUBMIT TO 5LDG- DEPARTMENT FOR FEWIT.
F'ROFESSIONAL STAMP REQUIRED.
11. SERVICE WATER FIFES TO BE INSULATED TO MINIMUM R-8 IN UNHEATED SPACES.
12. METAL DUCTS TO BE INSULATED AND JOINTS TO BE TAPED.
13. BATT INSULATION SHALL HAVE ALL TEARS AND JOINTS SEALED WITH TAPE.
14. WALL$ TO BE FIRE STOPPED.
15. IF ANY ERRORS, OMISSIONS OR INCONSISTENCIES APPEAR IN THE DRAWINGS,
SPECIFICATION$ OR OTHER DOCUMENTS, THE CONTRACTOR SHALL NOTIFY THE OWNER OR
ARCHITECT IN WRITING OF SUCH OMSSION5, ERRORS, OR INCON515TENCIES BEFORE
PROCEEDING WITH THE WOW, OR ACCEPT FULL RESPONS151LITY FOR COSTS TO RECTIFY
SAME.
16. TYPICAL DETAILS OR BUILDING STANDARDS SHALL APPLY WHERE NO SPECIFIC DETAILS
ARE GIVEN.
11. ALL DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALE SHOWN ON PLANS,
ELEVATIONS, SECTIONS AND DETAILS.
18. ALL EXIT DOORS TO BE OPERABLE FROM INSIDE T14E 5UILDING WITHOUT KEYS OR
SPECIAL KNOWLEDGE.
113. FIRE EXTINGUISHERS SHALL BE PROVIDED PER NFPA 010, OR REQUIREMENTS OF LOCAL
FIRE OFFICIALS.
20. ALL INTERIOR WALL COVERING MATERIALS WALL BE FIRE RESISTIVE OR SHALL BE
TREATED TO BE FIRE RESISTIVE, 50 AS TO RESULT IN A FLAME SPREAD RATING OF AT
LEAST CLASS III FOR GENERAL AREAS AND CLASS 11 FOR EXIT WAYS, DELIVER
CERTIFICATE TO LOCAL FIRE DEPARTMENT AS REQUIRED.
21. ALL EQUALS TO BE SUBMITTED TO ARCHITECT FOR APPROVAL PRIOR TO
CONSTRUCTION.
22. BIDDER DESIGN WORK To BE APPROVED BY ARCHITECT PRIOR TO CONSTFaICTION.
23. PENETRATIONS, IN WALL REQUIRINGG PROTECTED OPENINGS ARIE TO BE FIRE STOPPED
24. COORDINATE WITH TENANT AND DESIGN TEAM FOR LOCATION OF ELECTRICAL,
MECHANICAL AND PLUMBING.
25. TACTILE SIGNS STATING 'EXIT' AND COMPLYING WITH ALL ICCIANSI AIIIJ REOL SHALL BE
PROVIDED AT EACH EXIT DOOR PER 1033-11 AND CHAPTER I IN GENERAL
2(o. THE MEANS OF EGRESS INCLUDING THE EXIST DISCHARGE SHALL BE ILLUMINATED AT ALL
TIMES T14E BUILDING 15 OCCUPIED PER IBC 1006.1 ELECTRICAL DESIGN BUILD
CONTRACTOR SHALL COMPLY AND SHALL SUBMIT A DEFERRED SUBMITTAL MEETING ALL
REQUIREMTS.
21. THE BUILDING SHALL BE EQUIPPED WITH EMERGENCY LIGHTING AND IN THE EVENT OF: A
POWER FAILURE SHALL AUTOMATICALLY ILLL41INATE T14E AREA OF T14E EXIT DISCHARGE
IMMEDIATELY ADJACENT TO THE DISCHARGE DOORS PER 15C IOM3 ELECTRICAL
DESIGN BUILD CONTRACTOR SHALL COMPLY AND SHALL SUBMIT A DEFERRED
SUBMITTAL MEETING ALL REQUIREMENT$.
28. PROVIDE A TACTILE EXIT SIGN TO COMPLY WITH ICC AIIIJ.
213. PROVIDE W MINUTE OF EMERGENCY LIGHTING AT ALL EXTERIOR DOORS VIA SEPARATE
BATTERY OR UNIT EQUIPMENT.
30. PROVIDE LOCKING DEVICE READILY DISTINGUISHED AS LOCKED WITH SIGN ON DOOR
STATING 'THIS DOOR TO REMAIN UNLOCA<ED WHEN BUILDING 15 OCCUPIED IN I' 14IGH
LETTERS.
31. THE MEANS OF EGRESS INCLUDING THE EXIT DISCHARGE SHALL BE ILLUMINATED TO
MINIMUM I FOOT-CANDLE AT ALL TIMES THE SPACE 15 OCCUPIED BY PREMISES
ELECTRICAL SUPPLY. IN EVENT OF A POWER FAILURE T14E LIGHTS SHALL OPERATE FOR
A MINIMUM OF W MINUTES.
32. ALL TACTILE C44ARACTER SIGNS SHALL43E MOUNTED AT 48: AFF. WITH A MAX. HEIGHT OF
roo' AFF. ADJACENT TO T14E LATCH SIDE FOOT EHDOOR PER ANSI A111J-2003 4 1033.10
AND 11.
33. PROVIDE VENTILATION AS REQUIRED BY WVIAC AND SUBMIT DESIGN TO CITY FOR
REVIEW.
34. MANUALLY OPERATED FLUSH BOLTS ARE NOT PERMITTED AND NO MORE THAN ONE
OPERATION FOR THE LNLATC441M 15 ALLOWED.
<0
0-
ROOM NAME
1 101 _Jxx F
ED r-.E. .
KC47J
5D.1
COVER SWEET AND VICINIn PLAN
BUILDING SECTION SD.2
SITE PLAN
ALO
FLOOR PLAN
A1.1
2ND FLOOR PLAN
WALL SECTION AI.2
REFLECTED CEILING PLAN
A2D
EXTERIOR ELEVATIONS
A30
IBUILING SECTIONS
All
WALL SECTIONS
DETAIL
INTERIOR FINISH WALL ELEVATIONS
GRID LINES - COLUMN
ROOM NAME AND NUMBER
FIRE EXTINGUISHER
SEE SPECIFICATIONS
ILLUMINATED EXIT SIGN
ARROW INDICATES DIRECTION
REVISION TAG
PROJECT IINFO.
OWNER.
PROJECT ADDRESS:
PARCEL NU115ER-
ZONE:
OCCUPANCY:
TYPE OF CONSTf;WCTION.-
BUILDING AREA:
PARKING3 REOV:
GREG JACOBSEN
465 ADMIRAL WAY
EDMONDS, WA W020
2103230041BL300
COMMERCIAL WATERFRONT(CW)
MERCANTILE (M)
V_15
13003 -0+:(5UILDING FOOTPRINT)
12�535 F- MAIN FLOOR
2,%l 5F- M FLOOR
15,502 SF- TOTAL
DOWNDOWN BUSINESS AREA -I SPACE PER 500 SF
15W2 SF/ 500 SF PER SPACE
TOTAL= 31.001= 31 SPACE$ REQ'D
CONTACTS
OMER_
GREG JACOBSEN
2412 NW MAWET ST.
SEATTLE, WA W101
(20(o) 1813.1414
ARCHITECT:
CIVIL:
GRIEG PERCICH
PKJ5 ARCHITECTURAL GROUP
(oO3 STEWART ST. SUITE 101
SEATTLE, WA WIOI
(20(o) 6243210
XX
REID MIDDLETON
128 134TH ST SW SUITE 200
EVERETT, WA 138204
(425) 1413WO
STRUCTURAL:
ELECTRICAL:
MEC44ANICAL
VICIONITY MAP
SEATTLE OFFICE
603 STEWART STREEI, SILJi!
SEATTLE, WASHINGTON 0816�
(206) 624 3210
FAX 624 3243
WENATCHEE OFFIQL'
112 OLDS STATION RD, �)J;
WENATCHEE, WASHINGTC.Ni
(509) 664 - 5181
FAX 665-8750
z
0�-
z
<
C/)
<
<
uj
0
z
0
2
M
m
DRAWN
GAP/SCR
CHECKED
GAP
DATE
6-29-07
SCALE
AS NOTED
JOB NO.
07061
Aomlr& rm%&
ff is
%*a.,
14�mj u
Rl E:
s EE) s
------------------- -------------------------------
ADMIRAL WAY
-------------------
VH STEM WALL W (o' SECURITY PENCE
MOUNTED ABOVE AR0>0 PERIMETER
OF YARD, TYF.
CONNECTION TO EXIST. SEUJER
LIKE. CONTRACTOR BID/DrSIGN
BULKHEAD LINE
00
w
m
a-
<
Z:
<
(n
Z
<
0
Z
a_
o
0
00
�-
z
z
�E
0
M
Ld
:2
<
cif
w
00
L.-
ir
<
a-
Z
0
Ld
Lij
I=
�-�-Zw000000
m
m
=�
z
5;
5:
5:
5;
5:
5;
mDnowwwwww
mwmowwwwwx
SEATTLE OFFICE
603 STEWART STREET SUITE 707
SEATTLE, WASHINGTON 98101
(206) 624 3210
FAX 624 3243
WENATCHEE OFFICE
112 OLDS STATION RD. SUITE B
WENATCHEE, WASHINGTON 98801
(509) 664 - 5181
FAX 665-8750
i�
0
<
c/)
<
<
m
0
ui
r)
z
L: Rh
<
0
VIIIIIIIJ
2
DRAM
GAP/SCR
CHECKED
GAP
DATE
6-29-07
SCALE
lk I
BURLINGTON NORTHERN SANTA FE RAILROAD SITE PLAN
5CALE- 1/16' = 1' - 0'
0 D
ME:
41-01
25,
12,10
25'-4'
n3 n4 65-L
12'-0'
TRUE
NORTH
12'-0'
9
F-do
81
MAIN FLOOR PLAN
5CALE: 1/8' = V - 0'
Frtimm-,
wl
M
a I
V, MAI
0
ry
CL
z
z
cy—
w
0
cr-
0
m
V)
SEATTLE OFFICE
z
0
(J)
5:
603 STEWART STREET SUITE 7i7.1
SEATTLE, WASHINGTON 98101
(206) 624 3210
FAX 624 3243
WENATCHEE OFFICE
112 OLDS STATION RD. SUITE B
WENATCHEE, WASHINGTON 98801
(509) 664 — 5181
FAX 665-8750
z
R
CIO
U)
<
cc
M,-
0
U J
z
MIN
<
0
mmml�
DRAWN
GAP/SCR
CHECKED
GAP
DATE
6-29-07
SCALE
AS NOTED
J013 NO.
07061
�5
152'-0' T
25'-4' 25'-4'
12'-0' 41—Ol 12'-0' .41-01 1, 1� 1-0 1 e 41-01 L. 12'-0' 51-03 t 101-01
lo 7 1 1 1 1
(: Y- -
TRUE
NORTH
UPPER FLOOR PLAN
5CALE: 1/8'= V- 0'
G
x
4FA
0
(Y— m
< Z (n
< 2:
0
<
Z C)
LLJ
LLI w-
IL C)f
(o
of 0
z
Ld <
0 Do
0 0 < Z
0- 0
Ld
0
Ld LLJ
�-�-ODZZZZZZ
�-k-zor-000000
H H E ('/) 0 us U) u)- m
m m z 5; 5: 5: 5 5;
::) :D 0 w bi ui ui Ld
V) V) M- 0 0� W-. n�. W. w ft�
SEATTLE OFFICE
603 STEWART STREET SUITE 707
SEATTLE, WASHINGTON 98101
(206) 624 - 3210
FAX 624 - 3243
WENATCHEE OFFICE
112 OLDS STATION RD. SUITE B
WENATCHEE, WASHINGTON 98801
(509) 664 - 5181
FAX 665-8750
z
P
z
ct
a
<
c/)
l<
cf)
Q
z
91k
0
m
DRAWN
GAP/SCR
CHECKED
GAP
DATE
6-29-07
JOB NO.
07061
Al ml
MLE:
WEST ELEVATION
SCALE: 1/5'=V-0'
SCALE: 1/5'= V-0'
EAST ELEVATION
SCALE: I/a'= P-0'
T-Op
MAINFLOOR
01-01
T-Op
28'-0'
T.Op
28'-0'
MEZZANINE
MAINFLOOR
01-01
T-Op
28'-0'
MAIN FLOOR
C)
w
cn
i
a-
CL
0
<
Z
(n
<
Z
0
z
<
Z
ED
LL,
a-
0
C)
0
ED
0
�—
z
0
z
§
Ld
<
0
CD
0
0
<
Z
u-
LL-
EL
Ld
0
in
0
Lti
tt—ZPE�00000(D
LLJ
O=Izzzzzz
mmomwwwwww
m
DDDowwwww'd
I m
-j
z
5:
5;
5
5
5:
��
womowwwwwit
rl
SEATTLE OFFICE
603 STEWART STREET SUITE 70- "
SEATTLE, WASHINGTON 98101
(206) 624 3210
FAX 624 3243
WENATCHEE OFFICE
112 OLDS STATION RD. SUITE B
WENATCHEE, WASHINGTON 98801
(509) 664 - 5181
FAX 665-8750
;7
R
C:<z
CJ)
c)
c/)
z
<
0
DRAWN
GAP/SCR
CHECKED
GAP
DATE
6-29-07
SCALE
AS NOTED
JOB NO.
07061
SOUTH ELEVATION
SCALE: 1/6'zV-0'
MLE:
'16
e"s
A PORTION OF SECTION 23, TOWNSHIP 27N, RANGE 3E, W'M.
CALL BEFORE YOU DIG:
1-800-424-5555
4F 1 "
0 6 120
ENCASED MONUMENT F111111111111
N 298151.47 S42'33'1 8"W GOVERNMENT LOT 3
E 1257594.95 5 4.17' ENCASED MONUMENT
0.3' SE OF CENTER N42*33'1 8"E 309.54' N 298379.51 SCALE: 1 60'-0"
LINE (MON TO MON) ' E 1257804.27 N42*33'18"E 1048.49' MONUMENT MISSING
ENCASED MONUMENT
N 299332.42
0
S47026'42"E N42*33'1 8"E 1342.26' ADMIRAL WAY DRIVEWAY DRIVEWAY E 1258713.98
30.00'
7
N42*33'18"E 823.91' 3: N42*33'1 8"E 300.14' Ld N42*33 18"E 218.21' N48*00'44"E 228.77y
oll LEASE AREA 36,000 sQ Fr 00 Ln
0.83 ACRES L 73* 40'0 1
Cn
PO 0 N 0 CO 0
0 R 20.00'
6 �' Ci z C3
/041 L 25.71'
z PROJECT SITE
S42*33'1 8"W 824.18' S42*33'1 8"W 299.86' S42*33'1 8"W 479.46'
-IMIF MM- -11M -8111112-411111111& Mo-
S42*33'1 8"W 1603.50'
A
BURLINGTON NORTHERN SANTA FE RAI LROAD
SITE ADDRESS 345 ADMIRAL WAY
EDMONDS, WA 98020
PARCEL NUMBER 27032300415800
TOPOGRAPHY PROVIDED BY:
REID MIDDLETON
728 134TH STREET SW, SUITE 200
EVERETT, WA 98204
PH. 425-741-3800
LEASE AREA DESCRIPTION:
THAT PORTION OF GOVERNMENT LOT 3, SECTION 23, TOWNSHIP 27 NORTH, RANGE 3
EAST, W. M. LYING BETWEEN ADMIRAL WAY AND THE BURLINGTON NORTHERN RAILROAD
RIGHT-OF-WAY IN THE CITY OF EDMONDS, SNOHOMISH COUNTY, WASHINGTON AND
MORE PARTICULARLY DESCRIBED AS FOLLOWS:
COMMENCING AT THE INTERSECTION OF THE SOUTH LINE OF SAID GOVERNMENT LOT 3
WITH THE CENTERLINE OF ADMIRAL WAY; THENCE SOUTH 42*,33'18" WEST ALONG THE
SOUTHWESTERLY PROLONGATION OF SAID CENTERLINE 54.17 FEET; THENCE SOUTH
47*26'42" EAST 30.00 FEET TO THE EASTERLY MARGIN OF SAID ADMIRAL WAY; THENCE
NORTH 42*33'18" EAST ALONG SAID MARGIN 823.91 FEET TO THE POINT OF BEGINNING
OF THIS LEASE AREA DESCRIPTION;
THENCE CONTINUING NORTH 42033'18" EAST ALONG SAID MARGIN 300.41 FEET; THENCE
SOUTH 47*26'42" EAST 120.00 FEET TO THE WESTERLY RIGHT-OF-WAY LINE OF THE
BURLINGTON NORTHERN RAILROAD; THENCE SOUTH 42*33'18" WEST ALONG SAID
RIGHT-OF-WAY LINE 299.86 FEET; THENCE NORTH 47*3427" WEST 120.00 FEET TO
THE POINT OF BEGINNING AND THE TERMINUS OF SAID LEASE AREA DESCRIPTION.
DATUMS:
HORIZONTAL: NAD83-91 WASHINGTON STATE
PLANE COORDINATE SYSTEM, NORTH ZONE.
VERTICAL: NAVD 88
BENCHMARK: USCGS MONUMENT
N-7-RESET-1956 3.5" BRASS DISK IN TOP OF
NE CONCRETE RETAINING WALL AT THE NW END
AT EDMONDS RAILROAD STATION.
ELEVATION = 13.52 FEET
NOTES:
OVERALL SITE MAP.
UTILITY PURVEYORS
STORMWATER, SANITARY SEWER, WATER:
CITY OF EDMONDS/PUBLIC WORKS & UTILTIES
425-771-0235
POWER:
SNOHOMISH COUNTY PUD
425-783-1000
GAS:
PUGET SOUND ENERGY
1-888-225-5773
TELEPHONE:
FRONTIER
1-800-921-8101
CABLE:
COMCAST
1-855-639-2977
FIRE PROTECTION:
SNOHOMISH COUNTY FIRE DISTRICT 1
425-551-1200
1. UTILITIES SHOWN ARE BASED ON
OBSERVATION OF SURFACE FEATURES AND PAINT
MARKS APPLIED BY AN UNDERGROUND UTILITY
LOCATING SERVICE. FIELD LOCATIONS MUST BE
VERIFIED PRIOR TO ANY CONSTRUCTION. CALL
1-800-424-5555 FOR THIS VERIFICATION.
2. THIS SURVEY WAS MADE WITHOUT BENEFIT OF
A TITLE REPORT AND DOES NOT PURPORT TO
SHOW ALL ITEMS OF RECORD. EASEMENTS
SHOWN ARE BASED ON A PREVIOUS SURVEY FOR
THE PORT OF EDMONDS.
"A'
CONTRACTOR IS RESPONSIBLE FOR THE PROTECTION OF ALL MONUMENTS
AND. PROPERTY CORNERS IN TdE AREA OF CONTRACT WORK. HE SHALL
THEREFORE� FIRST, TAKE APPROPRIATE MEASURES TO PROTECT ALL
MONUMENTS AND PROPERTY CCRNERS. SECOND, IF ANY MONUMENTS OR
PROPMW CORNERS ARE LOST BECAUSE OF HIS ACTIONS, OR THOSE OF
HIS SUBCONTRACTORS, HE SHALL EMPLOY A WASHINGTON LICENSED LAND
SURVEYOR TO RESET THE LOST OR DISTURBED MONUMENTS OR PROPERTY
CORNERS. IF THE NORMAL PRDSECUTION OF THE WORK REQUIRES THE
REMOVAL OF THE MONUMENTS OR PROPERTY CORNERS AS PART OF HIS
WORK, HE SHALL LIKEWISE EMFLOY A WASHINGTON LICENSED LAND
SURVEYOR TO REFERENCE SUCH MONUMENTS OR PROPERTY CORNERS
BEFORE THEY ARE LOST, MD THEN REPLACE THEM AFTER CONSTRUCTION
IS COMPLETED.
THE SUCCESSFUL CONSTRUCTION OF THIS PROJECT WILL BE A COOPERATIVE
EFFORT BETWEEN THE OWNER, YOU (THE CONTRACTOR) AND WARNER
ENGINEERING.
WE WELCOME, AND ALSO REQUEST, YOUR ASSISTMCE IN ADVISING US OF
MY ITEM OF CONSTRUCTION THAT IS UNCLEAR TO YOU, AND ALSO MY
DISCREPANCIES, OMISSIONS, ERRORS, OR OTHER PROBLEMS THAT YOU NOTE
IN THE PLAINS, I= YOU ACTUALLY PERPETUATE IN CONCRETE OR
ASPHALT ANY ERROR WE MAY HAVE DEPICTED ON THE PLANS, OR ANY
MISUNDERSTANDING YOU MAY HAVE OF THE WORK.
THE CONTRACTOR SHALL. NOTIFY ENGINEER IN THE EVENT' OF DISCOVERY OF
UNSUITABLE SOILS, OR DISCREPMCIES FROM THE PLANS AND EXISTING
CONDITIONS.
TO ASSIST YOU IN, KNOWING WHAT THE CONSTRUCTION PLANS ARE INTENDED
TO DEPICT, WE OFFER THE FOLLOWING GUIDELINES RELATIVE TO GRADING
AND FINISHED PAVEMENT, CONCRETE AND LANDSCAPE SLOPES ON THE Srm-
1. NO PROPOSED SITE OR OFFSITE SIDEWALK OR ADA RAMP SHALL, EVER
HAVE A SLOPE IN ANY DIRECTION OF LESS THAN 0.5 PERCENT ON
CONCRETE, NOR LESS THAN 1.0 PERCENT ON ASPHALT.
2. NO ADA RAMP OR SIDEWALK SHALL EVER HAVE A CROSS SLOPE
GREATER WN 2.0 PERCENT.
3. NO ADA RAMP SHALL RAVE A SLOPE MORE THAN 8.33 PERCENT. AN
ADA RAMP WITH A LONGITUDINAL SLOPE GREATER THAN 5.0 PERCENT SHALL
REQUIRE HANDRAJLS ON BOTH SIDES AND LANDINGS OF 5 FEET BY 5 FEET
THAT ARE AT NO MORE THAN 2.0 PERCENT SLOPE IN ANY DIRECTIION.�
LANDINGS SUL BE SPACED SO THERE IS NOT MORE THAN A MAXIMUM OF
30 INCHES VERTICALLY BEMW LANDINGS. CURB RAMPS DO NOT REQUIRE
HANDRAILS.
4. ADA PARKING STALLS, AND THE LOADING AREAS BETWEEN THE STALLS
SHALL HAVE A SLOPE OF NO LESS THAN 0.5 PERCENT IF CONCRETE (ONLY
THAT MINIMUM IN RARE CASES), OR 1.0 PERCENT ON ASPHALT. THERE
SWL BE A SLOPE OF NO MORE THAN 2.0 PERCENT IN THIS SAME AREA.
5. ALL CURBS, EXCEPT WERE TRANSITIONING AT RAMPS, SHALL BE
EITHER ZERO HEIGHT, OR 6 INCHES IN HEIGHT, UNLESS SPECIFICALLY
CALLED OUT ON THE PLANS TO BE SOME DIFFERENT HEIGHT.
6. LANDSCAPE SLOPES SHALL NOT BE LESS THAN 2.0 PERCENT, NOR
MORE THAN 4H TO I V.
VICINITY MAP
N.T.S.
INDEX OF CIVIL DRAWINGS
C1.0
Title Sheet
C2.0
Demolition and Erosion Control Plan
C2.1
Erosion and Sediment Control Details and Notes
C2.2
Erosion and Sediment Control Details and Notes
C2.3
Erosion and Sediment Control Details and Notes
C3.0
Site Dimension Plan
C4.0
Storm Drainage Grading and Paving Plan
C4.1
Storm Drainage Details and Notes
C4.2A
Storm Drainage Details
C4.3
Paving Details and Notes
C4.4
Paving Details and Notes
C5.0
Sanitary Sewer and Water Plan
C5.1
Sewer and Water Details and Notes
A"
Refer to the Storm Drainage Report (dated 2/28/14),
Construction Stormwater Pollution Prevention Plan (SWPP)
(dated 11/27/13), Source Control of Pollution (dated 11/27/13),
and Storm Drainage Maintenance and Operation Manual �
___kDpted 212814) for additional requirements and informatiA-I-
APPROVED FOR, CONSTRUCTION
CITY OF EDMONDS
DAM
BY:
MY ENGINEERING DIVISION
,j�a,,__FVZ -ro -rdt� 5r6V-M 109f,�JNACnC aErOg-r F-OrZ- 1eWrj)T'WA1-
At Nl�. S-T6Vt-AWA-reT?_ MAWNC-,�tEMCN_r SYST51A
AR
RNER
VIZ I'ZA
2709 JAHN AVENUE NW -SUITE H-5-GIG HARBOR, WA 98335
TEL (253)858-8577 -FAX (253) 858-8579
�t
�W_
F0
M
M
*4-
U)
to
r�'
00
0)
C1
M
C>
5
5
0
0
0
C>
C)
0
V3
En
(n
E
2""
E
E
mim
M
of
Q:
M
C
0
CD
W go W
'
F-
+
lo 9 LL
M Uj C4
Q
0 W (0
CO
CY)
Ca
z
0
<
Z
r
W
<
3:
0
<
W
0
LO
't
C*0
Z
0
W
RESIA
FEB 2 8 2014
SUII DING DEPARTRA
bf
-if
(0 411"t
DRAWN
B.A.S.
CHECKED
G. I- W.
DATE
11/22/13
SCALE
N.T.S.
JOB NO.
13M
WARNER NO. 018012
I'll
12" PVC 6ULVERT, )3 E N CM, 14
IE = 6.36 vwO c &CK WITH
3.5-'HAND�RAIL
JUNCTION B6%.- E_X_TRUDEb
3CONCRETE CURB
UNDETERMINED USE
,....THALT
XU36 CB, RIM = 12.82
12" DI SE, IE 7.2
7 N Irl't,
rdF,9N JC�% 12" DI W, IE 7.6
BUILDING
BULKHEAD LINE
HIM
DATUMS:
HORIZONTAL: NAD83-91 WASHINGTON STATE
PLANE COORDINATE SYSTEM, NORTH ZONE.
VERTICAL: NAVD 88
BENCHMARK: USCGS MONUMENT
5.3' x 5.2' EASEMENT TO PUD REC. NO. N-7-RESET-1956 3.5" BRASS DISK IN TOP OF
8509300314 NE CONCRETE RETAINING WALL AT THE NW END
AT EDMONDS RAILROAD STATION.
x 13.07 13.02
\ ELEVATION = 13.52 FEET
AlPHALT
.CB, RIM 12.50
12" PVC NE, IE = 8.3 12.64
12" DI SE, IE 7.7 7' EASEMENT TO PUD REC. NO.
4" PVC SW, IE 9.0 X12.64 8509300314
12" DI NW, Ill 7.7
N N
LT
12.84
'12.90
R/W ASPIA
CB, RIM =_VV.-W SPHALT
8" DI SE, IE = 7.7
8" DI SE, IE = 7.8
12" DI NW IE = 7.9
S
"qCONCRIITM, WALK /Amm-
INSTALL INLET PROTECTION
S
,399.7' SSMH TO SS H
_�A
�Raoc�ATEEx �G6
It .13 H
NOTES:
1. UTILITIES SHOWN ARE BASED ON
OBSERVATION OF SURFACE FEATURES AND PAINT
MARKS APPLIED BY AN UNDERGROUND UTILITY
LOCATING SERVICE. FIELD LOCATIONS MUST BE
VERIFIED PRIOR TO ANY CONSTRUCTION. CALL
1-800-424-5555 FOR THIS VERIFICATION.
2. THIS SURVEY WAS MADE WITHOUT BENEFIT OF
A TITLE REPORT AND DOES NOT PURPORT TO
SHOW ALL ITEMS OF RECORD. EASEMENTS
SHOWN ARE BASED ON A PREVIOUS SURVEY FOR
THE PORT OF EDMONDS.
TEMPORARY EROSION AND SILTATION
�t
�t
LEASE AREA DESCRIPTION:
CONTROL NOTES:
C)
C�.
cn�
1. ALL EROSION AND SEDIMENT CONTROL WORK SHALL BE IN ACCORDANCE WITH THE
_Z�
THAT PORTION OF GOVERNMENT LOT 3, SECTION 23, TOWNSHIP 27 NORTH, RANGE 3
CURRENT EDITION OF THE WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER
EAST, W. M. LYING BETWEEN ADMIRAL WAY AND THE BURLINGTON NORTHERN RAILROAD
MANAGEMENT MANUAL FOR WESTERN WASHINGTON (ECOLOGY) AND THE LOCAL AGENCY
RIGHT-OF-WAY IN THE CITY OF EDMONDS, SNOHOMISH COUNTY, WASHINGTON AND
REQUIREMENTS.
MORE PARTICULARLY DESCRIBED AS FOLLOWS:
COMMENCING AT THE INTERSECTION OF THE SOUTH LINE OF SAID GOVERNMENT LOT 3
2 ALL PROPOSED TEMPORARY EROSION/SEDIMENTATION MEASURES SHALL REMAIN IN EFFECT
ikMl
INITIAL siTECLEARING UNTIL FINAL SITE STABIL.IZATION.
0
WITH THE CENTERLINE OF ADMIRAL WAY; THENCE SOUTH 42'33'18" WEST ALONG THE
SOUTHWESTERLY PROLONGATION OF SAID CENTERLINE 54.17 FEET; THENCE SOUTH
3. EROSION AND SEDIMENT CONTROL MEASURES SHOWN ON THE PLANS WILL BE EMPLOYED
OR
'n
'o
r-
co
m
47*26'42" EAST 30.00 FEET TO THE EASTERLY MARGIN OF SAID ADMIRAL WAY; THENCE
IN ADDITION, AS WEATHER CONDITIONS REQUIRE, ADDITIONAL MEASURES WILL BE EMPLOYED i6
69969
9
6'
NORTH 42*33'18" EAST ALONG SAID MARGIN 823.91 FEET TO THE POINT OF BEGINNING
PROTECT THE SITES BEING DEVELOPED AS WELL AS THE AREAS DOWNSTREAM OF THE
0
Fu
us
E
us
m
05
OF THIS LEASE AREA DESCRIPTION;
DEVELOPMENT.
cr.
w
THENCE CONTINUING NORTH 42*33'18" EAST ALONG SAID MARGIN 300.41 FEET; THENCE
4. DISTURBANCE AND EXPOSURE OF SOILS TO THE' ELEMENTS DURING ADVERSE WEATHER
SOUTH 47*26'42" EAST 120.00 FEET TO THE WESTERLY RIGHT-OF-WAY LINE OF THE
WILL BE THE ABSOLUTE MINIMUM REQUIRED TO MAINTAIN THE DEVELOPMENT SCHEDULE. THIS
BURLINGTON NORTHERN RAILROAD; THENCE SOUTH 42*33'18" WEST ALONG SAID
WILL INCLUDE LIMITING CLEARING TO ONLY THOSE AREAS BEING ACTIVELY WORKED.
RIGHT-OF-WAY LINE 299.86 FEET; THENCE NORTH 47*34'27" WEST 120.00 FEET TO
5. ALL TEMPORARY AND PERMANENT EROSION AND SEDIMENT CONTROL EIMPS SHALL BE
THE POINT OF BEGINNING AND THE TERMINUS OF SAID LEASE AREA DESCRIPTION.
MAINTAINED AND REPAIRED AS NEEDED TO ASSURE rnmmm pmrnRumirr nr Tumi;
cl
INTENDED FUNCTION. ALL MAINTENANCE AND REPAIR SHALL BE CONDUCTED IN ACCORDANCE . I I I
0
0 WITH THE ECOLOGY MANUAL THIS WILL INCLUDE REMOVAL OF SEDIMENT AS WELL AS REPAIR
N OR REPLACEMENT OF THE DEVICES AS NEEDED.
CLEARING/WDRKING LJMITS
(AREA OF DISTURBANCE 6. ALL LIMITS OF CLEARING AS PRESCRIBED ON THE PLANS SHALL BE CLEARLY FLAGGED IN
SCALE IN FEET THE FIELD AND OBSERVED DURING CONSTRUCTION. THE CONTRACTOR SHALL MEET WITH THE
=6.93 AC) A SEPARATE ROW CONSTRUCTION PERMIT OEM OWNER AFTER THE WORK AREA ARE MARKED BUT PRIOR TO START OF WORK.
IS REQUIRED FOR ANY WORK IN PUBLIC ROW 6Wm6iiI
20 0 20 40
7. DOWNSTREAM PROPERTIES WILL BE PROTECTED FROM EROSION AND SEDIMENT DEPOSITION
R/W BOTH DURING AND AFTER DEVELOPMENT BY EMPLOYING TEMPORARY AND PERMANENT BMPS TO rl cl
(D&,qM #5 (D4AM #4 CONTROL THE STORMWATER. �84
REMOVE ALL CONCRETE, ASPHALT Lu 9
SURFACE MONUMENT SURFACE MONUMENT CC 0)
AND CURBS WITHIN CLEARING/WORKING LIMITS. I;i c
SSMH, RIM 13.24 N 298894.04 VERFITY FENCE REMOVAL WITH THE OWNER N 299041.38 8. NO MORE THAN 500 FEET OF UTILITY TRENCHING SKU BE LEFT OPEN ON ANY SITE AT z
E 1258238.40 E 1258373.63 +
' V ONE TIME. WHERE SPACE ALLOWS. MATERIAL REMOVED FROM THE TRENCH WILL BE PLACED cm
/8 NE & SW, CENTER ELEV = 13.33 ELEV = 14.36 ON THE UPHILL SIDE OF THE TRENCHES. IF DEWATERING OF TRENCHES IS REQUIRED, THE C?
C
CHANNEL IF = .4.4
N 33'1 8"E 1 8.49' RELOCATE EX. SIGN
___w �--PERUGCO
W EX. GN -W W
Ld uj
"3 HR A
PARKING"
LINK
KEN AVEL & BROKEN
NCRETE X 12,13 HALT
12.21 4--
0
CONSTRUCTION SITE ENTRANC
0
ASPHALT
ED x 1.77
L E AREA SO TrH x 11.87
U*
L AT FENCE LINE
7' EASE NT
TO P REC. NO.
I N S TA L L OMVMMER z __1 85 0314
CONVEYMCE FOR ASPHALT PHALT
SEDIMENT TRAP
-SEE C4.0 FOR x 12.39
RIMS AND INVERTS
CB, RIM 12.21 CONCRETE
12" HDPE NW, IE 10.0 G+Ek-1 el '00' PAD SPHALT 1
N /
x 11.60
x 12.1 a
-�v
\ \ \ \
INSTALL SILT FRMNC X 11.72
.00.01 EM
.01
0
IRA
HED
AIN LINK
V_*�
"1 04
BURLINGTON NORTHERN SANTA FE RAILROAD
0 a
z
Z
x 11.95
L FF- 13.85
E& 01+'q
0 �SPHALT
01 GRAVEL
0 peo
.1 1 Los
GRAVEL
_EM _HB
STALL INTERCEPTOR SWALE
TEMPORARY SEDIMENT TRAP
(ELEVATIONS 8.0-11.5):
MIN SURFACE AREA=600 SF
MIN. DEPTH=3.5'
OWNER/CONTRACTOR IS RESPONSIBLE
FOR EROSION CONTROL AND DRAINACE
Ld
..m. 0 U) w
lKtNt;M UtWAltKINU ULVit;t WILL UlbUWUL INIU A SEDIMENT TRAP OR SEDIMENT POND. 0 U)
9. ALL POLLUTANTS OTHER THAN SEDIMENT (WHICH IS HANDLED AS NOTED BELOW) THAT
OCCURS ON -SITE DURING CONSTRUCTION SHALL BE HANDLED AND DISPOSED ON IN A MANNER
THAT DOES NOT CAUSE CONTAMINATION OF STORM WATER.
-AL)MIPW=�W-w W
10. IMPLEMENT WET SEASON SPECIAL PROVISIONS FOR ANY CONSTRUCTION DONE BETWEEN
OCTOBER 1 AND APRIL 30 - SEE NOTE ON C2.1.
'o
0 2 2
00 co 11. PROVIDE DUST CONTROL MEASURE THROUGHOUT CONSTRUCTION.
M
nm6=0NCRET=E WALK A
DRI\ WAY APRON 12. PROVIDE SEDIMENT TRAPS WHERE NECESSARY TO PREVENT SILT LADEN RUNOFF FROM
U-MVING THE SITE. USE INTERCEPTOR SWALES TO DIRECT RUNOFF TO TRAPS OR PONDS.
_W_ I
G \EO EO 81 CHAIN LINK 13. PROVIDE AND MAINTAIN CATCH BASIN INLET PROTECTION ON ALL EXISTING CATCH SAS
NN INS
2 AND FOR ALL NEW CATCH BASINS AS THEY ARE INSTALLED.
OFFSET LINE 200' FROM BLKHEAD LINE DEI Gct
14. NO SOILS SHALL REMAIN EXPOSED & UNWORKED FOR MORE THAN 2 DAYS DURING THE
WET SEASON (OCT. I TO APRIL 30) AND ALL SOILS SHALL BE STABILIZED AT THE END OF
THE SHIFT BEFORE A HOLIDAY OR WEEKEND IF NEEDED, BASED ON WEATHER FORECAST.
GRAVEL REFER TO GEOTECHNI�CL -ENGINEERING REPORT GRAVEL
BY LANDAU ASSOCIATES FOR OVEREXC6VATION/ 2. 15. UNTIL FINAL LANDSCAPING IS INSTALLED, ALL DENUDED AREAS SHALL BE ADEQUATELY z
BACKFILL/COMOACION BELOW BUILDING FOGTIORS__ C2. C2..p ED AND PROTECTED TO PREVENT EROSION USING PLASTIC COVERING, DUST CONTROL 0
AND IN PAVEMENT AREAS . MEASURES MD/OR STRAW MULCH AN UCH MEASURES SHALL BE MAINTAINED.
x 14,0S
16. CONTRACTOR SHALL REINSCTATE INAREAS THAT ARE DAMAGED BY CONSTRUCTION (D
0 z z
0 TRAFFIC AT THE compLEITON OF CONSTRUCTION.
C14
r- <
0
<
L pqh
LiJ
,I
x 13.23 N
- I < CLEARING/WDRKING LIMITS
(D w
r3
�CIV
I GRAVEL 1,3 ___ GRAVEL F
8' CHAIN LINK ATOP CONCF
INSTALL SILT FENCE
HB EM EO
RETAINING WALL
BURLINGTON NORTHERN SANTA FE RAILROAD
DEMOLITION NOTES:
1. PRIOR TO ANY SITE PREPARATION, DEMOLITION OR CONSTRUCTION, EROSION CONTROL MEASURES MUST BE
IN PLACE.
2. SITE PREPARATION SHALL INCLUDE THE REMOVAL OF ALL OLD FOUNDATIONS AND TOPSOIL WHERE
ENCOUNTERED. ONCE THE SITE DEMOLITION IS COMPLETE, INITIAL EXCAVATION MAY BEGIN.
3. PREVIOUSLY AND NEWLY ABANDONED U11UTIES SHALL BE PLUGGED AND REMOVED IN AREAS OF EXCAVATION
OR UNDER NEW BUILDING, AS REQUIRED BY THE CITY.
4. CLEARLY MARK ON AS -BUILT DRAWINGS THE LOCATIONS OF ALL UTILITIES ENCOUNTERED DURING
CONSTRUCTION THAT WILL REMAIN ON SITE. NOTE WHETHER UTILITY IS ACTIVE OR ABANDONED.
5. COORDINATE DEMOLITION OF ELECTRICAL LINES AND RELOCATION OR REMOVAL OF POWER POLES WITH
SNOHOMISH COUNTY PUDA
6. SITE PREPARATION SHALL ALSO INCLUDE THE REMOVAL OF ALL TREES, BRUSH, DEBRIS, AND ANY OTHER
DELETERIOUS MATERIALS WITHIN THE CLEARING LIMITS.
7. TREES TO REMAIN THAT ARE WITHIN THE CLEARING LIMITS ARE SPECIFICALLY NOTE D AND SHALL BE
PROTECTED BY A TEMPORARY CONSTRUCTION FENCE INSTAH ED AT THE DRIP LINE OF EACH TREE.
8. PRESERVE & PROTECT ALL EXISTING UTILITIES UNLESS NOTED OTHERWISE.
9. SAWCUT ALL ASPHALT AND CONCRETE AT REMOVAL AND RESTORATION LIMITS.
10. SEE ARCHITECTURAL, MECHANICAL & El ECTRICAL PLANS FOR ADDITIONAL DEMOLITION REQUIREMENTS.
11. CONTRACTOR SHALL USE OWNER PROVIDED ELECTRONIC FILE TO STAKE THE CLEARING LIMITS.
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DAM
BY.
MY ENGINEERING DIVISION
N,�
JOB NO.
13055
VVAHNth NU: U l?JL
N, Ne v N,
'v v
'ON SEQUENCE NOTES
1. SCHEDULE A PRE-CONSTRUC77ON MEETING WITH CITY ENGINEERING DIVISION AT 425-771-0220, EXT. 1326. TWO DAY (48 HR)
N0710E IS REQUIRED. I
Z REWEW TEMPORARY EROSION AND SEDIMENT CONTROL NOTES.
3. CAU FOR U77LITY LOCATES.
4. INSTALL 7ESC MEASURES (CATCH BASIN PROTECTION. PERIMETER PROTECTION, CONSTRUC77ON ENTRANCE, SEDIMENT TRAP,
ETC) AND MAINTAIN DUST CONTROL WHILE PREVENTING DISTURBANCE OF ANY AREAS OF VEGETA77ON OUTSIDE THE CONSTRUC77ON
ZONE.
5. HAVE EROSION CONTROL MEASURES INSPECTED BY C17Y OF EDMONDS CITY ENGINEERING INSPECTOR AU TEMPORARY
SEDIMENTA77ON AND EROSION CONTROL ME4SURES MUST BE IN PLACE AND INSPECTED PRIOR TO ANY CONSTRUC77ON OR S17E
CLEARING. EROSION AND SEDIMENTA77ON CONTROL PRAC77CES ANDIOR DEWCES SHALL BE MAINTAINED UN77L PERMANENT
VEGErATION IS ESTABLISHED.
6. DEMOLISH EXIS77NG STRUCTURES.
7. ROUGH GRADE SITE AS REQUIRED TO INSTALL DR41NAGE FEATURES.
CLEAR, GRUB & ROUGH GRADE SITE. REVEGErATE DISTURBED AREAS NOT SUBJECT TO ADDITIONAL SURFACE DISTURa4NCE
IMMEDIATELY AFTER ROUGH GRADING (OTHER EXPOSED AREAS SHALL BE
STABILIZED PER EROSION CONTROL NOTES BELOW).
9. INSTALL U77LMES AND OTHER SITE IMPROVEMENTS, INCLUDING FRONTAGE IMPROVEMENTS
10. STA131LJZE AND COMPOST AMEND ALL EXPOSED SOILS PRIOR TO REVEGETATION OF EN77RE SITE.
11. ESTABLISH LANDSCAPING AND PERMANENT VEGETATION. ALL TEMPOR4RY EROSION CONTROL MEASURES SHALL BE REMOVED
UPON FINAL SITE STABILIZ477ON AND APPROVAL BY CITY INSPECTOR.
SILT FEN
1. PURPOSE USE OF A SILT FENCE REDUCES THE TRANSPORT OF COARSE SEDIMENT FROM A CONSTRUC77ON SITE BY
PROVIDING A TEMPORARY PHYSICAL BARRIER TO SEDIMENT AND REDUCING THE RUNOFF VELOCITIES OF OVERLAND FLOW.
STANDARD EROSION CONTROL NO
1. APPROVAL OF THIS EROSION AND SEDIMENTA77ON CONTROL (ESC) PLAN DOES NOT CONSTITUTE AN APPROVAL OF
PERMANENT ROAD OR DRAJNAGE DESIGN (E.G., SIZE AND LOCATION OF ROADS, PIPES, RESTRICTORS, CHANNELS,
RETEN77ON FACILITIES, UTILITIES, ETC.).
2. THE IMPLEMENTATION OF THESE ESC PLANS AND THE CONSTRUCTION, MAINTENANCE, REPLACEMENT AND UPGRADING
OF THESE ESC FACILITIES IS THE RESPONSIBILITY OF THE CONTRACTORIESC SUPERVISOR UN77L ALL CONSTRUC77ON IS
COMPLETED AND APPROVED AND VEGETATIONILANDSCAPING IS ESTABLISHED.
3. THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN SHALL BE CLEARLY FLAGGED IN THE FIELD PRIOR
TO CONSTRUCTION. DURING THE CONSTRUCTION PERIOD, NO DISTURBANCE BEYOND THE CLEARING LIMITS SHALL BE
PERMITTED. 774E CLEARING UM17-S SHALL BE M41NTAINED BY THE CONTRACTORIESC SUPERWSOR FOR THE DURATION OF
CONSTRUCTION.
4. THE ESC FACILITIES SHOWN ON THIS PLAN MUST BE CONSTRUCTED IN CONJUNC71ON WITH ALL CLEARING AND
GRADING ACTIVITIES, AND IN SUCH A MANNER AS TO ENSURE THAT SEDIMENT AND SEDIMENT LADEN WATER DO NOT
ENTER THE DR41NAGE SYSTEM, ROADWAYS, OR VIOLATE APPLICABLE WATER STANDARDS.
5. THE ESC FACIU77ES SHOWN ON THIS PLAN ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED SITE CONDITIONS.
DURING THE CONSTRUC77ON PERIOD, THESE ESC FACILITIES SHALL BE UPGRADED AS NEEDED FOR UNEXPECTED STORM
EVENTS AND TO ENDURE THAT SEDIMENT AND SEDIMENT LADEN WATER DO NOT LEAVE THE SITE.
6. THE ESC FACILITIES SHALL BE INSPECTED DAILY BY THE CONTRACTORIESC SUPERVISOR AND MAINTAINED TO ENSURE
CON77NUED PROPER FUNCTIONING.
7. THE ESC FACIU77ES ON INACTIVE S17ES SHALL BE INSPECTED AND h(AINTAINED A MINIMUM OF ONCE A MONTH OR
WITHIN THE 48 HOURS FOLLOWING A MAJOR STORM EVENT.
8. AT NO 77ME SHALL MORE THAN ONE (1) FOOT OF SEDIMENT BE ALLOWED TO ACCUMULATE' WITHIN A TRAPPED CATCH
BASIN. ALL CATCH BASINS AND CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING. THE CLEANING OPERATION
SHALL NOT FLUSH SEDIMENT -LADEN WATER INTO THE DOWNSTREAM SYSTEM.
9. STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED
FOR THE DURA77ON OF THE PROJECT. ADDITIONAL MEASURES MAY BE REQUIRED TO INSURE THAT ALL PAVED AREAS ARE
ferUr M rA MCP 7Ur ni 110AM nC' 7Ur 1010n irf%r
2. CONDITIONS OF USE:
A. SILT FENCE MAY BE USED DOWNSLOPE OF ALL DISTURBED AREAS.
B. SILT FENCE IS NOT INTENDED TO TREAT CONCENTRATED FLOWS, NOR IS IT INTENDED TO TREAT SUBSTAN77AL 10. PRIOR TO THE BEGINNING OF THE WET SEASON (OCT. 1). ALL DISTURBED AREAS SHALL BE REVIEWED TO IDEN77FY
AMOUNTS OF OVERLAND FLOW. ANY CONCENTRATED FLOWS MUST BE CONVEYED THROUGH THE DRAINAGE SYSTEM TO A WHICH ONES CAN BE SEEDED IN PREPAR477ON FOR THE WINTER R41NS DISTURBED AREAS SHALL BE SEEDED WITHIN
SEDIMENT POND. THE ONLY CIRCUMSTANCE IN WHICH OVERLAND FLOW CAN BE TREATED SOLELY BY A SILT FENCE, ONE WEEK OF THE BEGINNING OF THE WET SEASON. A SKETCH MAP OF THOSE AREAS TO BE SEEDED AND THOSE
RATHER THAN BY A SEDIMENT POND, IS WHEN THE AREA DR41NING TO THE FENCE IS ONE ACRE OR LESS AND FLOW AREAS TO REMAIN UNCOVERED SHALL BE SUBMITTED TO THE PERMITTING AGENCY INSPECTOR. THE AGENCY INSPECTOR
R47ES ARE LESS THAN 0.5 CFS. CAN REQUIRE SEEDING OF ADDITIONAL AREAS IN ORDER TO PROTECT SURFACE WATERS, ADJACENT PROPERTIES, OR
et oil *r =Alf%Elc Curti H n Atnr or* f%nKlelml Il'%=n IM C=rAlIC nP I ICC*n IM V-CUA1017n nrrri4F4 T14FY APIr AfnT AN DRAINAGE FACILITIES.
ADEQUATE METHOD OF SILT CONTROL FOR ANYTHING DEEPER THAN SHEET OR OVERLAND FLOW.
4. MAINTENANCE STANDARDS:
3. INSTALLA77ON SPECIFICATIONS.-
A. ANY DAMAGE SHALL BE REPAIRED IMMEDIATELY.
A. DR41NAGE AREA OF 1 ACRE OR LESS IN COMBINA77ON WITH SEDIMENT BASIN IN A LARGER SITE.
B. IF CONCENTRATED FLOWS ARE EVIDENT UPHILL OF THE FENCE, THEY MUST
B. MAXIMUM SLOPE STEEPNESS (NORMALIPERPENDICULAR TO FENCE LINE) 1H.-lV.
BE INTERCEPTED AND CONVEYED TO A SEDIMENT POND.
C. MAXIMUM SHEET OR OVERLAND FLOW PATH LENGTH TO THE FENCE OF 100 FEET.
C. IT IS IMPORTANT TO CHECK THE UPHILL SIDE OF THE FENCE FOR SIGNS OF
D. NO FLOWS GREATER THAN 0.50 CFS.
THE FENCE CLOGGING AND ACTING AS A BARRIER TO FLOW AND 774EN CAUSING
E. THE GEOTEX77LE USED MUST MEET THE FOLLOWING STANDARDS. ALL GEOTEXTILE PROPER77ES LISTED BELOW ARE
cHANNEUZA77ON OF FLOWS PARALLEL To THE FENCE. IF THIS OCCURS, REPLACE THE
MINIMUM AVERAGE ROLL VALUES.
FENCE OR REMOVE 774E TRAPPED SEDIMENT.
POLYMERIC MESH AOS (ASTM D4751) 0.60 MM MAXIMUM FOR SLIT FILM WOVENS &30 SIEVE).
D. SEDIMENT DEPOSITS SHALL EITHER BE REMOVED WHEN THE DEPOSIT
0.30 MM MAXIMUM FOR OTHER GEOTEX77LE TYPES (#50 SIEVE).
REACHES APPROXIMATELY ONE-THIRD THE HEIGHT OF THE SILT FENCE, OR A SECOND
0.15 MM MINIMUM FOR ALL FABRIC TYPES (#100 SIEVE).
SILT FENCE SHALL BE INSTALLED.
WATER PERMITTIVITY' (ASTM D4491) 0.02 SEC-1 MINIMUM
E. IF THE FILTER FABRIC (GEOTEXTILE) HAS DETERIORATED DUE TO. ULTRAVIOLET
GRAB TENSILE STRENGTH (ASTM D4632) 180 LBS. MM. FOR EXTRA STRENGTH FABRIC
BREAKDOWN, IT SHALL BE REPLACED.
1 100 LBS. MM. FOR STANDARD STRENGTH FABRIC
SILT FENCE - GENERAL NO
GRAB TENSILE ELONGA77ON(AS7M D4632) 30% MAX.
ULTRAVIOLET RESISTANCE (ASTM D4355) 7OX MM.
1. THE CONTRACTOR SHALL INSTALL AND MAINTAIN TEMPORARY SILT FENCES AT THE
F. STANDARD STRENGTH FABRIC REQUIRES SHALL BE SUPPORTED WITH WIRE MESH, CHICKEN WIRE, 2-INCH x
LOCA77ONS SHOWN ON THE PLANS. THE SILT FENCES SHALL BE CONSTRUCTED IN THE
2-INCH WIRE, SAFETY FENCE, OR JUTE MESH TO INCREASE THE STRENGTH OF THE FABRIC. SILT FENCE MATERIALS
AREAS OF CLEARING, GRADING OR DRAINAGE PRIOR TO STAR77NG THOSE ACTWMES. A
ARE AVAILABLE THAT HAVE SYNTHE77C MESH BACKING ATTACHED.
SILT FENCE SHALL NOT BE CONSIDERED TEMPORARY IF THE SILT FENCE MUST FUNC77ON
G. FILTER FABRIC MATERIAL SHALL CONTAIN ULTRAVIOLET RAY INHIBITORS AND STABILIZERS TO PROVIDE A MINIMUM
BEYOND THE LIFE OF THE CONTRACT. THE SILT FENCE SHALL PREVENT SOIL CARRIED
OF 6 MONTHS OF EXPECTED USABLE CONSTRUCTION LIFE AT A 7EMPER477JRE RANGE OF O*F. TO 1207.
BY RUNOFF WATER FROM GOING BENEATH, THROUGH, OR OVER THE TOP OF THE SILT
H. 100 PERCENT BIODEGRADABLE SILT FENCE IS AVAILABLE THAT IS STRONG, LONG LASTING, AND CAN BE LEFT IN
FENCE, BUT SHALL ALLOW WATER TO PASS THROUGH THE FENCE.
PLACE AFTER THE PROJECT IS COMPLETED, IF PERM17TED BY LOCAL REGULATIONS.
2. THE MINIMUM HEIGHT OF THE TOP OF SILT FENCE SHALL BE 2 FEET AND THE
MAXIMUM HEIGHT SHALL BE 2-112 FEET ABOVE THE ORIGINAL GROUND SURFACE.
3. THE GEOTEXTILE SHALL BE SEWN TOGETHER AT THE POINT OF MANUFACTURE, OR AT
AN APPROVED LOCA77ON AS DETERMINED BY THE ENGINEER, TO FORM GEOTEkTILE
LENGTHS AS REQUIRED ALL SEWN SEAMS SHALL BE LOCATED AT A SUPPORT POST.
ALTERNATIVEL.Y, TWO SEC77ONS OF SILT FENCE CAN BE OVERLAPPED, PROVIDED THE
FILTER FABRIC
CONTRACTOR CAN DEMONSMTE, To THE SA77SFAC77ON OF THE ENGINEER, THAT THE
SECURED TO 2' X 2'
14 GA, WIRE FABRIC
OVERLAP IS LONG ENOUGH AND THAT THE ADJACENT FENCE SEC77ONS ARE CLOSE
EQUAL
ENOUGH TOGETHER TO PREVENT SILT LADEN WATER FROM ESCAPING THROUGH THE
FENCE AT THE OVERLAP.
2' X 2' WOOD OR
4. THE GEOTEXTILE SHALL BE ATTACHED ON THE UP -SLOPE SIDE OF THE POSTS AND
SUPPORT SYSTEM WITH STAPLES, WIRE, OR IN ACCORDANCE WITH THE MANUFACTURER'S
RECOMMENDATIONS THE GEOTEXTILE SHALL BE ATTACHED TO THE POSTS IN A MANNER
THAT REDUCES THE POTENIZAL FOR GEOTEXTILE TEARING AT THE STAPLES, WIRE OR
OTHER CONNEC77ON DEVICE. SILT FENCE BACK-UP SUPPORT FOR THE GEOTEXTILE IN
THE FORM OF A WIRE OR PLASTIC MESH IS DEPENDENT ON THE PROPER77ES OF THE
1
GEOTE)MLE SELECTED FOR USE. IF WIRE OR PLAS77C B4CK-UP MESH IS USED, THE
8'- 12'
MESH SHALL BE FASTENED SECURELY TO THE UP -SLOPE OF THE POSTS W17H THE
GEOTEX77LE BEING UP -SLOPE OF THE MESH BACK-UP SUPPORT.
5. THE FENCE POSTS SHALL BE PLACED OR DRIVEN A MINIMUM OF 18-INCHES. A
MINIMUM DEPTH OF 12 INCHES IS ALLOWED IF TOPSOIL OR OTHER SOFT SUBGRADE SOIL
IS NOT PRESENT AND A MINIMUM DEPTH OF 18-INCHES CANNOT BE REACHED. FENCE
80
FILTER FABRIC MATERIAL IN
POST DEPTHS SHALL BE INCREASED BY 6 INCHES IF THE FENCE IS LOCATED ON SLOPES
CONTINOUS ROLLS. USE STAPLES
OF 3H.-IV OR STEEPER AND THE SLOPE IS PERPENDICULAR TO THE FENCE. IF REQUIRED
PLACE 3/4'-1.5' W ASHED GRAVEL IN OR WIRE RINGS TO ATTACH
POST DEPTHS CANNOT BE OBTAINED, 774E POSTS SHALL BE ADEQUATELY SECURED BY
THE TRENCH AND ON BOTH SIDES OF
FABRIC TO WIRE,
BRACING OR GUYING TO PREVENT OVERTURNING OF THE FENCE DUE TO SEDIMENT
FILTER FABRIC FENCE ON THE SURFACE.
LOADING.
6. SILT FENCES SKALL BE LOCATED ON CONTOUR AS MUCH AS POSSIBLE, EXCEPT AT
THE ENDS OF THE FENCE, WHERE 774E FENCE SHALL BE TURNED UPHILL SUCH THAT THE
C)
I
I
WIRE MESH SUPPORT FENPE
SILT FENCE CAPTURES THE RUNOFF WATER AND PREVENTS WATER FROM FLOWING
I
�u
TO SUPPORT FILTER FAMIC.
AROUND THE END OF THE FENCE.
Z IF THE FENCE MUST CROSS'CONTOURS, WITH 774E EXCEP77ON OF 774E ENDS OF 774E
mo
FENCE, GRAVEL CHECK DAMS PLACED PERPENDICULAR TO THE BACK OF THE FENCE
SHALL BE USED TO MINIMIZE CONCENTRATED FLOW AND EROSION ALONG THE aACK OF
I Tml- 1
THE FENCE. THE GRAVEL CHECK DAMS SHALL BE APPROXIMATELY I -FOOT DEEP AT THE
- - - - - - - - - - - --
BACK OF THE FENCE. IT SHA" BE CON77NUED PERPENDICULAR TO THE FENCE AT THE
BURY BOTTOM OF FILTER
SAME EUVA77ON UN77L THE TOP OF THE CHECK DAM INTERCEPTS THE GROUND
MATERIAL 8' TO 12'
SURFACING BASE COURSE, GRAVEL a4CKFILL FOR WALLS; OR SHOULDER BALLAST. THE
6' MAX.
GRAVEL CHECK DAMS SHALL BE LOC47-ED EVERY 10 FEET ALONG THE FENCE WHERE THE
Li
4,
FENCE MUST CROSS CONTOURS THE SLOPE OF THE FENCE LINE WHERE CONTOURS
MUST BE CROSSED SHALL NOT BE STEEPER 774AN 3H.- IV.
CONTRACTOR/DEVELOPER SHALL MAINTAIN AND REPLACE
STRAW BALES TO INSURE PROPER EROSION CONTROL,
WE
ljqg-oa�
I qqfj
2' X 2' WOOD POSTS OR
EQUIVALENT
CITY INSPECTION REQUIRED ON ALL
EROSION CONTROL METHODS BEFORE
OTHER WORK CAN BEGIN,
N-0
E. D. NA ''0..
mow
STANDARD DETAIL
FLO FM FEWE FILTUTM SMMS
DATE 7/24/01 1 SCALE NTS I DWG No' E1.1
8. WOOD, STEEL, OR EQUIVALENT POSTS SHALL BE USED. WOOD POSTS SHALL HAVE
MINIMUM DIMENSIONS OF 2 INCHES BY 2 INCHES BY 3 FEET MINIMUM LENGTH, AND
SHALL BE FREE OF DEFECTS SUCH AS KNOTS, SPLITS, OR GOUGES. STEEL POS7S
SHALL CONSIST OF EITHER SIZE NO. 6 REBAR OR LARGER, AS7M A 120 STEEL PIPE WITH
A MINIMUM DIAMETER OF 1 -INCH, U, T, L, OR C SHAPE STEEL POSTS WITH A MINIMUM
WEIGHT OF 1.35 LBSIFT OR 0774ER STEEL POSTS HAVING EQUIVALENT STRENGTH AND
BENDING RESISTANCE TO THE POST SIZES LISTED THE SPACING OF THE SUPPORT
POSTS SHALL BE A MAXIMUM OF SIX FEET.
9. FENCE BACK-UP SUPPORT, IF USED, SHALL CONSIST OF STEEL WIRE WITH A
MAXIMUM MESH SPACING OF 2-INCHES, OR A PREFABRICATED POLYMERIC MESH. THE
STRENGTH OF THE WIRE OR POLYMERIC MESH SHALL BE EQUIVALENT TO OR GREATER
THAN 180 LBS. GRAB TENSILE STRENGTH. THE POLYMERIC MESH MUST BE AS
RESISTANT TO ULTRAWOLET RAD1477ON AS THE GEOTEXTILE IT SUPPORTS.
COE/DOE BMP C233
1 ) N.T.S.
MAWTENANCE REQ
1. ALL TEMPORARY AND
WET SEASON SPECIAL PROVISIONS:
1. ANY SITE WITH EXPOSED SOILS DURING THE WET SEASON (OCTOBER 1 TO APRIL 30) SHALL BE
PERMANENT EROSION AND
SUBJECT TO THE SPECIAL PROVISIONS BELOW. IN ADDITION TO THE ESC COVER MEASURES, THESE
SEDIMENT CONTROL BMPS
PROVISIONS INCLUDE COVERING ANY NEWLY SEEDED AREAS WITH MULCH AND IDENTIFYING AND SEEDING
SHALL BE MAINTAINED AND
AS MUCH DISTURBED AREA AS POSSIBLE PRIOR TO SEPTEMBER 23 IN ORDER TO PROVIDE GRASS
REPAIRED AS NEEDED TO
COVER FOR THE WET SEASON.
ASSURE CON77NUED
PERFORMANCE OF THEIR
2. THE ALLOWED TIME THAT A DISTURBED AREA CAN REMAIN UNINORKED WITHOUT COVER MEASURES
INTENDED FUNCTION. AH
IS REDUCED TO TWO DAYS, RATHER THAN SEVEN.
MAINTENANCE AND REPAIR
SHALL BE CONDUCTED IN
3. STOCKPILES AND STEEP CUT AND FILL SLOPES ARE TO BE PROTECTED F UNWORKED FOR MORE
ACCORDANCE WITH BMPS.
THAN 12 HOURS.
Z SEDIMENT CONTROL BMPS
4. COVER MATERIALS SUFFICIENT TO COVER ALL DISTURBED AREAS SHALL BE STOCKPILED ON SITE.
SHALL BE INSPECTED WEEKLY
OR AFTER A
5. ALL AREAS THAT ARE TO BE UNWORKED DURING THE WET SEASON SHALL BE SEEDED WITHIN ONE
RUNOFF -PRODUCING STORM
WEEK OF THE BEGINNING OF THE WET SEASON.
EVENT DURING THE DRY
SEASON AND DAILY DURING
6. MULCH IS REQUIRED TO PR07ECT ALL SEEDED AREAS.
THE WET SEASON.
Z FIFTY LINEAR FEET OF SILT FENCE (AND THE NECESSARY STAKES) PER ACRE OF DISTURBANCE
3. ALL TEMPORARY EROSION
MUST BE STOCKPILED ON SITE.
AND SEDIMENT CONTROL BMPS
SHALL BE REMOVED WITHIN 30
8. CONSTRUC77ON ROAD AND PARKING LOT STA131LIZA77ON ARE REQUIRED FOR ALL SITES UNLESS THE
DAYS AFTER FINAL SITE
SITE IS UNDERLAIN BY COARSE -GRAINED SOIL
STABIL12ATION IS ACHIEVED OR
AFTER THE TEMPORARY BMPS
9. SEDIMENT RETEN77ON IS REQUIRED UNLESS NO OFFSITE DISCHARGE IS ANTICIPATED FOR THE
ARE NO LONGER NEEDED.
SPECIFIED DESIGN FLOW.
TRAPPED SEDIMENT SHALL BE
REMOVED OR STABILIZED ON
10. SURFACE WATER CONTROLS ARE REQUIRED UNLESS NO OFFSITE DISCHARGE IS ANTICIPATED FOR
SITE. DISTURBED SOIL AREAS
THE SPECIFIED DESIGN FLOW.
RESUL77NG FROM REMOVAL OF
BMPS OR VEGETA77ON SHALL
11. PHASING AND MORE CONSERVA77VE BMPS MUST BE EVALUATED FOR CONSTRUCTION ACTIVITY NEAR
BE PERMANENTLY STABILIZED.
SURFACE WATERS.
12. ANY RUNOFF GENERATED BY DEWATERING SHALL BE TREATED THROUGH CONSTRUCTION OF A
SEDIMENT TRAP WHEN 774ERE IS SUFFICIENT SPACE OR BY RELEASING THE WATER TO A
WELL -VEGETATED, GENTLY SLOPING AREA. SINCE PUMPS ARE USED FOR DEWATERING, IT MAY BE
POSSIBLE TO PUMP THE SEDIMENT -LADEN WATER WELL AWAY FROM THE SURFACE WATER SO THAT
VEGETA77ON CAN BE MORE EFFECTIVELY U77UZED FOR TREATMENT. A STRAW BALE FILTER SHALL BE
PLACED AROUND THE DISCHARGE FROM THE DEWATERING PUMP. IF THERE IS NOT SPACE FOR A
SEDIMENT TRAP OR 25 FEET OF SUITABLE VEGETATION, OTHER FILTRA77ON METHODS SHALL BE
REQUIRED.
SURFACE AREA DETERMINED
AT TOP OF WEIR 4' MIN.
I MIN. OVERFLOW
11' MIN.
1 ' MIN.
3.51-5* 1.5' MIN.
FLAT BOTTOM
NOTE: TRAP MAY BE FORMED BY BERM OR BY
PARTIAL OR COMPLETE EXCAVATION
NATIVE SOIL OR
COMPACTED BACKFILL
GEOTEXTILE
3/4'0-1.510 2"-4"ROCK
WASHED GRAVEL
GEOTEXTILE
DISCHARGE TO STABILIZED
CONVEYANCE, OUTLET OR
LEVEL SPREADER
CROSS SECTION
6' MIN.
1' MIN. DEPTH OVERFLOW SPILLWAY
MIN. V DEPTH
2"-4" ROCK
MIN. 1',DEPTH 3/4
WASHED GRAVEL
TRAP OUTLET
DOE BMPC240
SEDIMENT TRAP
2T�� N.T.S.
SEDIMENT TRAP
1. PURPOSE A SEDIMENT TRAP IS A SMALL TEMPORARY
PONDING AREA WITH A GRAVEL OUTLET USED TO COLLECT AND
STORE SEDIMENT FROM SITES CLEARED ANDIOR GRADED DURING
CONSTRUCTION. SEDIMENT TRAPS, ALONG W1774 OTHER
PERIMETER CONTROLS, SHALL BE INSTALLED BEFORE ANY LAND
DISTURBANCE TAKES PLACE IN THE DRAINAGE AREA.
2. CONDITIONS OF USE:
A. PRIOR TO LEAVING A CONSTRUCTION SITE; STORMWATER
RUNOFF MUST PASS THROUGH A SEDIMENT POND OR TRAP OR
OTHER APPROPRIATE SEDIMENT REMOVAL BMP
NON -ENGINEERED SEDIMENT TRAPS MAY BE USED ON -SITE
PRIOR TO AN ENGINEERED SEDIMENT TRAP OR POND TO
PROVIDE ADDITIONAL SEDIMENT REMOVAL CAPACITY
B. IT IS INTENDED FOR USE ON SITES WHERE THE
TRIBUTARY DRAINAGE AREA IS LESS THAN 3 ACRES, WITH NO
UNUSUAL DR41NAGE FEATURES, AND A PROJECTED BUILD -OUT
77ME OF SIX MONTHS OR LESS. THE SEDIMENT TRAP IS A
TEMPORARY MEASURE (WITH A DESIGN LIFE OF APPROXIMATELY
6 MONTHS) AND SHALL BE MAINTAINED UN77L THE SITE AREA IS
PERMANENTLY PR07ECTED AGAINST EROSION BY VEGETA77ON
ANDIOR STRUCTURES.
C. ALL PROJECTS THAT ARE CONSTRUCTING PERMANENT
FACILITIES FOR RUNOFF QUANTITY CONTROL SHOULD USE THE
ROUGH -GRADED OR FINAL -GRADED PERMANENT FACILITIES FOR
TRAPS AND PONDS THIS INCLUDES COMBINED FACILITIES AND
INFILTRA77ON FACILITIES. WHEN PERMANENT FACILITIES ARE
USED AS TEMPORARY'SEDIMENTA77ON FACILITIES, THE SURFACE
AREA REQUIREMENT OF A SEDIMENT TRAP OR POND MUST BE
MET. IF THE SURFACE AREA REQUIREMENTS ARE LARGER 774AN
THE SURFACE AREA OF THE PERMANENT FACIM THEN THE
TRAP OR POND SHALL BE ENLARGED TO COMPLY WITH THE
SURFACE AREA REQUIREMENT. THE PERMANENT POND SHALL
ALSO BE DIVIDED INTO TWO CELLS AS REQUIRED FOR SEDIMENT
PONDS.
3. INSTALLATION SPECIFICATIONS:
A. TO AID IN DETERMINING SEDIMENT DEPTH, ALL SEDIMENT
TRAPS SHALL HAVE A STAFF GAUGE WITH A PROMINENT MARK
1-FOOT ABOVE THE BOTTOM OF THE TRAP.
4. MAINTENANCE STANDARDS:
A. SEDIMENT SHALL BE REMOVED FROM THE TRAP WHEN IT
R94CHES 1 FOOT IN DEPTH.
B. ANY DAMAGE TO THE TRAP EMBANKMENTS OR SLOPES
SHALL BE REPAIRED.
MATERIALS ON HAND
I. PURPOSE: QUANTITIES OF EROSION PREVEN77ON AND SEDIMENT CONTROL MATERIALS CAN BE KEPT ON THE PROJECT S17E AT ALL 77MES TO BE USED FOR EMERGENCY
SITUATIONS SUCH AS UNEXPECTED HEAVY SUMMER R4INS. HAVING THESE MATERIALS ON -SITE REDUCES THE TIME NEEDED To IMPLEMENT BMPS WHEN INSPEC77ONS
INDICATE THAT EXIS77NG SMPS ARE NOT MEE77NG THE EROSION AND SEDIMENT CONTROL PLAN, REQUIREMENTS.
2. CONDITIONS OF USE:
A. CONSTRUCTION PROJECTS OF ANY SIZE OR TYPE CAN BENEFIT FROM HAVING MATERIALS ON HAND.
B. MATERIALS ARE STOCKPILED AND READILY AVAILABLE BEFORE ANY SITE CLEARING, GRUBBING OR EARTHINORK BEGINS.
C. IF STORAGE SPACE AT THE PROJECT SITE IS AT A PREMIUM, THE CONTRACTOR COULD MAINTAIN THE MATERIALS AT THEIR OFFICE OR YARD. THE OFFICE OR YARD
MUST BE LESS THAN 1 HOUR FROM THE PROJECT SITE.
3. INSTALLA77ON SPECIFICATIONS.- DEPENDING ON PROJECT TYPE, SIZE, COMPLEXR)� AND LENGTH, MATER14LS
AND QUANT177ES WILL VARY. A GOOD MINIMUM THAT WILL COVER NUMEROUS SITUA77ONS INCLUDES.
CLEAR PLASTIC, 6 MIL
100 FOOT ROLL
1-2
DRAINPIPE, 6 OR 8* D14.
25 FOOT SECTION
4-6
SANDBAGS, FILLED
EACH
25-50
STRAW BALES FOR MULCHING
APPROX. 50# EACH
10-20
QUARRY SPALLS
TON
2-4
WASHED GRAVEL
CUBIC YARD
2-4
GEOTEX77LE FABRIC
100 FOOT ROLL
1-2
CATCH BASIN INSERTS
EACH
2-4
STEEL *r POSTS
EACH
12-24 A,
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATE:
4. MAINTENANCE STANDARDS:
A. ALL MATER14LS WITH THE EXCEPTION OF QUARRY SPAUS, STEEL *r POSTS, AND GRAVEL SHOULD BE KEPT COVERED
AND OUT OF BOTH SUN AND RAIN.
B. RE -STOCK MATERIALS USED AS NEEDED.
NO_n
DOE BMP C150
ERIALS ON HAND
RJVER
ii� A All
VIZ f5e' 1-:VA1',11V11\1C:;�
2709 JAHN AVENUE NW -SUITE H-5-GIG HARBOR, WA 98335
TEL (253)858-8577 -FAX (253) 858-8579
It
z
q. u) CD CD
f'- 00 (n
z = z
=0555 a000
0 rn C5
ui uj w w ui w ui
w = = m m = m w w m
CD
a
a
0
cq
ui
cc a, cD
ul
I
C?
8 ul
F Ez- G 2
SUlt DING DEPARTMENT
CITY c'F EDMONDS
fti
I W -�
0 lz it I iq
DRAWN
B.A.S.
CHECKED
G.E.W.
DATE
11/22/1;5
semi
N.T.S.
JOB NO.
13m
EROSION AND
SEDIMENT CTRL
DETAILS & NOTES
% '2.'1
4aj
WARNER NO: 018012
TEMPORARY AND -PERMANENT SEED
1. PURPOSE: SEEDING IS INTENDED To REDUCE EROSION BY STABILIZING EXPOSED SOILS. A
WEU-ESTABLISHED VEGETA77VE COVER IS ONE OF THE MOST EFFEC77VE METHODS OF REDUCING EROSION.
2. COND17IONS OF USE.'
A. SEEDING SHALL BE USED THROUGHOUT THE PROJECT ON DISTURBED AREAS THAT HAVE REACHED
FINAL GRADE OR THAT WILL REMAIN UNWORKED FOR MORE THAN 30 DAYS.
B. CHANNELS THAT WILL BE VEGETATED SHOULD BE INSTALLED BEFORE MAJOR EARTHWORK AND
HYDROSEEDED WITH A BONDED F7BER MATRIX THE VEGETA77ON SHOULD BE WELL -ESTABLISHED (I.E. 757.
COVER) BEFORE WATER IS ALLOWED TO FLOW INTO THE DffCH- WITH CHANNELS 774AT WILL HAVE HIGH
FLOWS* EROSION CONTROL BLANKETS SHOULD BE INSTALLED OVER THE HYDROSEED. IF VEGETA77ON
CANNOT BE ESTABLISHED FROM SEED BEFORE WATER IS ALLOWED IN THE DITCH, SOD SHOULD BE
INSTALLED IN THE BOTTOM OF THE DITCH OVER HYDROMULCH AND BLANKETS.
C. RETEN770NIDETEN77ON PONDS SHALL BE SEEDED AS REQUIRED.
D. MULCH IS REQUIRED AT ALL TIMES BECAUSE IT PROTECTS SEEDS FROM HEAT, MOISTURE LOSS, AND
TRANSPORT DUE TO RUNOFF.
E. ALL DISTURBED AREAS SHALL BE REVIEWED IN LATE AUGUST TO EARLY SEPTEMBER AND ALL SEEDING
SHOULD BE COMPLETED By THE END OF SEPTEMBER. OTHERWISE VEGETATION WILL NOT ESTABLISH ITSELF
ENOUGH TO PROVIDE MORE THAN AVERAGE PROTECTION.
F. AT FINAL SITE STABILIZATION, ALL DISTURBED AREAS NOT OTHERWISE VEGETATED OR STABILIZED
SHALL BE SEEDED AND MULCHED. FINAL STABILIZATION MEANS THE COMPLE77ON OF ALL SOIL DISTURBING
ACTIVITIES AT THE SITE AND THE ESTABLISHMENT OF A PERMANENT VEGETATIVE COVER, OR EQUIVALENT
PERMANENT STABILIZ477ON MEASURE (SUCH AS PAVEMENT, RIPP.4P, GABIONS OR GEOTEXTILES) WHICH WILL
PREVENT EROSION.
3. INSTALLATION SPECIFICATIONS
A. THE OPTIMUM SEEDING WINDOWS FOR WESTERN WASHINGTON ARE APRIL 1 THROUGH JUNE 30, AND
SEPTEMBER 1 THROUGH OCTOBER 1. SEEDING THAT OCCURS BETWEEN JULY 1 AND AUGUST 31 WILL
REQUIRE IRRIGA77ON MAY BE REQUIRED UN77L 75 PERCENT GRASS COVER IS ESTABLISHED. SEEDING THAT
OCCURS BETWEEN OCTOBER 1 AND MARCH 30 WILL REQUIRE A MULCH OR PLAS77C COVER UNTIL 75
PERCENT GRASS COVER IS ESTABUSHED.
B. To PREVENT SEED FROM BEING WASHED AWAY, CONFIRM THAT ALL REQUIRED SURFACE WATER
CONTROL MEASURES HAVE BEEN INSTALLED.
C. THE SEEDBED SHOULD BE FIRM AND ROUGH. ALL SOIL SHOULD BE ROUGHENED NO MATTER WHAT
THE SLOPE. IF COMPAC77ON IS REQUIRED FOR ENGINEERING PURPOSES, SLOPES MUST BE TRACK WALKED
BEFORE SEEDING. BACKSLADING OR SMOOTHING OF SLOPES GREATER THAN 4:1 IS NOT ALLOWED IF THEY
ARE TO BE SEEDED.
D. WHEREVER PRAC77CAL THE SUBGRADE SHOULD BE IN177ALLY RIPPED TO IMPROVE LONG-TERM
PERME481LIM WF7L7R477ON, AND WATER INFLOW QUALITIES. AT A MINIMUM, PERMANENT AREAS SHALL USE
SOIL AMENDMENTS TO ACHIEVE ORGANIC MATTER AND PERMEABILITY PERFORMANCE DEFINED IN ENGINEERED
SOILILANDSCAPE SYSTEMS. FOR SYSTEMS THAT ARE DEEPER 774AN 8 INCHES THE ROT077LUNG PROCESS
SHOULD BE DONE IN MUL77PLE LIFIIS, OR 774E PREPARED SOIL SYSTEM SHALL BE PREPARED PROPERLY
AND THEN PLACED TO ACHIEVE THE SPECIFIED DEPTH.
E. ORGANIC MATTER IS 774E MOST APPROPR14TE FORM OF "FERTIUZERn BECAUSE IT PROVIDES NUTRIENTS
IN THE LEAST WATER-SOLUBLE FORM. A NATURAL SYSTEM TYPICALLY RELEASES 2-10, PERCENT OF ITS
NUTRIENTS ANNUALLY,
F. IN GENERAL, 10-20-20 N-P-K (NITROGEN -PHOSPHORUS -POTASSIUM) FER77UZER CAN BE USED'AT
CA TH M
A RATE OF 90 POUNDS PER ACRE. SLOW -RELEASE FERTIUZERS ARE PREFERRED BE USE EY ARE ORE
EFFICIENT AND HAVE FEWER ENVIRONMENTAL IMPACTS. ff IS RECOMMENDED THAT AREAS BEING SEEDED
FOR FINAL LANDSCAPING CONDUCT SOIL TESTS TO DETERMINE THE EXACT TYPE AND QUAN77TY OF
FER77LIZER NEEDED. THIS WILL PREVENT 774E OVER-APPUCA77ON OF FERTILIZER FER77LIZER SHOULD NOT
BE ADDED TO THE HYDROMULCH MACHINE AND AGITATED MORE THAN 20 MINUTES BEFORE IT IS USED. IF
AGITATED TOO MUCH, THE SLOW -RELEASE COA77NG IS DESTROYED.
G. HYDROSEED APPUCA77ONS SHAU INCLUDE A MINIMUM OF 1,500 POUNDS PER ACRE OF MULCH WITH
3 PERCENT TACKIFIER. MULCH MAY BE MADE UP OF 100 PERCENT: COTTONSEED MEAL; FIBERS MADE OF
WOOD; RECYCLED CELLULOSE, HEMP, AND KENAF; COMPOST; OR BLENDS OF THESE. TACKIFIER SHAU BE
PLANT -BASED, SUCH AS GUAR OR ALPHA PLANTAGO, OR CHEMICAL BASED SUCH AS POLYACRYLAMIDE OR
POLYMERS. ANY MULCH OR TACKIFIER PRODUCT USED SHALL BE INSTALLED PER MANUFACTURER'S
INSTRUCTION. SEED AND FER77UZER ARE ADDED AT 77ME OF APPLICATION
H. MULCH IS ALWAYS REQUIRED FOR SEEDING. MULCH CAN BE APPLIED ON TOP OF THE SEED OR
SIMULTANEOUSLY BY HYDROSEEDING.
1. ON STEEP SLOPES, BONDED FIBER MATRIX (BFM) OR MECHANICAUY BONDED FIBER MATRIX (MBFM)
PRODUCTS SHOULD BE. USED. BFM/MBFM PRODUCTS ARE APPUED AT A MINIMUM RATE OF 3,000 POUNDS
PER ACRE OF MULCH WITH APPROXIMATELY 10 PERCENT TACKIFIER- APPLICAT70N IS MADE SO THAT A
MINIMUM OF 95 PERCENT SOIL COVERAGE IS ACHIEVED. NUMEROUS PRODUCTS ARE AVAILABLE
COMMERCIALLY AND SHOULD BE INSTALLED PER MANUFACTURER'S INSTRUCTIONS- MOST PRODUCTS REQUIRE
24-36 HOURS TO CURE BEFORE A RAINFALL AND CANNOT BE INSTALLED ON WET OR SATURATED SOILS.
GENERALLY, THESE PRODUCTS INCLUDE ALL NECESSARY INGREDIENTS EXCEPT FOR SEED AND FERTILIZER.
J. COMPOST SHALL MEET SPECIFICATIONS FOR GRADE A QUALITY COMPOST IS WASHINGTON STATE
DEPARTMENT OF ECOLOGY PUBUCA77ON 94-038.
K. AREAS THAT WILL BE SEEDED ONLY AND NOT LANDSCAPED MAY NEED COMPOST OR MEAL -BASED
MULCH INCLUDED IN THE HYDROSEED IN ORDER TO ESTABUSH VEGETATION. NATIVE TOPSOIL SHOULD BE
REINSTALLED ON THE DISTURBED SOIL SURFACE BEFORE APPLICATION. AREAS THAT ALREADY HAVE GOOD
TOPSOIL. SUCH AS UNDISTURBED AREAS, DO NOT REQUIRE SOIL AMENDMENTS.
L. SEED THAT IS INSTALLED AS A TEMPORARY MEASURE MAY BE INSTALLED BY HAND IF IT WILL BE
COVERED BY STRAW, MULCH OR TOPSOIL. SEED THAT IS INSTALLED AS A PERMANENT MEASURE MAY BE
INSTALLED BY HAND ON SMAU AREAS (USUALLY LESS 774AN 1 ACRE) THAT WILL BE COVERED WITH MULCH,
TOPSOIL, OR EROSION BLANKETS.
M. THE SEED MIXES USTED HEREIN INCLUDE RECOMMENDED MIXES FOR BOTH TEMPORARY AND
PERMANENT SEEDING. THESE MIXES, WITH 774E EXCEP77ON OF THE WEILAND MIX, SHALL BE APPUED AT A
RATE OF 120 POUNDS PER ACRE. 7741S R47E CAN BE REDUCED IF SOIL AMENDMENTS OR SLOW -RELEASE'
FER77UZERS ARE USED. LOCAL SUPPLIERS , OR THE LOCAL CONSERVA77ON DISTRICT SHOULD BE CONSULTED
FOR THEIR RECOMMENDA77ONS BECAUSE 774E APPROPRIATE MIX DEPENDS ON A VARIETY OF FACTORS,
INCLUDING EXPOSURE, SOIL TYPE, SLOPE, AND EXPECTED FOOT TRAFFIC. ALTERNATIVE SEED MIXES
APPROVED BY 774E LOCAL AUTHORITY MAY BE USED.
4. MAINTENANCE STANDARDS:
A. ANY SEEDED AREAS THAT FAIL TO ESTABLISH AT LEAST 80 PERCENT COVER (100 PERCENT COVER
FOR AREAS THAT RECEIVE SHEET OR CONCENTRATED FLOWS) IN ONE MONTH SHALL BE RESEEDED- IF
RESEEDING IS INEFFECTIVE, AN ALTERNATE METHOD, SUCH AS SODDING, MULCHING, OR NETSIBLANKETS,
SHALL BE USED. IF WINTER WEATHER PREVENTS ADEQUATE GRASS GROWTH, THIS TIME L1Mff MAY BE
RELAXED AT THE DISCRE77ON OF THE LOCAL AUTHORITY WHEN SENSITIVE AREAS WOULD OTHERWISE BE
PROTECTED.
B. AFTER ADEQUATE COVER IS ACHIEVED, ANY AREAS THAT EXPERIENCE EROSION SHALL BE RESEEDED
AND PROTECTED BY MULCH. IF THE EROSION PROBLEM IS DRAINAGE RELATED, THE PROBLEM SHALL BE
FIXED AND THE ERODED AREA RESEEDED AND PROTECTED BY MULCH.
C. SEEDED AREAS SHALL BE SUPPLIED WITH ADEQUATE MOISTURE, BUT NOT WATERED TO THE EXTENT
THAT IT CAUSES RUNOFF.
TEMPORARY EROSION CONTROL SEED MIX
(for ust In can wtwe M a tampomW vogetoom cow is reqdW)
X WEIGHT
X PURITY
X GERMINATION
CHEM= OR MNUAL BLUE
40
98
90
GRAM
Festuca rubru var.
oommulato or poo anna
PERENN14L RYE
so
98
90
Lollum perenne
REDTOP OR COLONAL
5
92
85
BENrGR4SS
alba or Agrostis
WHITE DUTCH CLOVO?
1
91,
1
90
Irifollum repens
LANDSCAPING SEED MIX
OW am rewrAmWed posW*
for kn&*WN mod)
X WEIGHT
X PUR17Y
X GERMINATION
PERENNAL RYE BLEND
70
98
90
Loflum peranne
CHEMNGS OR RED FESCUE
30
98
90
BLEND
IF*" rubm var.
1commulata or Festuca rubm,
DOE BMP C120
TEMPORARY AND
MULCH
QUALJTY
APPLICATION
REMARKS
MATERIAL
STANDARDS
RATES
Straw
Afr-dried, free from
2- - 3- thick 2-3
Cost-effective protection when OPOW with
undestrable seed
bates 1000 of at
adequate th
and coarse material.
t=
2-3 per acre
uIres g th an blown straw.
Blown wo has to be held In place
with a tackiffer. Sbvw should be crimped to
avoid wind blow. Me thkkness of straw, oW
be reduced by half when used In conjunction
with seeding. Straw should on�* bs used as
mukh N mulches with benefits are
unavailable koal�-. It s"hootriso not be used
elevation of surf
within ord1no high-wo ace
waters due g floatatkZr
Hydromulch
wth Inhibiting
Approx. 25-35 lbs
Shall be appilod with hVror Shag not
per 1000 of or
nd An.
be used without mod unless the
000-15W lbs per
application rate Is at least doubled. FIbers
acre
to Man about 314 - 1 Inch dog
'o
h7romukh equipment. Rbers should be kept
to less than 314 Inch.
C
No visible water or
2" thick min.;
Akre effective control can be obtained by
dust during handling.
approx. 100 tons
Increasing thkkness to 31. Excellont mukh
Compost
Must be purchased
from supplier with
per acre (approx
for protecting final grades until k
because It be d1rector &Irlto
boo The per yard)
ssededftln
can or
Solid! Wade Handflng
soll as an amendment Compost mukh has a
Permit (unisse
coanw ske gradation than composL It Is
exempt).
more stable and proctkol to use In wet area
and during rainy wsaffmw conditims.
Chipped Site
A=e
2" minimum
This Is a cost-effectivo way to dispose
Vegetation
b mall"
1=!
thickness
debris from clearing and grubbing and
Gradations from
eliminates the problem associated with
lines to 6 inches In
burning. GeneraW. It should not be used on
:=texture,
above approx. 10X because of its
db ft to
and
"cy %=tra:%Int02
jXff
00y
Interlocking
not 0� surface
Properties.
waters. N ending b ennoted shorW after
mukh, Me doemposition of the chipped
vegetation may th up nutrients Important, to
grow establishment.
Wood -based
No visible water or
2* thick m1n.;
7his material to often called 1W or hogged
Isource
Alutch
dust during handling-
approx 100 tons
fusit Special caution to advised regarding ft
Must be purchased
per ocre (awrax.
and composition of wood -band
from supplier with
BDO be per yard)
mukhes. Its Preparation bVwIly don not
Solid Waste Handling
any wood seed control, so evidence of
Permit or one
= vegetation In Its composition or known
ex rom solid
f
Inclusion of wood plants or ends should be
regulations.
wa:wt
I
I monitored and gmj*d for minimized).
DOE BMP C1 21
2 MULCHING
9
1. PURPOSE: TO PROVIDE IMMEDIATE 1. PURPOSE: FENCING IS INTENDED TO (A) RESTRICT CLEARING TO
TEMPORARY PROTECTION FROM EROSION. APPROVED UMffS,- (B) PREVENT DISTURBANCE OF SENSITIVE AREAS, THEIR
MULCH ALSO ENHANCES PLANT ESTABUSHMENT BUFFERS, AND OTHER AREAS REQUIRED TO BE LEFT UNDISTURBED,- (C)
BY CONSERVING MOISTURE, HOLDING I LIM17' CONSTRUCTION TRAFFIC TO DESIGNATED CONSTRUC77ON ENTRANCES
FERTILIZER, SEED, AND TOPSOIL IN PLACE, OR ROADS; AND (D) PROTECT AREAS WHERE MARKING WITH SURVEY TAPE
AND MODER477NG SOIL TEMPERATURES. MAY NOT PROVIDE ADEQUATE PROTECTION.
2. CONDITIONS OF USE: AS A TEMPORARY
COVER MEASURE, MULCH SHOULD BE USED:
A. ON DISTURBED AREAS THAT REQUIRE
COVER MEASURES FOR LESS THAN 30 DAYS
B. AS A COVER FOR SEED DURING THE
WET SEASON AND DURING THE HOT SUMMER
MONTHS.
C. DURING THE WET SEASON ON SLOPES
STEEPER THAN 3H.-1V` WITH MORE THAN 10
FEET OF VERTICAL RELIEF.
D. MULCH MAY BE APPLIED AT ANY TIME
OF THE YEAR AND MUST BE REFRESHED
PERIODICALLY.
J. INSTALLA77ON SPECIFICATIONS
A. SEE TABLE HEREIN FOR MULCH
MATERIALS, APPUCA77ON RATES, AND
SPECIFICATIONS. NOTE: THICKNESSES MAY BE
INCREASED FOR DISTURBED AREAS IN OR NEAR
SENSITIVE AREAS OR OTHER AREAS HIGHLY
SUSCEP77BLE TO EROSION.
4. MAINTENANCE STANDARDS:
A. THE THICKNESS OF THE COVER MUST
BE MAINTAINED.
B. ANY AREAS THAT EXPERIENCE EROSION
SHALL BE REMULCHED ANDIOR PROTECTED
WITH A NET OR BLANKET. IF THE EROSION
PROBLEM IS DRAJNAGE RELATED, THEN THE
PROBLEM SHALL BE FIXED AND THE ERODED
AREA REMULCHED.
2. CONDITIONS OF USE: TO ESTABLISH CLEARING LIMITS, PLAS77C OR
METAL FENCE MAY BE USED:
A. AT THE BOUNDARY OF SENSITIVE AREAS, THEIR BUFFERS, AND
OTHER AREAS REQUIRED TO BE LEFT UNCLEARED.
B. AS NECESSARY TO CONTROL VEHICLE ACCESS TO AND ON THE
SITE.
3. INSTALLATION SPECIFICAPONS:
A. HIGH WSIBIL17Y PLASTIC FENCE SHALL BE COMPOSED OF A
HIGH-DENS17Y POLYETHYLENE MATERIAL AND SHALL BE AT LEAST FOUR
FEET IN HEIGHT. POSTS FOR THE FENCING SHALL BE STEEL OR WOOD
AND PLACED EVERY 6 FEET ON CENTER (MAXIMUM) OR AS NEEDED TO
ENSURE RIGIDITY. THE FENCING SHALL BE FASTENED TO THE POST
EVERY SIX (6) INCHES WITH A POLYETHYLENE TIE, ON LONG
CON17NUOUS LENGTHS OF FENCING, A TENSION WIRE OR ROPE SHALL BE
USED AS A TOP STRINGER TO PREVENT SAGGING BETWEEN POSTS. THE
FENCE COLOR SHALL BE HIGH VISIBILITY ORANGE. THE FENCE TENSILE
STRENGTH SHALL BE 360 LBSIFT USING THE ASTM D4595 TES77NG
METHOD.
B. METAL FENCES SHALL BE DESIGNED AND INSTALLED ACCORDING TO
MANUFACTURER'S SPECIFICATIONS.
C. METAL FENCES SHALL BE AT LEAST 3 FEET HIGH AND MUST BE
HIGHLY VISIBLE.
D. FENCES SHALL NOT BE WIRED OR STAPLED TO TREES.
4. MAINTENANCE REQUIREMENTS:
A. IF THE FENCE HAS BEEN DAMAGED OR VISIBILITY IS REDUCED, IT
SHALL BE REPAIRED OR REPLACED IMMEDIATELY AND VISIBILITY RESTORED.
DOE BMP C103
HIGH VISIBILITY
n3 PLASTIC OR METAL FENCE
1. PURPOSE: SAWCUMNG AND SURFACING OPER477ONS GENERATE PROCESS
1. PURPOSE: TO PROVIDE SUITABLE GROWTH MEDIUM FOR FINAL SITE STABIUZ47ION WITH WATER AND SLURRY THAT CONTAIN FINE PARTICLES AND HIGH PH (CONCRETE
VEGETATION. NATIVE SOILS THAT HAVE BEEN ORGANICALLY AMENDED NOT ONLY RETAIN MUCH MORE CUTTING), BOTH OF WHICH CAN VIOLATE WATER QUALITY STANDARDS IN THE
STORMWATER, BUT THEY ALSO SERVE AS EFFEC71VE B10FILTERS FOR URBAN POLLUTANTS AND, BY RECEIVING WATER. THIS BMP IS INTENDED TO MINIMIZE AND ELIMINATE
SUPPOR77NG MORE V7GOROUS PLANT GROWTH, REDUCE 774E WATER, FER77UZER AND PESTICIDES CONCRETE PROCESS WATER AND SLURRY FROM ENTERING WATERS OF THE
NEEDED TO SUPPORT LANDSCAPES. TOPSOIL DOES NOT INCLUDE ANY SUBSOILS BUT ONLY THE
MATERIAL FROM THE TOP SEVERAL INCHES INCLUDING ORGANIC DEBRIS. STATE.
2. CONDITIONS OF USE:
A. NATIVE SOILS SHOULD BE LEFT UNDISTURBED TO 774E MAXIMUM EXTEND PRACTICABLE. NA77VE
SOILS DISTURBED DURING CLEARING AND GRADING SHOULD BE RESTORED, TO THE IWAXIMUM EXTENT
PRACTICABL& TO A CONDITION WHERE MOISTURE -HOLDING CAPAC17Y IS EQUAL TO OR BETTER THAN
THE ORIGINAL SITE CONDITIONS THIS CRITERION CAN BE MET BY USING ON-S17F NATIVE TOPSOIL,
INCORPORA77NG AMENDMENTS INTO ON -SITE SOIL, OR IMPOR77NG BLENDED TOPSOIL
9. TOPSOILING IS A REQUIRED PROCEDURE WHEN ESTABUSHING VEGETA77ON ON SHALLOW SOILS,
AND SOILS OF CRITICALLY LOW PH (HIGH ACID) LEVELS.
C. STRIPPING OF EXISTING, PROPERLY FUNC770NING SOIL SYSTEM AND VEGETA71ON FOR THE
PURPOSE OF TOPSOILING DURING CONSTRUCTION IS NOT ACCEPTABLE. IF AN EXS77NG SOIL SYSTEM
IS FUNC770NING PROPERLY IT SHALL BE PRESERVED IN US UNDISTURBED AND WfCOMPACTIED
CONDITION.
D DEPENDING ON WHERE THE TOPSOIL COMES FROM, OR WHAT VEGETA77ON WAS ON SITE BEFORE
DISTURBANCE, IWASIVE PLANT SEEDS MAY BE INCLUDED AND COULD CAUSE PROBLEMS FOR
ESTABUSHING NATTVE PLANTS, LANDSCAPED AREAS OR GRASSES.
E. TOPSOIL FROM THE SITE WILL CONTAJN MYCORRHIZAL BACTERIA THAT ARE NECESSARY FOR
HEALTHY ROOT GROW774 AND NUTRIENT TRANSFER. THESE NATIVE MYCORRHIZA ARE ACCUMATED TO
THE SITE AND WILL PROVIDE OP77MUM CONDITIONS FOR ESTABLISHING GRASSES. COMMERC14LLY
AVAILABLE MYCORRHIZA PRODUCTS SHOULD BE USED WHEN TOPSOIL IS BROUGHT IN FROM OFF -SITE
J. INSTALLA77ON SPECIFICATIONS:
A. MAXIMIZE THE DEPTH OF THE TOPSOIL WHEREVER POSSIBLE TO PROVIDE THE MAXIMUM
POSSIBLE INF`ILTRATION CAPAC17Y AND BENEFICIAL GROWTH MEDIUM TOPSOIL DEPTH SHALL BE AT
LEAST 8 INCHES WITH A MINIMUM ORGANIC CONTENT OF 10 PERCENT DRY WEIGHT AND pH BETWEEN
6.0 AND &0 OR MATCHING PH OF THE UNDISTURBED SOIL THIS CAN BE ACCOMPLISHED E17HER BY
RETURNING NATIVE TOPSOIL TO THE SITE ANDIOR INCORPORATING ORGANIC AMENDMENTS. ORGANIC
AMENDMENTS SHOULD BE INCORPORATED TO A MINIMUM 8-INCH DEPTH EXCEPT WHERE TREE ROOTS
OR OTHER NATURAL FEATURES LIMff THE DEPTH OF INCORPORATION. SUBSOILS BELOW THE 12-INCH
DEPTH SHOULD BE CARIFIED AT LEAST 2 INCHES TO AVOID STRA77FIED LAYERS, WHERE FEASIBLE, THE
DECISION TO EITHER LAYER TOPSOIL OVER -A SUBGR4DE OR INCORPORATE TOPSOIL INTO THE
UNDERLY7NG LAYER MAY VARY DEPENDING ON THE PLAN77NG SPECIF7ED.
B. IF BLENDED TOPSOIL IS IMPORTED, THEN FINES SHOULD BE UMITED TO 25 PERCENT PASSING
THROUGH A 200 SIEVE.
C. LOCATE THE TOPSOIL STOCKPILE SO THAT IT MEETS THE SPECIFICATION AND DOES NOT
INTERFERE WITH WORK ON THE SITE. ff MAY BE POSSIBLE TO LOCATE MORE THAN ONE PILE IN
PROXIMITY TO AREAS WHERE TOPSOIL WILL BE USED.
D. ALLOW SUFFICIENT 77ME IN SCHEDUUNG FOR TOPSOIL TO BE SPREAD PRIOR TO SEEDING,
SODDING, OR PLANTING.
E. CARE MUST BE TAKEN NOT TO APPLY SUBSOIL IF THE TWO SOILS HAVE CONTRAS77NG TEXTURES.
SANDY TOPSOIL OVER CLAYEY SUBSOIL IS A PAR77CULARLY POOR COMBINATION, AS WATER CREEPS
ALONG THE JUNCTION BETWEEN THE SOIL LAYERS AND CAUSES THE TOPSOIL TO SLOUGH.
F. IF TOPSOIL AND SUBSOIL ARE NOT PROPERLY BONDED, WATER WILL NOT INFILTRATE THE SOIL
PROF7LE EVENLY AND ff WILL BE DIFF7CULT TO ESTABUSH VEGETATION THE BEST WETHOD TO
PREVENT A LACK OF BONDING IS TO ACTUALLY WORK THE TOPSOIL INTO THE LAYER BELOW FOR A
DEPTH OF AT LEAST 6 INCHES.
G. RIPPING OR RE -STRUCTURING THE SUBGRADE MAY ALSO PROVIDE ADDITIONAL BENEFITS
REGARDING THE OVERALL INFILTRATION AND INTERFLOW DYNAMICS OF THE SOIL SYSTEM.
H STRIPPING SHALL BE CONFINED TO 774E IMMEDIATE CONSTRUCTION AREA ALL SURFACE RUNOFF
STRUCTURES SHALL BE IN PLACE PRIOR TO STRIPPING.
I. STOCKPIUNG OF TOPSOIL SHALL OCCUR IN THE FOLLOWING MANNER: SIDE SLOPES OF THE
STOCKPILE SHALL NOT EXCEED 2:1. AN INTERCEPTOR DIKE WITH GRAVEL OUTLET' AND SILT FENCE
SHALL SURROUND ALL TOPSOIL STOCKPILES BETWEEN OCTOBER 1 AND APRIL 30. BETWEEN MAY 1
AND SEPTEMBER 30, AN INTERCEPTOR DIKE WITH GRAVEL OUTLET AND SILT FENCE SHALL BE
INSTALLED IF THE STOCKPILE WILL REMAIN IN PLACE FOR A LONGER PERIOD OF TIME 774AN ACTIVE
CONSMUC77ON GRADING EROSION CONTROL SEEDING OR COVERING WITH CLEAR PLAS77C OR OTHER
MULCHING MATERIALS OF STOCKPILES SHALL BE COMPLETED WITHIN 2 DAYS (OCTCBER 1 THROUGH
APRIL 30) OR 7 DAYS (MAY I THROUGH SEPTEMBER 30) OF THE FORMATION OF THE STOCKPILE,
NATIVE TOPSOIL STOCKPILES SHALL NOT BE COVERED WITH PLASTIC.
J. TOPSOIL SHALL NOT BE PLACED WHILE IN A FROZEN OR MUDDY CONDITION, WHEN THE
SUBGR4DE IS EXCESSIVELY WET, OR WHEN CONDITIONS EXIST THAT MAY OTHERWISE BE DETRIMENTAL
TO PROPER GRADING OR PROPOSED SEEDING OR SODDING.
K. PREVIOUSLY ESTABLISHED GRADES ON THE AREAS TO BE TOPSOILED SHALL BE MAINTAINED
ACCORDING TO THE APPROVED PLAN.
L WHEN N47WE TOPSOIL IS TO BE STOCKPILED AND REUSED THE FOLLOWING SHOULD APPLY TO
ENSURE THAT THE MYCORRHIZAL BACTERIA1, EARTHWORMS, AND OTHER BENERCIAL ORGANISMS WILL
NOT BE DESTROYED: TOPSOIL IS TO BE RE -INSTALLED WM41N 4 TO 6 WEEKS; TOPSOIL IS NOT TO
BECOME SA77JRATED WITH WATER; PLAS77C COVER IS NOT ALLOWED.
4. MAINTENANCE STANDARDS: INSPECT STOCKPILES REGULARLY, ESPECIAUY AFTER LARGE STORM
EVENTS. STABIUZE ANY AREAS THAT HAVE ERODED.
DOE BMP C125
:5 TOPSOILING
Di
2. CONDITIONS OF USE.- ANYTIME SAWCUMNG OR SURFACING OPERATIONS
TAKE PLACE, THESE MANAGEMENT PRAC77CES SHALL BE U77LIZED.
SAWCUMNG AND SURFACING OPERATIONS INCLUDE, BUT ARE NOT LIMITED TO,
THE FOLLOWING: SAWING, CORING, GRINDING, ROUGHENING,
HYDRO-DEMOUT70N, BRIDGE AND ROAD SURFACING.
3. INSTALLA77ON SPECIFICATIONS:
A. SLURRY AND CUTTINGS SHALL BE VACUUMED DURING CUTTING AND
SURFACING OPERATIONS.
S. SLURRY AND CUTTINGS SHALL NOT REMAIN ON PERMANENT CONCRETE
OR ASPHALT PAVEMENT OVERNIGHT.
C. SLURRY AND CUTTINGS SHALL NOT DRAW TO ANY NATURAL OR
CONSTRUCTED DRAINAGE CONVEYANCE.
D. COLLECTED SLURRY AND CUT77NGS SHALL BE DISPOSED OF IN A
MANNER 774AT DOES NOT VIOLATE GROUNDWATER OR SURFACE WATER QUALITY
STANDARDS.
E. PROCESS WATER THAT IS GENERATED DURING HYDRO-DEMOLMON,
SURFACE ROUGHENING OR SIMILAR OPERA77ONS SHALL NOT DRAIN TO ANY
NATURAL OR CONSTRUCTED DRAINAGE CONVEYANCE AND SHALL BE DISPOSED
OF IN A MANNER THAT DOES NOT VIOLATE GROUNDWATER OR SURFACE WATER
QUAUTY STANDARDS.
F. CLEANING WASTE MATERIAL AND DEMOLITION DEBRIS SHALL BE
HANDLED AND DISPOSED OF IN A MANNER THAT DOES NOT CAUSE
CONTAMIN477ON OF WATER. IF THE AREA IS SWEPT WITH A PICK-UP
SWEEPER, THE MATERIAL MUST BE HAULED OUT OF THE AREA TO AN
APPROPRIATE DISPOSAL SITE.
4. MAINTENANCE STANDARDS: CONTINUALLY MONITOR OPERATIONS TO
DETERMINE WHETHER SLURRY, CUMNGS, OR PROCESS WATER COULD ENTER
WATERS OF THE STATE. F INSPECTIONS SHOW THAT A VIOLATION OF WATER
QUAUTY STANDARDS COULD OCCUR, STOP OPERA77ONS AND IMMEDIATELY
IMPLEMENT PREVENTIVE MEASURES SUCH AS BERMS, BARRIERS, SECONDARY
CONTAINMENT, AND VACUUM TRUCKS.
DOE BMP C152
SAWCUTTING AND
p,)SURFACING POLLUTION PREVENTION
%f I
1. PURPOSE: CONCRETE WORK CAN GENERATE PROCESS WATER AND SLURRY
THAT CONTAIN FINE PAR77CLES AND HIGH PH, BOTH OF WHICH CAN VIOLATE
WATER QUALITY STANDARDS IN THE RECEIVING WATER. THIS BMP IS INTENDED
TO MINIMIZE AND ELIMINATE CONCRETE PROCESS WATER AND SLURRY FROM
ENTERING WATERS OF THE STATE.
Z CONDITIONS OF USE: ANY77ME CONCRETE IS USED, THESE MANAGEMENT
PRACTICES SHALL BE UTILIZED. CONCRETE CONSTRUC77ON PROJECTS INCLUDE,
BUT ARE NOT LIMITED TO, THE FOLLOWING: CURBS, SIDEWALKS, ROADS,
BRIDGES, FOUNDATIONS, FLOORS, RUNWAYS.
J. INSTALLA77ON SPECIF7CATIONS.-
A. CONCRETE TRUCK CHUTES PUMPS AND INTERNALS SHALL BE WASHED
OUT ONLY INTO FORMED AREAS AWAITING INSTALLATION OF CONCRETE OR
ASPHALT.
B. UNUSED CONCRETE REMAINING IN THE TRUCK AND PUMP SHALL BE
RETURNED TO THE ORIGINATING BATCH PLANT FOR RECYCUNG.
C. HAND TOOLS INCLUDING, BUT NOT UM17ED TO, SCREEDS, SHOVELS,
RAKES, FLOATS AND TROWELS SHALL BE WASHED OFF ONLY INTO FORMED
AREAS AWAITING INSTALLA77ON OF CONCRETE OR ASPHALT.
D. EQUIPMENT THAT CANNOT BE EASILY MOVED, SUCH AS CONCRETE
PAVERS, SHALL ONLY BE WASHED IN AREAS THAT DO NOT DIRECTLY DRAIN TO
NATURAL OR CONSTRUCTED STORMWA7ER CONVEYANCES
E. WASHDOWN FROM AREAS SUCH AS CONCRETE AGGREGATE DRIVEWAYS
SHALL NOT DRAJN DIRECTLY TO NA77JRAL OR CONSTRUCTED STORMWATER
CONVEYANCES.
F. WHEN NO FORMED AREAS ARE AVAILABLE, WASHWATER AND LEFTOVER
PRODUCT SHALL BE CONTAINED IN A LINED CONTAINER. CONTAINED CONCRETE
SHALL BE DISPOSED OF IN A MANNER THAT DOES NOT VIOLATE GROUNDWATER
OR SURFACE WATER QUALITY STANDARDS
4. MAINTENANCE STANDARDS: CONTAINERS SHALL BE CHECKED FOR HOLES IN
THE UNER DAILY DURING CONCRETE POURS AND REPAIRED THE SAME DAY.
DOE BMP C151
7 CONCRETE HANDLING
1. PURPOSE: SEQUENCING A CONSTRUCTION
PROJECT REDUCES THE AMOUNT AND DURA71ON OF
SOIL EXPOSED TO EROSION BY WIND, RAIN, RUNOM
AND VEHICLE TRACKING.
2. CONDITIONS OF USE:
A. THE CONSTRUC77ON SEQUENCE SCHEDULE IS
AN ORDERLY LISTING OF ALL MAJOR LAND
DISTURBING ACTIVITIES TOGETHER WITH THE
NECESSARY EROSION AND SEDIMENTA77ON CONTROL
MEASURES PLANNED FOR THE PROJECT THIS TYPE
OF SCHEDULE GUIDES THE CONTRACTOR ON WORK
TO BE DONE BEFORE OTHER WORK IS STARTED So
THAT SERIOUS EROSION AND SEDIMENTATION
PROBLEMS CAN BE AVOIDED.
. B. FOLLOWING A SPECIFIED WORK SCHEDULE
THAT COORDINATES THE TIMING OF LAND -DISTURBING
ACTM77ES AND THE INSTALLATION OF CONTROL
MEASURES IS PERHAPS THE MOST COST-EFFEC77VE
WAY OF CONTROLUNG EROSION DURING
CONSTRUCTION. 774E REMOVAL OF SURFACE
GROUND COVER LEAVES A SITE VULNERABLE TO
ACCELERATED EROSION. CONSTRUC77ON
PROCEDURES'THAT LIMff LAND CLEARING, PROVIDE
TIMELY INSTALLA77ON OF EROSION AND
SEDIMENTA77ON CONTROLS, AND RESTORE
PROTECTIVE COVER QUICKLY CAN SIGNIFICANTLY
REDUCE THE EROSION POTEN77AL OF A SITE.
3. INSTALLATION SPECIF7CATIONS.-
A. AVOID R41NY PERIODS.
B. SCHEDULE PROJECTS TO DISTURB ONLY
SMALL POR77ONS OF THE SITE AT ANY ONE TIME.
COMPLETE GRADING AS SOON AS POSSIBLE.
IMMEDIATELY STABIUZE THE DISTURBED PORTION
BEFORE GRADING THE NEXT PORTION. PRAC77CE
STAGED SEEDING IN ORDER TO REVEGETATE CUT
AND FILL SLOPES AS THE WORK PROGRESSES.
DOE BMP C162
SCHEDULING
CONSTRUCTION ROAQZEAffMQ AREA STABIUZ4770
1. PURPOSE: STABIUZING SUBDIVISION ROADS, PARKING AREAS; AND 0774ER
ONSITE VEHICLE TRANSPORTATION ROUTES IMMED14TELY AF7ER GRADING REDUCES
EROSION CAUSED BY CONSTRUCTION TR4FF7C OR RUNOFF.
2. CONDITIONS OF USE. -
A. ROADS OR PARKING AREAS SHALL BE STABILIZED WHEREVER THEY ARE
CONSTRUCTED, WHETHER PERMANENT OR TEMPORARY, FOR USE BY CONSTRUC77ON
TRAFFIC.
B. FENCING (SEE BMPS CIOJ AND C104) SHALL BE INSTALLED IF NECESSARY,
TO UMIT ACCESS OF VEHICLES TO ONLY THOSE ROADS AND PARKING AREAS THAT
ARE STABIUZED.
3. INSTALLA77ON SPECIFICATIONS:
A. ON AREAS THAT WILL RECEIVE ASPHALT AS PART OF THE PROJECT, INSTALL
THEnRST LIFT AS SOON AS POSSIBLE.
B. IF THE AREA WILL NOT BE USED FOR PERMANENT ROADS, A 6-INCH
DEPTH OF 2- TO 4- INCH CRUSHED ROCK, GRAVEL BASE. OR CRUSHED
SURFACING BASE COURSE SHALL BE APPUED IMMEDIATELY AFTER GRADING OR
U77LffY INSTALLATION. A 4-INCH COURSE OF ASPHALT TREATED BASE MAY ALSO
BE USED. WHENEVER POSSIBLE, CONSTRUC77ON ROADS AND PARKING AREAS
SHALL BE PLACED ON A FIRM, COMPACTED SUBGRADE. NOTE., IF � THE ARE WIL
ffKUJLL,_l, lHt, WffGL?AQF WILL BE SUBJECT TO INSPECTION. ANY DAMAGED
SUBGRADE WILL BE REMO AND REPLACED WITH IMPORTED MATERIAL AT NO
ADDITIONAL COST TO THE OWNER.
C. TEMPORARY ROAD GRADIENTS SHALL NOT EXCEED 15 PERCENT. ROADWAYS
SHALL BE CAREFULLY GRADED To DRAIN TRANSVERSELy. DRAINAGE DITCHES
SHALL BE PROVIDED ON EACH SIDE OF THE ROADWAY IN CASE OF A CROWNED
SECTION, OR ON ONE SIDE IN THE CASE OF A SUPER -ELEVATED SECTION.
DRAINAGE DITCHES SHALL DIRECT RUNOFF TO A SEDIMENT CONTROL BMP.
D. RATHER THAN RELYING ON DITCHES, ff MAY BE POSSIBLE TO GRADE 774E
ROAD SO THAT RUNOFF SHEET FLOWS INTO A HEAVILY VEGETATED AREA WITH A
WELL -DEVELOPED TOPSOIL. LANDSCAPED AR94S ARE NOT ADEQUATE. IF 7741S
AREA HAS AT LEAST 50 FEET OF VEGETATION, THEN IT IS GENERALLY PREFERABLE
TO USE THE VEGETATION TO TREAT RUNOFF, RATHER THAN A SEDIMENT TRAP OR
POND. THE 50 FEET SHALL NOT INCLUDE WETLANDS. IF RUNOFF IS ALLOWED TO
SHEETFLOW THROUGH ADVACENT VEGETATED AREAS, IT IS VITAL TO CONSTRUCT THE
ROADWAYS AND PARKING AREAS SO THAT NO CONCENTRATED RUNOFF IS CREATED.
E. STORM DRAIN INLETS SHALL BE PROTECTED TO PREVENT SEDIMENT -LADEN
WATER FROM ENTERING THE STORM DRAW SYSTEM (SEE BMP C220).
F. IN ORDER TO CONTROL CONSTRUCTION TRAFFIC, THE ENGINEER CAN
REQUIRE, AT NO ADDITIONAL COST TO THE OWNER, THAT SIGNS BE ERECTED ON
SITE INFORMING CONSTRUCTION PERSONNEL THAT VEHICLES; OTHER THAN THOSE
PERFORMING CL94RING AND GRADING, ARE RESTRICTED TO STABILIZED AREAS.
4. MAINTENANCE STANDARDS:
A. INSPECT STABIUZED AREAS REGULARLY, ESPECIAUY AFTER LARGE STORM
EVENTS.
B. CRUSHED ROCK, GRAVEL BASE, ETC. SHALL BE ADDED AS REQUIRED TO
MAINTAIN A STABLE DRIVING SURFACE AND TO STABIUZE ANY AREAS THAT HAVE
ERODED.
C. FOLLOWING CONSTRUCTION, THESE AREAS SHALL BE RESTORED TO
PRE -CONSTRUCTION CONDITION OR BETTER TO PREVENT FUTURE EROSION.
FAI
DOE BMP C107
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATE:
q1
BY: ?////
CITY ENGINEERING DMSION
RMER
V/z F//,� V C C:�� & /`ZA
2709 JAHN AVENUE NW -SUITE H-5-GIG HARBOR, WA 98335
TEL (253)858-8577- FAX (253) 858-8579
I-*
fQ
z
Uj
M
Q
C14 n LO U13 r- 00
z = z
2 2 0
LU LU W W Uj Uj Uj
W
Cz
0 MMMM1%
tm
W
CC
+
Z� UL
"I U
%too
(D
Mau==
CU
FIE"[') 28 2017
allILDING DEPARTMENT
CIVY CrF EDMONDS
0
7
bozenaftarnerena neerina-,
DRAM
B.A.&
CHECKED
G.EW.
DATE
11/22/13
SCALE
N.T.S.
JOB NO.
13055
EROSION AND
SEDIMENT CTRL
DETAILS & NOTES
ff
R
nLE:M0MU.DN
WARNER NO: 018012
_RUCRQN ENTRA
STABILIZED CONST
1. PURPOSE.- CONSTRUC77ON ENTRANCES ARE STABILIZED
To REDUCE 771E AMOUNT OF SEDIMENT TRANSPORTED ONTO
PAVED ROADS BY VEHICLES OR EQUIPMENT BY CONSTRUCTING
A STABILIZED PAD OF QUARRY SPALLS AT ENTRANCES TO
CONSTRUCTION SITES.
2. COND177ONS OF USE: CONSTRUC77ON ENTRANCES SHAH
BE STABILIZED WHEREVER TRAFFIC WILL BE LEAVING A
CONSTRUC77ON SITE AND TRAVELING ON PAVED ROADS OR
OTHER PAVED AREAS WITHIN 1,000 FEET OF THE SITE.
3. INSTALLA77ON SPECIFICATIONS. -
A. A SEPARA77ON GEOTEX77LE SHALL BE PLACED UNDER
THE SPALLS TO PREVENT FINE SEDIMENT FROM PUMPING UP
INTO THE ROCK PAD. THE GEOTEXTILE SHALL MEET THE
FOLLOWING STANDARDS.- I :
GRAB TENSILE STRENGTH (ASTM D4750 200 PSI
Mm.
GR49 TENSILE ELONGAT70N (ASTM D4632) 3OX MAX.
MULLEN BURST STRENGTH (ASTM D3786-80A) 400 PSI
MM.
AOS (ASTM 04751) 20-45
(U.S. STANDARD SIEVE SIZE)
9. CONSIDER EARLY INSTALLA77ON OF THE FIRST LIFT OF
ASPHALT IN AREAS THAT WILL BE PAVED,' THIS CAN BE USED
AS A STABILIZED ENTRANCE. ALSO CONSIDER THE
INSTALLATION OF EXCESS CONCRETE AS A STABILIZED
ENTRANCE DURING LARGE CONCRETE POURS, EXCESS
CONCRETE IS OFTEN AVAILABLE FOR THIS PURPOSE.
C. FENCING (SEE BMPS C 103 AND C 104) SHALL BE
INSTALLED AS NECESSARY TO RESTRICT TRAFFIC TO THE
CONSTRUCTION ENTRANCE.
D. WHENEVER POSSIBLE, 774E ENTRANCE SHALL BE
CONSTRUCTED ON A FIRM, COMPACTED SUBGRADE, THIS CAN
SUBSTANTMLLY INCREASE THE EFFECTIVENESS OF THE PAD
AND REDUCE THE NEED FOR MAINTENANCE.
4. MAINTENANCE STANDARDS:
A QUARRY SPALLS SHALL BE ADDED IF THE PAD IS NO
LONGER IN ACCORDANCE WITH 774E SPECIFICATIONS.
B. IF THE ENTRANCE IS NOT PREVEN77NG SEDIMENT
FROM BEING TRACKED ONTO PAVEMENT, THEN ALTERNATIVE
MEASURES TO KEEP THE STREETS FREE OF SEDIMENT SHALL
BE USED. THIS MAY INCLUDE STREET SWEEPING, AN INCREASE
IN THE DIMENSIONS OF THE ENTRANCE, OR 774E INSTALLAT70N
OF A WHEEL WASH.
C. ANY SEDIMENT THAT IS TRACKED ONTO PAVEMENT
SHALL BE REMOVED IMMEDIATELY BY SHOVELING OR
SWEEPING. THE SEDIMENT COLLECTED BY SWEEPING SHALL BE
REMOVED OR STABILIZED ON SITE. 774E PAVEMENT SHALL NOT
BE CLEANED BY WASHING DOWN THE STREET, EXCEPT WHEN
SWEEPING IS INEFFEC77VE AND THERE IS A 774REAT TO PUBLIC
SAFETY. IF IT IS NECESSARY TO WASH THE STREETS, THE
CONSTRUCTION OF A SMALL SUMP SHALL BE CONSIDERED.
THE SEDIMENT WOULD THEN BE WASHED INTO THE SUMP
WHERE IT CAN BE CONTROLLED.
D. ANY QUARRY SPALLS THAT ARE LOOSENED FROM THE
PAD AND END UP ON THE ROADWAY SHALL BE REMOVED
IMMEDIATELY.
E. IF VEHICLES ARE ENTERING OR EX177NG THE SITE AT
POINTS 07-HER THAN THE CONSTRUC77ON ENTR4NCE(S),
FENCING SHA" BE INSTALLED TO CONTROL TR4MC-
F. UPON COMPLETION OF THE PROJECT AND SITE
STABILIZATION, ALL CONSTRUC77ON ACCESSES INTENDED AS
PERMANENT ACCESS FOR MAINTENANCE SHALL BE
PERMANENTLY STABILIZED.
COE/DOE BMP C105
STABILIZED CONSTRUCTION
:i)x N.T.S.
,�0
0 00,
6
5' MIN, RADIUS
QUARRY SPALLS
2-4' MIN DIA
8'-12' MIN, DEPTH
PROVIDE FULL WIDTH OF INGRESS/
EGRESS AREA
CONTRACTOR SHALL MAINTAIN TEMPORARY CONSTRUCTION ENTRANCE
DURING THE CONSTRUCTION PERIOD,
CITY INSPECTION REQUIRED ON ALL EROSION CONTROL
MEASURES BEFORE WORK CAN BEGIN.
lai-o-
I qcjo
fro
M-- ON, S.--.
REVISIONS STANDARD DETAIL
APPROVED BY DATE
1), GEBERT 10/6/03 FARMNST11111M BUM
DATE 7/24/01 1 SCALE NTS lowo No' E1.2
D CO NTROL
1. PURPOSE: DUST CONTROL PREVENTS WIND TRANSPORT OF DUST FROM DISTURBED
SOIL SURFACES ONTO ROADWAYS, DRAINAGE WAYS, AND SURFACE WATERS-
2. CONDITIONS OF USE: IN AREAS (INCLUDING ROADWAYS) SUBJECT TO SURFACE AND
AIR MOVEMENT OF DUST WHERE ON -SITE AND OFF -SITE IMPACTS TO ROADWAYS,
DR41NAGE WAYS, OR SURFACE WATERS ARE LIKELY.
3. INSTALLA77ON SPECIFICATIONS. -
A. VEGETATE OR MULCH AREAS THAT WILL NOT RECEIVE VEHICLE TRAFFIC. IN
AREAS WHERE PLANTING, MULCHING, OR PAVING IS IMPRACTICAL, APPLY GRAVEL OR
LANDSCAPING ROCK.
B. LlMff DUST GENERATION BY CLEARING ONLY THOSE AREAS WHERE IMMEDIATE
ACTIVITY WILL TAKE PLACE, LEAVING THE REMAINING AREA(S) IN THE ORIGINAL CONDITION,
IF STABLE. MAINTAIN THE ORIGINAL GROUND COVER AS LONG AS PRACTICAL.
C. CONSTRUCT NATURAL OR ARTIFICIAL WINDBREAKS OR WINDSCREENS. THESE MAY
BE DESIGNED AS ENCLOSURES FOR SMALL DUST SOURCES
D. SPRINKLE THE SITE WITH WATER UN77L SURFACE IS WET- REPEAT AS NEEDED.
TO PREVENT CARRYOUT OF MUD ONTO STREET, REFER TO STABILIZED CONSTRUC77ON
ENTRANCE (DOE BMP C105).
E. IRRIGATION WATER CAN BE USED FOR DUST CONTROL. IRRIGA77ON SYSTEMS
SHOULD BE INSTALLED AS A F7RST STEP -ON SITES WHERE DUST CONTROL IS A
CONCERN.
F. SPRAY EXPOSED SOIL AREAS WITH A DUST PALLIATIVE, FOLLOWING THE
MANUFACTURERIS INSTRUCTIONS AND CAU77ONS REGARDING THE HANDLING AND
APPLICATION. USED OIL IS PROHIBITED FROM USE AS A DUST SUPPRESS4NT. LOCAL
GOVERNMENTS MAY APPROE OTHER DUST PALLIATIVES SUCH AS CALCIUM CHLORIDE OR
PAM.
G. PAM (DOE BMP C126) ADDED TO WATER AT A RATE OF 0.5 LBS. PER 1.000
GALLONS OF WATER PER ACRE AND APPLIED FROM A WATER TRUCK IS MORE EFFECTIVE
THAN WATER ALONE. THIS IS DUE TO INCREASED INFILTRATION OF WATER INTO THE
SOIL AND REDUCED EVAPROATION. IN ADDITION, SMALL SOIL PARTICLES ARE BONDED
TOGETHER AND ARE NOT AS EASILY TRANSPORTED BY WIND.
H. TECHNIQUES THAT CAN BE USED FOR UNPAVED ROADS AND LOTS INCLUDE: I.
LOWER SPEED LIMITS. HIGH VEHICLE SPEED INCREASES 774E AMOUNT OF DUST S77RRED
UP FROM UNDFAVED ROADS AND LOTS. 2. UPGRADE THE ROAD SURFACE BY
IMPROWNG PAR77CLE SIZE, SHAPE, AND MINERAL TYPES THAT MAKE UP THE SURFACE
AND BASE MATERIALS. 3. ADD SURFACE GRAVEL TO REDUCE THE SOURCE OF DUST
EMMISSION UMff THE AMOUNT OF F7NE PARTICLES (THOSE SMALLER THAN 0.075 MM)
TO 10 TO 20 PERCENT. 4. USE GEOTEXTILE FABRICS TO INCREASE THE STRENGTH OF
NEW ROADS OR ROADS UNDERGOING RECONSTRUCTION. 5. RESTRICT USE BY TRACKED
VEHICLES AND HEAVY TRUCKS TO PREVENT DAMAGE TO ROAD SURFACE AND BASE. 6.
PAVE UNPAVED PERMANENT ROADS AND OTHER TRAFFICKED AREAS. 7. USE VACUUM
STREET SWEEPERS. 8. REMOVE MUD AND OTHER DIRT PROMPTLY SO IT DOES NOT
DRY AND THEN TURN INTO DUST. 9. LIMIT DUST -CAUSING WORK ON WINDY DAYS.
1. CONTACT YOUR LOCAL AIR POLLUTION CONTROL AUTHOR17Y FOR GUIDANCE AND
TRAINING ON OTHER DUST CONTROL MEASURES. COMPLIANCE WITH THE LOCAL AIR
POLLU77ON CONTROL AUTHORITY CONS77TUTES COMPLIANCE WITH THIS BMP.
4. MAINTENANCE STANDARDS: RESPR4Y AREA AS NECESSARY TO KEEP DUST TO A
MINIMUM.
nDOE BMP C 140
3 D UST CONTROL
:d
jA
e Al
CD
FILTER SOCK WITH I
OVER FLOW HOLES I
I CATCH BASIN I
STRAW BALES MAY BE USED IN
CERTAIN CIRCUMSTANCES (SEE
DETAIL E111), THIS APPLICAITON
SHALL BE MAINTAINED AT ALL
TIMES DURING CONSTRUCITON
PERIOD,
CITY INSPECTION REQUIRED ON ALL EROSION CONTROL
MEASURES BEFORE WORK CAN BEGIN.
0-F
REVISIONS STANDARD DETAIL
A"RUV 33 BY DATE
D. GEBERT 10/06/03 TWMfff SISIM TW MR CATIN BM
D. GERERT 05/19/05
D. GEBERT 05/05/06 DATE SCALE DWG
1 1/24/01 1 NTS No' E1.3
INTERCEPTOR DEE AND SWAL
1. PURPOSE: PROVIDE A RIDGE OF COMPACTED SOIL, OR A RIDGE WITH
AN UPSLOPE SWALE, AT 774E TOP OR a4SE OF A DISTURBED SLOPE OR
ALONG THE PERIMETER OF A DISTURBED CONSTRUCTION AREA TO CONVEY LEVEL BOTTOM
STORMWATER. USE THE DIKE ANDIOR SWALE TO INTERCEPT THE RUNOFF 1 MIN.
FROM UNPROTECTED AREAS AND DIRECT ff TO AREAS WHERE EROSION -CAN
BE CONTROLLED. THIS CAN PREVENT STORM RUNOFF FROM ENTERING
THE WORK AREA OR SEDIMENT -LADEN RUNOFF FROM LEAVING THE
CONSTRUCTION SITE.
MAXIMUM GRADE 5% WITH
2. CONDITIONS OF USE: TO A SUITABLE OUTLET (SUC
A. WHERE THE RUNOFF FROM AN EXPOSED SITE OR DISTURBED SLOPE 2' MIN.- POND)
MUST BE CONVEYED To AN EROSION CONTROL FACILITY WHICH CAN
SAFELY CONVEY THE STORMIMATER.
B. LOCATE UPSLOPE OF A CONSTRUCT70N SITE TO PREVENT RUNOFF ka
FROM ENTERING DIRSTURBED AREA. SWALE SPACING DEPENDS 0
C. WHEN PLACED HORIZONTALLY ACROSS A DISTRUBED SLOPE, IT
REDUCES 774E AMOUNT AND VELOCITY OF RUNOFF FLOWING DOWN THE
SLOPE. INTERCEPTOR
D. LOCATE DOWNSLOPE TO COLLECT RUNOFF FROM A DISTURBED AREA
AND DIRECT ff TO A SEDIMENT BASIN.
3. INSTALLATION SPECIFICATIONS:
A. DIKE ANDIOR SWALE AND CHANNEL MUST BE STABILIZED WITH DIKE MATERIAL COMPACTED
TEMPORARY OR PERMANENT VEGETA77ON OR OTHER CHANNEL PROTECTION 2' MIN. 90% MODIFIED PROCTOR
DURING CONSTRUCTION. .0 18" MIN.
B. CHANNEL REQUIRES A POSITIVE GRADE FOR DRAINAGE, STEEPER
GRADES REQUIRE CHANNEL PROTECTION AND CHECK DAMS
C. REVIEW CONSTRUCTION FOR AREAS WHERE OVERTOPPING MAY
OCCUR.
D. CAN BE USED AT TOP OF NEW FILL BEFORE VEGETATION IS
ESTABLISHED.
E. MAY BE USED AS A PERMANENT DIVERSION CHANNEL TO Y DIKE SPACING DEPENDS ON SLOPE GR
THE RUNOFF. MINIMUM GRADE 0.5%
F. SUBEIASIN TRIBUTARY SHOULD BE 1 ACRE OR LESS. MAXIMUM GRADE 1.0%
G. INTERCEPTOR DIKES AND SWALES SHALL BE SPACED HORIZONTALLY
AS FOLLOWS. -
AVERAGE SLOPE SLOPE PERCENT FLOWFATH LENGTH INTERCEPTOR DIKE
20H.-lV OR LESS 3_5x 300 FEET
(10 TO 20H.- 1 V 5-10% 200 FEET
(4 TO 10)11:lV 10-25X 100 FEET
(2 TO 4) H.- 1 V 25-50X 50 FEET
H. THE UPSLOPE SIDE OF INTERCEPTOR DIKES SHALL PROVIDE
POSITIVE DRAINAGE To THE DIKE OUTLEr. NO EROSION SHALL OCCUR AT
THE OUTLET. PROVIDE ENERGY DISSIPA77ON MEASURES AS NECESSARY.
SEDIMENT -LADEN RUNOFF MUST BE RELEASED THROUGH A SEDIMENT
TRAPPING FACILITY.
1. MINIMIZE CONSTRUCTION TRAFFIC OVER TEMPORARY DIKES. USE
TEMPORARY CROSS.CULVERTS FOR CHANNEL CROSSING.
4. MAINTENANCE STANDARDS:
A INSPECT DIVERSION DIKES AND INTERCEPTOR SWALES ONCE A WEEK
AND AFTER EVERY RAINFALL. IMMEDIATELY REMOVE SEDIMENT FROM THE
FLOW AREA.
B. DAMAGE CAUSED BY CONSTRUC77ON TRAFFIC OR OTHER ACTIVITY
MUST BE REPAIRED BEFORE THE END OF EACH WORKING DAY.
C. CHECK OUTLETS AND MAKE 77MELY REPAIRS AS NEEDED TO AVOID
GULLY FORMATION. WHEN THE AREA BELOW THE TEMPORARY DIVERSION
DIKE IS PERMANENTLY STABILIZED, REMOVE THE DIKE AND F7U AND
STABILIZE THE CHANNEL TO BLEND WITH THE NATURAL SURFACE. DOE BMP C200
n4 INTERCEPTOR DIKE AND SWALE
W00 I i'lli 11. 11, 1, 1111 "1" 11111", 11, �`lll 111 111 10
CONCRETE
BLOCK FILTERED WATER
mal
==§&'N�wmmm
WIRE SCREEN
_fc"?
OR FILTER FABRIC
8
DRAIN
GRATE
CONIC. BLOCK BLOCK AND GRAVEL FILTER
GRAVEL BACKFILL
INSTALLA77ON SPECIFFICATIONS FOR BLOCK AND GRAVEL FILTER:
A BARRIER FORMED AROUND THE STORM DRAIN INLET WITH STANDARD CONCRETE BLOCKS AND GRAVEL.
A. HEIGHT 1 TO 2 FEET ABOVE INLET.
B. RECESS T74E FIRST ROW 2 INCHES INTO THE GROUND FOR STABILITY.
C. SUPPORT SUBSEQUENT COURSES BY PLACING A 2x4 THROUGH THE BLOCK OPENING.
D. DO NOT USE MORTAR.
E. LAY SOME BLOCKS IN THE BOTTOM ROW ON THEIR SIDE FOR DEWATERING THE POOL.
F. PLACE HARDWARE CLOTH OR COMPARABLE WIRE MESH WITH 112-INCH OPENINGS OVER ALL
BLOCK OPENINGS.
G. PLACE GRAVEL JUST BELOW THE TOP OF BLOCKS ON SLOPES 2H.-lV OR FLATTER.
H. INLET SLOPE OF 3H.-lV.
1. OUTLET SLOPE OF 2H.-lV.
J. 1-FOOT WIDE LEVEL STONE AREA BETWEEN THE STRUCTURE AND T74E INLET.
K. INLET SLOPE STONES 3 INCHES IN DIAMETER OR LARGER.
L. OUTLET SLOPE USE GRAVEL 112- TO 314-INCH AT A MINIMUM THICKNESS OF I -FOOT.
I N-STALLATION SPECIFICATIONS FOR EXCAVATED ME INLET PROTECTION.,
AN EXCAVATED IMPOUNDMENT AROUND THE STORM DRAIN. SEDIMENT SE77LES OUT OF THE
STORMWATER PRIOR TO ENTERING THE STORM DRAIN.
A. DEPTH 1-2 FT AS MEASURED FROM THE CREST OF THE INLET STRUCTURE.
B. SIDE SLOPES OF EXCAVATION NO STEEPER THAN 2H.*lV.
C. MINIMUM VOLUME OF EXCAVA77ON 35 CUBIC YARDS.
D. SHAPE BASIN TO FIT SITE WITH LONGEST DIMENSION ORIENTED TOWARD THE LONGEST INFLOW
AREA.
E. INSTALL PROVISIONS FOR DRAINING TO PREVENT STANDING WATER PROBLEMS.
F. CLE4R THE AREA OF ALL DEBRIS.
G. GRADE THE APPROACH TO THE INLET UNIFORMLY.
H. DRILL WEEP HOLES INTO THE SIDE OF THE INLET.
1. PROTECT WEEP HOLES WITH SCREEN WIRE AND WASHED AGGREGATE.
J. SEAL WEEP HOLES WHEN REMOVING STRUCTURE AND STABILIZING AREA.
K. IT MAY BE NECESSARY TO BUILD A TEMPORARY DIKE TO THE DOWN SLOPE SIDE OF THE
STRUCTURE TO PREVENT BYPASS FLOW.
18" MIN 1 7 GRAVEL (12" MIN DEPTH)
RUNOFF WATER
WITH SEDIMENT
I I __ . I X_
Boom
A
2:1 MAX. SLOPE
SEDIMENT FILTERED WATER
WIRE MESH WITH FILTEF
FABRIC ON TOP
INSTALLATION
FIL sffmmTioNs FOR GRAVEL AND WIRE M GRAVEL AND WIRE MESH FILTER
A GRAVEL aARRIER PIACED OVER THE TOP OF THE INLET.
'ITIVE DRAINAGE THIS STRUCTURE DOES NOT PROVIDE AN OVERFLOW. STORM DRAIN INLET P-ROTEC71ON
A. HARDWARE CLOTH OR COMPARABLE WIRE MESH WITH
3 A SEDIMENT llg-INCH OPENINGS. I. PURPOSE.- TO PREVENT COARSE SEDIMENT FROM ENTERING
B. COARSE AGGREGATE. DRAINAGE SYSTEMS PRIOR TO PERMANENT STABILIZA77ON OF THE
STABILIZATION- 113EED C. HEIGHT I -FOOT OR, MORE, 18-INCHES WIDER THAN DISTURBED AREA.
AS PER DOE BMP INLET ON ALL SIDES
D. PLACE WIRE MESH OVER THE DROP INLEr SO THAT 2. CONDITIONS OF USE:
C120, -TEMPORARY THE WIRE EXTENDS A MINIMUM OF 1-FOOT BEYOND EACH A. WHERE STORM DRAIN INLETS ARE TO BE MADE OPER477ONAL
1OPE GRADIENT AND PERMANENT SIDE OF THE INLET STRUCTURE BEFORE PERMANENT STABILIZ477ON OF THE DISTURBED DRAINAGE AREA
SEEDING", OR DOE M P E. IF MORE THAN ONE STRIP OF MESH IS NECESSARY, PROTEC77ON SHOULD BE PROVIDED FOR ALL STORM DR41N INLETS
C202,"CHANNEL OVERLAP THE STRIPS. DOWNSLOPE AND WITHIN 500 FEEF OF A DISTURBED OR CONSTRUC77ON
VALE LINING', 12 INCHES F. PLACE COARSE AGGREGATE OVER THE WIRE MESH. AREA, UNLESS THE RUNOFF ENTERS THE CATCH BASIN WILL BE
THICK OF RIPRAP G. THE DEPTH OF THE GRAVEL SHOULD BE AT LEAST CONVEYED TO A SEDIMENT POND OR TRAP. INLET PROTECTION MAY BE
12 INCHES OVER 774E EN77RE INLET OPENING AND EXTEND USED ANYWHERE TO PROTECT THE DRAINAGE SYSTEM. ff IS LiKELY
PRESSED INTO THE AT LEAST 18 INCHES ON ALL SIDES. THAT THE DRAINAGE SYSTEM WILL REQUIRE CLEANING.
2:1 MAX. SLOPE BANK AND EXTENDING B. THE TABLE HEREIN USTS SEVERAL OPTIONS FOR INLET
AT LEAST 8 INCHES INSTALLATION geEa6aQATIONS FOR CATCH 44M FILTERS pRoTEc77ON. ALL OF THE METHODS FOR STORM DRAIN INLET
VERTICAL FROM THE INSERTS SHOULD BE DESIGNED BY THE MANUFACTURER PROTEC77ON ARE PRONE TO PLUGGING AND REQUIRE A HIGH FREQUENCY
BOTTOM. FOR USE AT CONSTRUCTION SITES. THE LIMITED SEDIMENT OF MAINTENANCE. DRAINAGE AREAS SHOULD BE LIMITED TO 1 ACRE OR
STORAGE CAPACITY INCREASES 774E AMOUNT OF INSPEC77ON LESS. EMERGENCY OVERFLOWS WILL BE REQUIRED WHERE SToRmwATER
AND MAINTENANCE REQUIRED, WHICH MAY BE A BETTER PONDING WOULD CAUSE A HAZARD. IF AN EMERGENCY OVERFLOW IS
METHOD FOR INLETS LOCATED ALONG AC77VE PROVIDED, ADD177ONAL END -OF -PIPE TREATMENT MAY BE REQUIRED.
RIGHTS -OF -WAY.
A. DEWATERING PROVISIONS. 3. MAINTENANCE STANDARDS:
B. HIGH -FLOW BYPASS THAT WILL NOT CLOG UNDER A. CATCH a4SIN FILTERS SHOULD BE INSPECTED FREQUENTLY,
NORMAL USE AT A CONSTRUC77ON SITE. ESPECIALLY AFTER STORM EVENTS. IF THE INSERT BECOMES CLOGGED,
C. THE CATCH BASIN FILTER IS INSERTED IN THE ff SHOULD BE CLEMED OR REPLACED.
:,NT CATCH BASIN JUST BELOW THE GRATING. B. . FOR SYSTEMS USING STONE FILTERS.- IF THE STONE FILTER
BECOMES CLOGGED WITH SEDIMENT, THE STONES MUST BE PULLED
STORM DRAIN INLET PROTECTION
TYPE OF INLET
IOVERFLOW
EMERGENCY
ILE
ftRF I
CONDITIONS OF USE
PRO'lECTION
DROP INLET
EXCAVATED DROP
YES, TEMP.
EARTHEN
APPLICABLE FOR HEAVY FLOWS.
INLET PROTECTION
FLOODING WILL
EASY TO MAINTAIN. LARGE ARFA
OCCUR
REQUIREMENT: 3630' PER ACRE
BLOCK AND GRAVEL
iYES
PAVED OR
APPL0BLE FOR HEAVY
DROP INLET
EARTHEN
CONCENTRATED FLOWS. WILL NOT
PROTECTION
POND.
GRAVEL AND WIRE
NO
PAVED OR
APPLICABLE FOR HEAVY
DROP INLET
EARTHEN
CONCENTRATED FLOWS. VALL NOT
PROTECTION
POND.
CATCH BASIN
YES
PAVED OR
FREQUENT MAINTENANCE REQUIRED.
FILTERS
I EARTHEN
I
CURB INLET
CURB INLET
SMALL CAPACITY
PAVED
USED FOR STURDY. MORE COMPACT
PROTECTION WITH A
OVERFLOW
INST&LATION.
WOODED WEIR
YES
PAVED
STURDY, BUT LIMITED FILTRATION.
RM AND GRAVEL
CURB INLET
PROTECTION
CULVERT INLET
CULVERT INLET
18 MONTH EXPECTED LIFE
SEDIMENT TRAP
AWAY FROM THE INLET AND CLEANED OR REPLACED
C. DO NOT WASH SEDIMENT INTO STORM DRAINS WHILE CLEANING.
SPRE40 ALL EXCAVATED MATER14L EVENLY OVER THE SURROUNDING
LAND AREA OR STOCKPILE AND STABILIZE AS APPROPRIATE.
COE/DOE BMP C220
STORM DRAIN
INLET PROTECTION
N.T.S.
FAI
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATE:
BY: q167111y
MY ENGINEERING DIMISION
M
it
to co r-1
Lu 00 a)
W = = = = = =
= o o 0 0 C> C> 0 0
Gommmommmow
1 5:5; 15-. E 5; 5; 5; 5: 5;
2 Lu Lu w w w ui Lu ui
-W-m-m-m-m m - W_ - Ix - m
w4-
Z
cl?
cm
0 111111111111111111111110%
tWu
+
W,
%wo
X�T
100
0.
ca
RIESL9
FEB 2 8 2014
DRAW
B.A.S.
CHECKED
G.E.W.
DATE
At/22/t3
SCAM
N.T.S.
JOB NO.
1,3055
m
EROSION AND
SEDIMENT CTRL
RNER DETAILS & NOTES
t%2n3
AW
VIZ
,eF
2709 JAHN AVENUE NW -SUITE H-5-GIG HARBOR, WA 98335
TEL (253)858-8577 -FAX (253) 858-8579 nLE;EROSDET.DWG
U
FMO-0-1
W
- A
ADMIRAL WAY
I - - - - - - -
9 - - - - - - - - - -
DATUMS:
HORIZONTAL: NAD83-91 WASHINGTON STATE
PLANE COORDINATE SYSTEM, NORTH ZONE.
VERTICAL: NAVD 88
BENCHMARK: USCGS MONUMENT
N-7—RESET-1956 3.5" BRASS DISK IN TOP OF
NE CONCRETE RETAINING WALL AT THE NW END
AT EDMONDS RAILROAD STATION.
ELEVATION = 13.52 FEET
NOTES:
1. UTILITIES SHOWN ARE BASED ON
OBSERVATION OF SURFACE FEATURES AND PAINT
MARKS APPLIED BY AN UNDERGROUND UTILITY
LOCATING SERVICE. FIELD LOCATIONS MUST BE
VERIFIED PRIOR TO ANY CONSTRUCTION. CALL
1-800-424-5555 FOR THIS VERIFICATION.
2. THIS SURVEY WAS MADE WITHOUT BENEFIT OF
A TITLE REPORT AND DOES NOT PURPORT TO
SHOW ALL ITEMS OF RECORD. EASEMENTS
SHOWN ARE BASED ON A PREVIOUS SURVEY FOR
THE PORT OF EDMONDS.
(9
)NSPC(--r10f\3 V rw�vm —rD
bcAC,-r S-"UPJf')6
LEASE AREA DESCRIPTION:
THAT PORTION OF GOVERNMENT LOT 3, SECTION 23, TOWNSHIP 27 NORTH, RANGE 3
EAST, W. M. LYING BETWEEN ADMIRAL WAY AND THE BURLINGTON NORTHERN RAILROAD
RIGHT—OF—WAY IN THE CITY OF EDMONDS, SNOHOMISH COUNTY, WASHINGTON AND
MORE PARTICULARLY DESCRIBED AS FOLLOWS:
COMMENCING AT THE INTERSECTION OF THE SOUTH LINE OF SAID GOVERNMENT LOT 3
WITH THE CENTERLINE OF ADMIRAL WAY; THENCE SOUTH 42*33'18" WEST ALONG THE
SOUTHWESTERLY PROLONGATION OF SAID CENTERLINE 54.17 FEET; THENCE SOUTH
47*26'42" EAST 30.00 FEET TO THE EASTERLY MARGIN OF SAID ADMIRAL WAY; THENCE
NORTH 42*33'18" EAST ALONG SAID MARGIN 823.91 FEET TO THE POINT' OF BEGINNING
OF THIS LEASE AREA DESCRIPTION;
THENCE CONTINUING NORTH 42*33'18" EAST ALONG SAID MARGIN 300.41 FEET;. THENCE
SOUTH 47*26'42" EAST 120.00 FEET TO THE WESTERLY RIGHT—OF—WAY LINE OF THE
BURLINGTON NORTHERN RAILROAD; THENCE SOUTH 42'33'18" WEST ALONG SAID
RIGHT—OF—WAY LINE 299.86 FEET; THENCE NORTH 47*34'27" WEST 120.00 FEET TO
THE POINT OF BEGINNING AND THE TERMINUS OF SAID LEASE AREA DESCRIPTION.
SCALE IN FEET
I MM IBM
FAUN OEM
20 0 20 4A,
C�G & SIDEWALK FORM
MPECTIONS REQUIRED
A,
REMOVE ALL EX. PARKING STRIPING
BETWEEN THESE POINTS
ADMIRAL WAY
60.00
SEE ARCHITECTURAL PLANS
FORTRASH ENCLOSURE
51-rc SO-2
1.00
NOTES:
1. ALL CURB RADII ARE TO FACE OF CURB, OR EDGE OF
ASPHALT OR EDGE OF CONCRETE PAVEMENT.
2. SEE ARCHI[TECTURAL PLANS FOR ONSITE SIGNING
REQUIREMENTS, & FENCING REQUIREMENTS & LOCATIONS.
3. AN ELEC IRONIC VERSION OF THIS DRAWING WILL BE
PROVIDED TO THE CONTRACTOR FOR USE IN CONSTRUCTION
STAKING. NOTE THAT THE BUILDING FOOTPRINTS SHALL BE
STAKED PER ARCHITECTURAL R.00R PLANS.
4. ALL DIMENSIONS TO BUILDING ARE TO OUTSIDE OF
F001ING OR SLAB.
-d-
'-d- LO W r- W M
W co 0
a)
U-11
� T
S) n ��
U) (0
w
C3
Cd
V�1*1'1'11,��,, 7
Q%v�
V .4
All
Ccccc
Im
Y-OFE
BURLINGTON NORTHERN SANTA FE RAILROAD BURLINGTON NORTHERN SANTA FE RAILROAD
..WA
Applicant shall repair/repface all damage to
utilkles or frontage improvements in City
rIght-of-way pet, City standards that Is caused
or occut,i during the permitted project.
N
APPROVED FOR CONSTRUCTION
. CITY EDIVIONDS
DAH
BY:
MY ENGINEERING DIVISION
- wl,�K*
JOB NO.
13055
mLE:SITEPLANR.DWG I
NERVERIMENNEM
WARNER NO: 018012
12" PVC &JLVERT, ���ENCYM
IE = 6.36 't
WUOD D K WITH
ANDRAI
3. 5;�=_- �A�ND A I
JUNCTION BdWo- �,
E% E'
XTRUDEIACONCRETE CURB
UNDETERMINED U
A�PHALT
CB, RIM = 12.82 DATUMS:
X 13.36 12" DI SE, IE 7.2
NG 12" DI W, IE 7.6 HORIZONTAL: NAD83-91 WASHINGTON STATE
PLANE COORDINATE SYSTEM, NORTH ZONE.
BUILDING VERTICAL: NAVD 88
BENCHMARK: USCGS MONUMENT
5.3' x 5.2' EASEMENT TO PUD REC. NO. N-7-RESET-1956 3.5" BRASS DISK IN TOP OF
8509300314 NE CONCRETE RETAINING WALL AT THE NW END
X 13.07 X 13.02 AT EDMONDS RAILROAD STATION.
ELEVATION 13.52 FEET
A AIPHALT
P
0
H
7
X
02
ALT \
CB, RIM 12.50=
12 " PVC N E, I E == 8�.3 12.64
12" DI SE, IE J7.7 7' EASEMENT TO PUD REC. NO.
0
4" PVC SW, IE 9.0 X 12.84 8509300314
12" DI NW, IE 7.7
NOTES:
1. UTILITIES SHOWN ARE BASED ON
OBSERVATION OF SURFACE FEATURES AND PAINT
MARKS APPLIED BY AN UNDERGROUND UTILITY
LOCATING SERVICE. FIELD LOCATIONS MUST BE
VERIFIED PRIOR TO ANY CONSTRUCTION. CALL
1-800-424-5555 FOR THIS VERIFICATION.
2. THIS SURVEY WAS MADE WITHOUT BENEFIT OF
A TITLE REPORT AND DOES NOT PURPORT TO
SHOW ALL ITEMS OF RECORD. EASEMENTS
SHOWN ARE BASED ON A PREVIOUS SURVEY FOR
THE PORT OF EDMONDS.
BULKHEAD LINE
LEASE AREA DESCRIPTION:
THAT PORTION OF GOVERNMENT LOT 3, SECTION 23, TOWNSHIP 27 NORTH, RANGE 3
EAST, W. M. LYING BETWEEN ADMIRAL WAY AND THE BURLINGTON NORTHERN RAILROAD
RIGHT-OF-WAY IN THE CITY OF EDMONDS, SNOHOMISH COUNTY, WASHINGTON AND
MORE PARTICULARLY DESCRIBED AS FOLLOWS:
COMMENCING AT THE INTERSECTION OF THE SOUTH LINEOF SAID GOVERNMENT LOT 3
WITH THE CENTERLINE OF ADMIRAL WAY; THENCE SOUTH 42*33'18" WEST ALONG THE
SOUTHWESTERLY PROLONGATION OF SAID CENTERLINE 54.17 FEET; THENCE SOUTH
47'26'42" EAST 30.00 FEET TO THE EASTERLY MARGIN OF SAID ADMIRAL WAY; THENCE
NORTH 42*33'18" EAST ALONG SAID MARGIN 823.91 FEET TO THE POINT OF BEGINNING
OF THIS LEASE AREA DESCRIPTION;
THENCE CONTINUING NORTH 42'33'18" EAST ALONG SAID MARGIN 300.41 FEET; THENCE
SOUTH 47*26'42" EAST 120.00 FEET TO THE WESTERLY RIGHT-OF-WAY LINE OF THE
BURLINGTON NORTHERN RAILROAD; THENCE SOUTH 42*33'18" WEST ALONG SAID
RIGHT-OF-WAY LINE 299.86 FEET; THENCE NORTH 47'34'27" WEST 120.00.FEET TO
THE POINT OF BEGINNING AND THE TERMINUS OF SAID LEASE AREA DESCRIPTION.
0
0
04
12.84 CONNECT TO EX. CB TRENCH PATC SCALE IN FEET
IE=9.00 NEW 12"NE. r3 CCCA"SIA-r IBM MEM
< 12.90 i('SEE STRUCTURE (61-red) 20 0 20 40
ASPHALT BKWON NOTE �.3
R/W SEE NOTE (TYP. R/W AREA DRAIN
CLOSE EX. CU (D M #5 RIM=12.90
J�ONCRETE OPEN G SURFACE MONUMENT IE(61=10.90
INSTALL DRIVEWAY N 298894.04 CONNECT TO STORM CB#31
C
S�M RIM = 1 .24 E 1258238.40 -To%
RIM= 0
CB, RIM C 0 LUJ A *k& Apppt)Arw (.,; PLACES) A, :13.7
f CiAl r'E-KITU ' [rim/ = 1*ZZ-z
- SSMH, RIM = 11.97
8" NE & SW, CENTER.
CHANNEL IE = 6.1
8" DI SE, IE = 7.7
8" DI SE, Ill = 7.8
12" DI NW. IE = 7.9
ADMIRAL WAff-w-
w - W�
3
C4.3 REINSTALL CURB & GUTTE
TYP.
T LL 7' SIDEWAL
TYP . I
SEE STREET PARKIN
SIGN NOTE
1 5 CBjr"
C4.1 C4.1 RIM=12.21
IE=9.15 12*SW, SE
TYP. TYP.
44LF-12"ADS N-12
00.50%
5 to L IE 4.4 W/5OLJD D
243ILF-12"AIDS N-1 SEE STREET PARKING IE=10.31 127SWOE
TYP. I "", ll"�'l
NOTE
TYP, 00.45% IE=10.80 6"SE
4
36LF-12"XDS I =1 1.40 4
,399.7' SSMH TO SSMH
00,509-
Z7 'E 1048.49'
2- 31
86
exl4,p3FL
W W--ewiz
w w VU W W_ W,
e 2.80FL-,,,,, <
ij
<
exl 3 30FL kL
VG & SIDEWALK FORM
MPECTIONS REQUIRED
Q49M #4
SURFACE MONUMENT
N 299041.38
E 1258373.63
ASPHALT ELEV 14.36
PAVING TYP.
-W -W
VA
,.(fxl2.26FL Vex 1 2.37FL ex 1 2.45FL P exl3.60FL
uj ex 1 3,54FL
L
"3 H R 7
ex 1 -q4lL7
p
'00
b ex 1 2.64F uj ui
HDPE S I E 9 1.3 HR PARkI.NG" lAlil .5 13.75
'qx
!117�
'EWAY APRON
X A
14M
W
�XHAN
ex 12.7!
z
ASPHALT
Y
exl2.67
P-1
AREA SOUTH
NO:
AT FENCE LINE
�4'
Al 1'15'i�
ASPHA
ui
'4
131 Mr.
7 5 CBfz
RIM=13.10
W/SOLID LJD X 12.39
& DOWNITURNED ELBOW
IE=9.22 8"E CB, 12.2612.46
IE=9.22 12*NF.NW HDPE NW, IE = 10.0 w
12.4
65LF-8WS N-1
;4
00.42% STORMFILTERR CBJ
(3 CARTRIDGES)
RIM=l 1.80
IE=9.50 8U
12.90
3.7 3
13.85 13.35
4
13.45
5 3 12.90-
ASPHALT
RI =13.62
13.75-/
13.85
=9.80 112'NE-SW
0
GRAVEL
E= 10.05 6SE
CONCRETE
WALKWAY
0
INSTALL CONCRETE REINFORCED
z
--��SLAB ON GRADE q 13.85
1
13
4.4 13.75"'
FF= 13.8
W4
-13-
1385
�SPHALT
WHEELSTO P
a 13851
(TYP
CONCRIETE REINFORCED
SLAB ON GRADE (TYP.)
""T
-SEE STRUCTURAL 13.85
MEL
SDCO12 TYP-t'-4-�\
RIM= 13.60
31
IE=1 1.85 SDCOft_\
CONNECT
DOWNSPOUTS RIM=13.65
IE=1 1.90
GRAVEL
CONNECT DOWNSPOUTS
13.85
BURLINGTON NORTHERN SANTA FE RAILROAD
STORM DRAINAGE AND GRADING NOTES:
USE AND OTHER RELATED OR REQUIRED PERMITS, PRIOR TO ANY CONSTRUCTION
CHANGED IN THE FIELD WITHOUT WRITTEN APPROVAL OF THE PROJECT ENGINEER. THE
ACTIVITY IN THE APPROVING AGENCYS OR STATE RIGHT-OF-WAY. IT SHALL ALSO BE
GRADING OF THESE AREAS IS CRITICAL TO ENSURE THAT SURFACE WATER WILL NOT
1. ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE WITH APPROVING
THE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN ALL REQUIRED PERMITS PRIOR TO
BACK UP & FLOOD THE BUILDING. IT IS THE GENERAL CONTRACTOR'S RESPONSIBILITY
AGENCYS STANDARDS AND, WHERE THE WORK IS NOT SPECIFIED BY THE APPROVING,
ANY CONSTRUCTION. THE CONTRACTOR SHALL ABIDE BY ALL REQUIREMENTS FOR
TO ENSURE THAT THE CONCRETE & LANDSCAPE SUBCONTRACTORS FINISH THESE AREAS
AGENCY, BY THE MOST CURRENT COPY OF THE STATE OF WASHINGTON STANDARD
TRAFFIC CONTROL & SAFETY WHEN WORKING IN THE ROAD RIGHT-OF-WAY.
TO THE DESIGN ELEVATIONS.
SPECIFICATION FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION (WSDOT/APWA).
8. THE CONTRACTOR SHALL USE THE ELECTRONIC VERSION OF THIS PLAN TO STAKE
16. PARKING LOT LANDSCAPING ISLANDS TO BE BERMED TO DRAIN TO ADJACENT
2. TEMPORARY EROSION/WATER POLLUTION MEASURES SHALL BE REQUIRED IN
ALL CURBS, CATCH BASINS, AREA DRAINS, STORM PIPING AND SPOT ELEVATIONS. THE
PAVEMENT
ACCORDANCE WITH THE APPROVING AGENCY; AND WHERE THE WORK IS NOT SPECIFIED
BUILDING SHALL BE STAKED USING THE ARCHITECTURAL FLOOR PLAN, NOT THIS
BY THE APPROVING AGENM BY THE CURRENT EDITIONS OF THE STATE OF WASHINGTON
ELECTRONIC FILE.
17. ROOF DRAINS SHALL BE TIGHTUNED TO THE STORM SYSTEM WITH 6*0 ADS N-12
STANDARD SPECIFICATIONS (WSDOT) AND THE WASHINGTON STATE DEPARTMENT OF
AT 1.00% MINIMUM SLOPE. CONTRACTOR SHALL COORDINATE ALL ROOF DRAIN
ECOLOGY STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON. SHOULD THE
9. THE CONTRACTOR SHALL FIELD VERIFY THE D8yrHS OF UTILMES AT ALL KNOWN
LOCATIONS WITH THE ARCHITECTURAL PLANS PRIOR TO INSTALUNG.
TEMPORARY EROSION AND SEDIMENTATION CONTROL MEASURES AS SHOWN IN THESE
UTILITY CROSSINGS PRIOR TO CONSTRUCTION AND NOTIFY THE ENGINEER OF ANY
DRAWINGS NOT PROVE ADEQUATE TO CONTROL EROSION AND SEDIMENTATION, THE
CONFLICTS.
18. A PERIMETER FOOTING DRAIN SHALL BE INSTALLED AROUND THE BUILDING
CONTRACTOR SHALL INSTALL ADDITIONAL FACILMIES AS NECESSARY TO PROTECT
FOUNDATION. THE DRAIN SHALL BE CONNECTED TO THE STORM SYSTEM WITH 6*0 ADS
ADJACENT PROPERTIES, SENSIITIVE AREAS, NATURAL WATER COURSES, AND/OR STORM
10. THE CONTRACTOR SHALL NOTIFY THE PROJECT ENGINEER IN THE EVENT OR
N-12 AT 1.00X MINIMUM SLOPE THE FOOTING DRAIN SHALIL NOT BE CONNECTED TO
DRAINAGE SYSTEMS.
DISCOVERY OF POOR SOILS, STANDING GROUNDWATER, OR SEVERE DISCREPANCIES FROM
DOWNSPOUT UNES.
THE SOIL LOG DESCRIPTIONS AS NOTED IN GEOTECHNICAL ENGINEERING SERVICES
3. CALL THE UNDERGROUND LOCATE LINE 1-800-424-5555 A MINIMUM OF 48
REPORT BY LANDAU ASSOCIATES.
19. MARK ALL CATCH BASINS LABELED *DUMP NO WASTE - DRAINS TO PUGET
HOURS PRIOR TO ANY EXCAVATIONS NEAR PUBLIC UTILITIES. ALSO CALL
11. ALL EARTHWORK SHALL BE IN COMPLIANCE WITH THE PROJECT GEOTECHNICAL
SOUND*.
1-425-313-1034 AND PAY FOR PRIVATE LOCATES FOR PRIVATE AND SITE UTILITIES.
ENGINEERING SERVICES REPORT BY LANDAU ASSOCIATES.
20. SEE ARCHIITECTURAL SITE PLAN FOR CONCRETE SCORING AND FINISHING
4. THE STORM DRAINAGE SYSTEM SHAIJ_ BE CONSTRUCTED ACCORDING TO APPROVED
12 FOR PUBLIC SYSTEMS, THE CONTRACTOR SHALL CALL FOR INSPECTION 48 HOURS
REQUIREMENTS.
PLANS ON FILE WITH THE APPROVING AUTHORITY. ANY SIGNIFICANT DEVIATION FROM THE
PWIOR TO COVERING ANY DRJUNAGE STRUCTURE.
APPROVED PLANS WILL REQUIRE WRIITTEN APPROVAL FROM THE APPROVING AGENCY.
21. GRADING CONTRACTOR SHALL COORDINATE WITH ELECTRICAL FOR SLEEVE
5. A COPY OF THE APPROVED STORMWATER PLANS MUST BE ON THE JOB SITE
13. ALL SPOT ELEVATIONS AT CURBS ARE FLOWLINE ELEVATIONS OR FINISHED
PLACEMENT PRIOR TO PAVING.
WHENEVER CONSTRUCTION IS IN PROGRESS.
PAVEMENT GRADE, UNLESS NOTED OTHERWISE.
22. AN OPERATION AND kWNMWCE MANUAL IS REQUIRED TO BE PROVIDED TO THE
6. ALL EROSION CONTROL AND STORMWATER FACILITIES SHALL BE REGULARLY
14. NO SIDEWALK AROUND THE BUILDING SHALL EXCEED A SLOPE OF 5% IN THE
OWNER TO THE CITY UPON COMPLETION OF CONSTRUCTION. THE CONTRACTOR SHALL
PROVIDE AS -BUILT DRAWINGS AND MANUFACTURER PROVIDED MAINTENANCE INFORMATION
INSPECTED AND MAINTAINED BY THE CONTRACTOR DURING CONSTRUCTION.
LONGITUDINAL DIRECTION NOR SHALL IT BE LESS THAN 0.50% IN ANY DIRECTION.
TO THE ENGINEER AT SUBSTANTIAL COMPLETION TO ASSIST IN THE DEVELOPMENT OF
TRANSVERSE SLOPE ON SIDEWALKS SHAI.L NOT EXCEED 2%.
THIS MANUAL
7. IT SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN STREET
15. ELEVATIONS IN LANDSCAPE AREAS WI[THIN 50 FEET OF THE BUILDING MAY NOT BE
8 HAIN LINK
ADA PAR� G SYMBOL C4.4
g. v I ADA PARKING LLS
4 1`11,111" t1`2 iNli DE
FOUNDA11ON D N
U�i
L;� CONNECT TO E14 GRAVEL
_�o 411
13.50
751.F-WADS N-12
vim 00.43%
i -e X14.0
Z
_j
o.
0
A, z
STORMFILTER CBJ5
AM
-i, M
(1 CARTRIDGE)
M
RIM= 12.9 5
12.95
IE=10.65 8*E
X121
L
E
13.15
q
GRAVEL
`5
LCALL BEFORE YOU DIG:
1 00
1-80�0-424-55:55
N
M
M
CD
INNNE
0 EME111111%
+
_3 N
C?
0.9
cl)
c1l
f
STREET PARKING SIGNS NOTE:
ZX\
-`R�42 `1`5`-,,, -
13.35
-HR PARKING SIGNS LOCATED IN ROW DURING
PROTECT 3
"A CONSTRUCTION. REPLACE SIGN POSTS WITH UNISTRUT POSTS
13.35
AND SLEIEVES PER CITY STANDARD DETAIL E8.4.
13.50
CA
H13 EM
T, EO STRUCTURE EVALUATION NOTE:
..... ..........
CHAIN LINK ATOP CONCREt RETAINING WALL NOTIFY THE CITY INSPECTOR TO VERIFY THE STRUCTURAL
INTEGRITY OF THE EXISITNG CATCH BASIN PRIOR TO CONNECTION.
THE EXISITNG STRUCTURE MAY NEED TO BE REPLACED.
6" DOWNSPOUT
COLLECTOR PIPE 01.00%MIN.(pTyp. SOIL AMENDMENT NOTE:
BURLINGTON NORTHERN SANTA FE RAILROAD APPLY POST -CONSTRUCTION SOIL QUAI.ITY AND DEPTH DOE BMP
1.vlo
1:5.13 IN ALL FERVIOUS ARU ON THE SITE, NOT IMMEDIATELLY
WA
NOTES FOR
ADJACENT TO THE BUILDING.
ASPHALT PAVING AND CONCRETE PAVING. CURBS AND SIDEWALKS:
REFER TO www.soilsforsalmon.org WEBSITE FOR THE INFORMATION
0
1. ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE WITH APPROVING
ON MATERIALS AND IMPLEMENTATION.
AGENCY'S STANDARDS AND, WHERE THE WORK IS NOT SPECIFIED BY THE APPROVING
AGENCY, BY THE MOST CURRENT COPY OF THE STATE OF WASHINGTON STANDARD
POWER RELOCATION NOTE.
Is
SPECIFICATION FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION (WSDOT/APWA).
EXISITNG 4*0 POWER CONDUIT TO PROVIDE 6n MIN.
2. A COPY OF THE APPROVED PLANS MUST BE ON THE JOB SI[TE WHENEVER
CLEARANCE WITH NEW 12"0 STORM. COORDINATE RELOCATION
yi`f:
CONSTRUCTION IS IN PROGRESS.
WIITH SNOHOMISH COUNTY PUD.
bbz&na@,)!qrner n inee i COM
3. IT SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN RIQHJF�)F AY
DRAWN
,__5P��UC �NERMIT AND ANY OTHER RELATED OR REQUIRED PERMITS PRIOR TO ANY
CONSTRUCTION A
2 APPROVING AGENCY'S
APPROVED FOR CONSTRUCTION
B.A.&
CHECKED
IN THE RIGHT-OF-WAY. IT SHALL ALSO BE
THE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN ALL REQUIRED PERMITS PRIOR TO ANY
CITY OF EDMONDS
G.E.W.
CONSTRUCTION. THE CONTRACTOR SHALL ABIDE BY ALL REQUIREMENTS FOR TRAFFIC
DATE
11/22/13
CONTROL & SAFETY WHEN WORKING IN THE ROAD RIGHT-OF-WAY.
DATE:
SCALE
4. A WASHINGTON LICENSED LAND SURVEYOR, EMPLOYED BY THE CONTRACTOR SHALL SET
FINISHED GRADES. AN ELECTRONIC, AUTOCAD 2007, VERSION OF THE PLAN WILL BE
1*=20'
PROVIDED BY THE ENGINEER TO THE CONTRACTOR FOR THEIR USE IN SETTING FINISH
r-%DAnc,e
BY.
JOB NO.
I ---- I
5. PROVIDE EVEN SLOPES UNLESS OTHERWISE SHOWN FROM THE LIMITS OF PAVED AREA
TO CATCH BASINS, AS APPLICABLE; STANDING WATER ON SURFACES IS NOT PERMITTED AND L
SUCH AREAS ARE CONSIDERED DEFECTIVE WORK.
6. REMOVE AND REPLACE DEFECTIVE PAVEMENT WORK, INCLUDING SURFACE WITHOUT
PROPER DRAINAGE; PATCHING OF NEW SURFACES IN NOT PERMITTED UNLESS THE FULL
DEPTH OF THE LIFT IS ENTIRELY REMOVED AND REPLACED.
7. ALL CURBS,IN PARKING AREAS WHICH ARE NOT IDENTIFIED OR DETAILED AS VERTICAL
CURB ARE NOT ADJACENT TO A SIDEWALK ARE EXTRUDED CEMENT CONCRETE CURBS.
CURBS ADJACENT TO SIDEWALKS ARE CONCRETE VERTICAL CURBS. SEE ARCHITECTURAL
PLAN FOR CONTROL JOINT LOCATIONS.
WARNER NO: 018012
LANDSCAPING -MAX. DEPTH 6"
NOTES COARSE AGGREGATE PER WSDOT 9-03.12(5)
EXCEPT NO PARTICLES LESS THAN 1/2" SQUARE.
1 . Bolt -down capability is required on all frames, grates, and covers, unless specified EXTEND UP WITHIN 6" OF FINISHED GRADES RECESSED
otherwise in the Contract. Provide 2 holes in the frame that are vertically aligned FILTER FABRIC ALL LOCKING, ROUND CAST
with the grate or cover slots, The frame shall accept the 6/8" - 11 NC x 2" Allen LIFT POCKET IRON FRAME AND
SLOT - SEE DETAIL head cap screw by being tapped, or other approved mechanism. Location of bolt- AROUND COARSE AGGREGATE
AND NOTE 1 down holes varies by manufacturer. (OVERLAP 12-MIN.) IRON COVER
2. For frame details, see Standard Plan B-30.1 0. 4-0 PERF PIPE (WSDOT 9-05.2(6)) /5/8" 11 N.C. SOCKET HD
OR 9-05.2(7), TYPE SP LAYED LEVEL SCREW 1 1/4" LONG
"a =;d I/=== Z11
LO 3. Refer to Standard Specification 9-05.15(2) for additional requirements. (PERFORATIONS FACING DOWN). (BRONZE OR S.S.)
CONNECT TO STORM SEWER LINE
................ . . PROVIDE MECHANICAL
LO 12"MIN. W/ TIGHTLINE (ADS N-12)
COMPRESSION PLUG
@ 1 % MIN. SLOPE 1/2" x 2" RAISED PADS
M
0
�0 I.E. OF PIPE SHALL FINISHED GRADE\
BE NO LOWER THAN 2'
z 0
< BOTTOM OF FOOTING
L-A Lo P:l
C14 n It to co r_1 00
M C>
1%
z U) �t
5 C5 Q 0 5 5 5 5 5
LL_ LJ__ LJ__ U) rn 0 U) 0 0), 0 US rn
6" 6" 5: 5: E 5: 5; 5: 5: 5:
un U) r
W W UJ W
2'x2'x4" CONC. PAD IN
ALL NON -PAVEMENT AREAS FIBER JOINT PACKING
1 1/4" 14" -
12 1/2
FOUNDATION DRAIN 1 1/8'
9E =60W 1 2 2
N.T.S. L
Cq
L
0
7�_=L
4C P
E T A
TOP SECTION
45* 7////
1 1/ 8"
/7///
1 1/4 3/4' - I I
5/8- 2"
DUMP NO WASTE
12 1/4' LONG RADIUS
1/8 BEND
24" 14"
C11
7 OR 8 EQUAL SPACES 0 wommirt
W
0
2E STORM PIPE
PIPE MATERIAL AND
U') TION OF FLOW
DIREC SIZE AS SPECIFIED
ON PLANS UJ
0 Cn
0 U)
.2 T a
WYE
DRAINS TO PUGET SOUND
0
SECTION KNOCKOUT TYPE PLUG
PAINT SYMBOL AT ALL CATCH BASINS. AT END OF LINE
ISOMETRIC
UNDISTURBED. SOIL
WSDOT STD. PLAN B-30.30-01 CATC H BAS I N
RECTANGULAR VANED GRATE STORM CLEANOUT
N.T.S. N.T.S.
FRAME AND GRATE (SEE WSDOT STANDARD 24" 3"
PLAN B-30.10-00 & B-30.50.00) W/ LOCKING BOLTS OUTLET PIPE REMOVEABLE
CATCH BASIN WALL WATERTIGHT
1. When bolt -down covers are ecified in the Contract, provide two slots
COUPLING 8 M z
PIPE ALLOWANCES in the cover that are vertically, aligned with the holes in the frame.
Location of bolt -down slots variies among different manufacturers.
U)
MAXIMUM
PIPE
FRAME & GRATE INSIDE 2. Alternative reinforcing designs are acceptable in lieu of the rib design. z
MATERIAL DIAMETER M:
a
3. Refer to Standard Specification 9-05.15(2) for additional requirements. co
REINFORCED OR C14
PLAIN CONCRETE 12* 24" MIN 12" MIN 1/2'x 1 /2" 4. For frame details, see Standard Plan B-30.10.
FINE MESH SCREEN BOLT -DOWN SLOT SEE C/)
3/4"
ALL MERL PIPE 15* _J C DETAIL AND NOTE 1
CPSSP * 12 X 1 1/4" 5
(STD. SPEC. 9-05.20) BOTTOM OF CATCH BASIN -/
3 1/2" 2 1/2" DIAM. HOLE Cn
6" OR 12' SOLID WALL PVC INSTALL WHERE CALLED FOR <
(SM. SPEC. 9-05.12(l))
ION THE PLANS Z
Lf
PROFILE WAU PVC --q 0
(STD. SPEC. 9-05.12(2)) DOWNTURNED ELBOW DETAIL
3/4"
ONE 13 BAR HOOP FOR 6* HEIGHT *CORRUGATED POLYETHYLENE N.T.S. ZA
TWO #3 BAR HOOPS FOR 12' HEIGHT STORM SEWER PIPE 5/8" 0
RECTANGULAR ADJUSTMENT SEC11014 NOTES
1� 1. As acceptable alternatives to the, 3/4- DIAM. HOLE
VP rebar shown in the PRECAST BASE
ON, fibers (placed according 1/2" DIAM. HANDLE
SECT],
to the Standard Specifications), or
wire mesh having a minimum area
inches pe�r foot
of 0.12 square
shall be used with the minimum RES
d rebar shown in the SEE NOTE 1
ATIVE PRECAST BASE FEB 2 8 2014
#3 BAR EACH CORNER SECTION Wire mesh shall not be
;2� placed in the knockouts. Suit OING DE
2. The knockout diameter shall not
be a Knockouts
Ire ter than 20". 4 3/4 1 1 L2
sha have a wall thickness of 2"
13 BAR EACH SIDE 3"0 DOWNSPOUT -EXTEND 43 6 WA
minimum to 2.5" maximum, BUILDING
Provide a 1.5" minimum 2" INTO CONECTOR
d rhp
between the knockout wall an e
rn
outside of the pipe. After' the ADAPTER TO CHANGE 3"0 TO 6"0
r
#3 BAR EACH WAY pipe is installed, fill the gap with
int mortar in accordance with :Tiw=
ia ia A FL�l
PRECAST BASE SECTION i0tandard Specification 9-04.3.
3. The maximum depth from the
45' MAX
'4�
211
finished grade to the lowest pipe ?b
invert shall be 5'. bozena@lwarne ineerinq.com
39" R SEE NOTE 2
4. The frame and grate may be DRAWN
B.A.S.
installed with the flange up or
down. The frame may be cast 20" MIN.
into the adjustment section. APPROVED FOR CONSTRUCTION CHECKED
#3 BAR EACH CORNER I G.E.W.
18* MIN. 5. The Precast Base Section may CITY OF EDMONDS DATE
have a rounded floor, and the 6"0
walls may be sloped at a rate of FOUNDATION DRAIN
1:24 or steeper. DATE: SCALE
SLOPE TO DR0 N.T.S.
#3 BAR HOOP 6. The opening shall be measured at 0 1.0% MIN. JOB NO.
the top of the precast base
section. BY: 13055
7. All pickup holes shall be grouted CITY ENGINEERING DIVISION
SEE NOTE I full after the basin has been PROVIDE FITTINGS
ALTERNATIVE PRECAST BASE SECTION placed. AS NECESSARY WSDOT STD. PLAN B-30.20-02 A ROM STORM DRAINAGE
RECTANGULAR SOLID METAL COVER DETAILS AND
WSDOT STD. PLAN B-5.20-00 N.T.S. NER NOTES
CATCH BASIN, TYPE 1 '40 1
N.T.S.
2709 JAHN AVENUE NW -SUITE H-5 -GIG HARBOR, WA 98335
TEL (253)858-8577 -FAX (253) 858-8579 nLE:-STMDET.DWG
WARNER NO: 018012
Z-3 1
1
41
3
1 -CARTRIDGE CATCHBASIN -PLAN VIEW t' 1 '\
I . GI
1-CARTRIDGE CATCHBASIN - SECTION VIEW A
IT WITH PLUG
LE
/4"
Ivc WEIR
'VC 13AFfLE
:1EAN OUT
PLUG
THE 5TORMWATER MANAGEMENT
5tormfilter(D
U.5. PATENT No. 5,322,G29.
No. 5,707,527, No. G,027,G39
No. G,G49,045, No. 5,G24,57G,
AND OTHER U.5. AND FOREIGN
PATENT5 PENDING
02006 CONTECH Stormwater Solutions
0 CONCRETE CATCHBASIN STORMFILTER DRAWING
PLAN AND SECTION VIEWS
STORMWATER 1 CARTRIDGE UNIT - STANDARD DETAIL
A%-�A"A"`A�S0LUTI0N'S_
contechstormwater.com DATE: 10126/05 1 SCALE: NONE FILE NAME: CBSFI-C-DTL IDRAWN:MJW ICHECK
V_O"
COLLAR
FILTRATION
BAY INLET
TYP.
CARTRIDGE
SUPPORT TYP.
FLOW KIT TYP.
� I -------- -----
M
- - - - - - - - - -
77 '1 :d4 .. A:
-4 A
4 A, Al. 'd
- . . J:. . A-
ACCESS COVER
A
4._
Lu
Lj
z
.2'-4- 2'-4- 4�4'
INSIDE'RIM INSIDE RIM INSIDE RIM
OUTSIDE*R.1M
PLAN VIEW
OPTIONAL
2'-0".- 2'-8",-
SLOPED LID
.4 CID
PERMANENT
POOL LEVEL
ca�
STORMFILTER
CARTRIDGE TYP.
B CLEANOUTACCESS CATCHBASIN FOOT
PLUG ON WEIR WALL (TYP. OF 4)
SECTION A -A
StormFilter*
1-CARTRIDGE CATCHBASIN - SECTION VIEW
) 35"
D 2.9')
E
1 -CARTRIDGE CATCHBASIN - SECTION VIEW
THE 5TORMINATER MANAGEMENT
StormhlterO
U.5. PATENT No. 5,322,G29,
No. 5,707,527, No. G,027,G39
No. G,G49,048, No. 5.G24,57G.
AND OTHER U.5. AND FOREIGN
02006 CONTECH Stormwater Solutions PATENT5 PENDING
CONCRETE CATCHIBASIN STORMFILTER DRAWING
STORMWATER SECTION VIEWS 2
1 CARTRIDGE UNIT -STANDARD DETAIL
contechstormwater.com DATE: 10126105 1 SCALE: NONE I FILE NAME: CBSF1-C.DTL I DRAWN: MJW FCHECKEIDG]
STORMFILTER CATCHBASIN DESIGN NOTES
STORMFILTER TREATMENT CAPACITY IS A FUNCTION OF THE CARTRIDGE SELECTION AND THE NUMBER OF CARTRIDGES. 3 CAR7 RIDGE CATCHBASIN
HAS A MAXIMUM OF THREE CARTRIDGES. SYSTEM IS SHOWN WITH A 27"CARTRIDGE, AND IS ALSO AVAILABLE WITH AN 18' CARTRIDGE. STORMFILTER
CATCHBASIN CONFIGURATIONS ARE AVAILABLE WITH A DRY INLET BAY FOR VECTOR CONTROL.
PEAK HYDRAULIC CAPACITY PER TABLE BELOW. IF THE SITE CONDITIONS EXCEED PEAK HYDRAULIC CAPACITY, AN UPSTREAM BYPASS STRUCTURE IS
REQUIRED.
CARTRIDGE SELECTION
CARTRIDGE HEIGHT
2M7" 18"
18'DEEP
RECOMMENDED HYDRAULIC DROP (H)
3.05' 2.3'
3.3"
SPECIFIC FLOW RATE (gpm/so
2 gprTVftl
I gpffvft2 2 gp-n-M__:j 1 gpnVft2
2 gpm/ft2
1 1 gpm/112
CARTRIDGE FLOW RATE (gpm)
22.5
1 11.25 15 1 7.5
15
1 7.5
PEAK HYDRAULIC CAPACITY
1.0 1.0
�.o
1.8
INLET PERMANENT POOL LEVEL (A)
1*_0" 11-0"
2'-0"
OVERALL STRUCTURE HEIGHT (B)
4-9" 3-9*
4'-9"
GENERALNOTES
2. FOR SITE SPECIFIC DRAWINGS WITH DETAILED STORMFILTER CATCHBASIN STRUCTURE DIMENSIONS AND WEIGHTS, PLEASE CONTACT YOUR
CONTECH AINGINEERED SOLUTIONS LLC REPRESENTATIVE. www.contechES.com
3. STORMFILTER CATCHBASIN WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATAAND INFORMATION CONTAINED IN
THIS DRAWING.
4. INLET SHOULD NOT BE LOWER THAN OUTLET. INLET (IF APPLICABLE) AND OUTLET PIPING TO BE SPECIFIED BY ENGINEER AND PROVIDED BY
CONTRACTOR.
5. STORMFILTER CATCHBASIN EQUIPPED WITH 4 INCH (APPROXIMATE) LONG STUBS FOR INLET (IF APPLICABLE) AND OUTLET PIPING. STANDARD
OUTLET STUB IS 8 INCHES IN DIAMETER. MAXIMUM OUTLET STUB IS 15 INCHES IN DIAMETER. CONNECTION TO COLLECTION PIPING CAN BE MADE
USING FLEXIBLE COUPLING BY CONTRACTOR.
6. STEEL STRUCTURE TO BE MANUFACTURED OF 1/4 INCH STEEL PLATE. CASTINGS SHALL MEET AA8HTO M306 LOAD RATING. TO MEET HS20 LOAD
RATING ON STRUCTURE, A CONCRETE COLLAR IS REQUIRED. WHEN REQUIRED, CONCRETE COLLAR WITH QUANTITY (2) #4 REINFORCING BARS TO
BE PROVIDED BY CONTRACTOR.
7. 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 SHALL BE AT LEAST 37 SECONDS.
8. SPECIFIC FLOW RATE IS EQUAL TO THE FILTER TREATMENT CAPACITY (gpm) DIVIDED BY THE FILTER CONTACT SURFACE AREA (sq ft).
INSTALLATION NOTES
A. ANY SUB -BASE, BACKFILL DEPTH, AND/OR ANTI -FLOTATION PROVISIONS ARE SITE -SPECIFIC DESIGN CONSIDERATIONS AND SHALL BE SPECIFIED BY
ENGINEER OF RECORD.
B. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE CATCHBASIN (LIFTING CLUTCHES
PROVIDED).
C. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO PROTECT CARTRIDGES FROM CONSTRUCTION -RELATED EROSION RUNOFF.
FLOATABLES BAFFLE
PERMANENT
POOL LEVEL
FINISHED GRADE
L41
FILTRATION BAY
INLET
INLET STUB
(OPTIONAL)
N7 LIFTING EYE
(TYP. OF 4) 1
WEIR WALL 3:
51
OUTLET STUB
OUTLET PIPE
FROM FLOWKIT
2'_0'
NSIDE CATCH BASINFOOT
(TYP. OF 4)
UTSID.E
SECTION 13-13
3-CARTRIDGE CATCHBASIN
STORMFILTER DATA
79TRUCTURE ID
SFCB4
QUALITY FLOW RATE (cfs)
0.046
.WATER
PEAK FLOW RATE (<I efs)
0.312
RETURN PERIOD OF PEAK FLOW (yrs)
100
CARTRIDGE FLOW RATE (gpm)
7.5
MEDIA TYPE (CSF, PERLITE, ZPG, GAC, PHS)
ZPG
RIM ELEVATION
1 11.80
PIPE DATA.
I I.E.
DIAMETER
INLET STUB
I
OUTLET STUB
1 9.50
1 8.
CONFIGURATION
OUTLET
F0_01 101
INLET
OUTLET
101 1001
INLET
SLOPED LID
YES
SOLID COVER
NO
NOTES/SPECIAL REQUIREMENTS:
PROW%-PMER COATED GMn
AND COVERL"
-21
(:D A,
GENEf�AL NOTE5
1) 5TORMI'll-TER 13Y CONTECH 5TORMWATER SOLUTIONS; PORTLAND, OR (800) 548-4GG7; SCARBOROUGH, ME (877) 907-8G7G;
LINTHICUM, MD (45GG) 740-3315.
2) FILTERS TO 15E 51PHON-ACTUATED AND 5ELf-CLEANING. STANDARD DETAIL SHOWS MAXIMUM NUMBER Of CARTRIDGES. EXACT
NUMBER REQUIRED TO 13E 5PECIf IED ON 51TE PLANS.
3) INLET AND OUTLET PIPES TO BE GROUTED INTO HOLES PROVIDED. JOINT5 TO 13E WATER -TIGHT.
4) STORMFILTER REQUIRES 13ETWEEN 2-75'AND 2.9'Of DROP FROM RIM TO OUTLET. INLET (if APPLICABLE) AND OUTLET PIPING TO
BE SPECIFIED BY ENGINEER AND PROVIDED 13Y CONTRACTOR. PIPES TO 13E GROUTED INTO PROVIDED CORING5 BY
CONTRACTOR.
5) ALL 5TORMfILTER5 REQUIRE REGULAR MAINTENANCE. REFER TO OPERATION AND MAINTENANCE GUIDELINES FOR MORE
INFORMATION.
I CARTRIDGff C0NCRf_Tf_
CATCH E3A51N 5TORMf ILTER DATA
5TRUCTUREID
5F CB5
WATER QUALITY f LOW RATE (r-f5)
0.017
PEAK FLOW RATE (< I cf5)
0.117
RETURN PERIOD Of PEAK f LOW (yr5)
100
CARTRIDGE FLOW RATE (15 OR 7.5 cIpm)
7.5
MEDIA TYPE (C5f, PERLITE, ZFG)
ZPG
RIM ELEVATION
12.95
PIPE DATA:
I.E.
I -MATERIAL
DIAMETER
INLET
OUTLET
I i�t+5AD5
N 12
5"
CONf IGURATION
OUTLET
INLET
OPTIONS (AVAILABLE AT EXTRA C05T):
El HOLE FOR OUTLET STUB OTHER THAN 12"
[I CLEAN -OUT IN WEIR OTHER THAN 4"
El CORED HOLE FOP, INLET PIPE
El DEEP OUTLET CORING
VOTHER: rED LID $ GRATE
L
P-5"
31
I I -Gil
THE STORMWATER MANAGEMENT
Stormfilt-crO
U.5. PATENT No. 5,322,G29,
1-CARTRIDGE CATCHBASIN - TOP VIEW No. 5,707,527, No. G,027,G39
No. G,G49,045, No. 5,G24,57G,
AND OTHER U.5. AND FOREIGN
02006 CONTECH Stormwater Solutions PATENT5 PENDING
4%.41(/_.UvV^Lj0 CONCRETE CATCHBASIN STORMFILTER DRAWING
a &MVLOM." TOP VIEW, DATA AND NOTES 3
STORMWATER NS_ 1 CARTRIDGE UNIT - STANDARD DETAIL 313
�OLUTiIO� I
contechstormwater.coa- I DATE: 10/26/05 1 SCALE: NONE FILE NAME: CBSFI-C-DTL IDRAWN:MJW ICHEC;TD';7R3
RA"
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATE:
BY:
CITY ENGINEERING DIVISION
441,gg
RNER
v/Z c�z &, RZA
2709 JAHN AVENUE NW -SUITE H-5-GIG HARBOR, WA 98335
TEL (253)858-8577- FAX (253) 858-8579
.0
z
LLI
CD
LLI LO co r1_ w 0) -
w z = z = z2t
=050000000
Rommmmmomm
0-
V)
LLJ LLI Uj LLJ Uj LILJ Ld U.1 Ld
= IX C= I= rr_ = = = w Ck:
.41
0
+
< La
_j cm
w
0
(D
C3
cu
boze
6
'qEsit -
FES 28 W2014
SUII DING DEPAKITAFNT
CITY OF Eor'.10NI)s
14
DRAWN
B.A.S.
CHECKED
G.U.
DATE
11/22/13
SCALE
N.T.S.
JOB NO.
13055
STORM
DRAINAGE
DETAILS
uf""4'4 a gO;&
FiLF-STMDEING
WARNERNO: 018012
CITY INSPECTION ON FORM
WORK PRIOR TO POUR
ION JOINT
10, DUMMY JOINT
�4'
4�
d
7- -14:-
4 4'
.4 44
4. .21
A 1 -4 1 A 4
�A A
A d. 1 4.
4 A, ..4 A 'd
4 -A .1 4. .4 % 4
1* A A.
2 , MIN,
10' D,C. 5' O,C
SAW CUT ACP A MIN.
OF 2" FROM EDGE OF
PLAN GUTTER,
FULL DEPTH 1/2' EXPANSION
JOINT MATERIAL--\ I
5' TO 10'
'd'
UIT-T-7
9
UNDISTURBED EARTH OR
SECTION COMPACTED NATIVE MATER
2' MIN, UNLESS OTHERWISE SPECI
SAW CUT BY ENGINEER
2'- 5/8' MINUS CSTC
N 0 T El
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 cl
W
REVISIONS STANDARD DETAIL
APPROVED BY DATE
D. GEBERT 4/27/05 CONCRETE SIDEWALK
D, GEBERT 04/2/
DATE SCALE DWO NO.
7/24/01 1 NTS I E2.13
A"
FINAL JOINT SHALL BE A NEAT HMA CLASS 1/2'
STRAIGHT LINE AND ALL EXPOSED PIS 58-22
EDGES SHALL BE TACKED NEATLY (SEE NOTE 5)
WITH WSDOT STANDARD
if SPECIFICATIONS 5-04,3(5)A 104
APPROVED TACK OR APPROVED
EQUAL, SLOPE EXCAVATION TO
AVOID UNDERMINING EXISTING
EXISTING HMA-i i '.' ,
; A
EXISTING
MATERIAL <
ZIII
4
--.I
117
1-1/4' MINUS -
CSBC PER WSDOT
9-03,90)
(SEE NOTES 3&4)
TRENCH WIDTH
IMPORT OR NATIVE MATERIAL
BACKFILL SHALL BE COMPACTED TO
95% MAXIMUM DENSITY (SEE NOTE 2)
NOTESi
1, SEE CITY OF EDMONDS MODIFICATIONS TO DIVISION 9 OF THE CURRENT WSDOT STANDARD
SPECIFICATIONS FOR BACKFILLING REQUIREMENTS.
2. SUBMIT PROCTOR AND DENSITY TESTS FROM CERTIFIED TESTING COMPANIES DOCUMENTING THAT
THE BACKFILL MEETS A MINIMUM OF 95% DENSITY PER ASTM D 1557,
3. CSBC DEPTH SHALL BE A MINIMUM 64 OR MATCH EXISTING WHICHEVER IS GREATER, WHEN
MATCHING EXISTING CSBC DEPTH GREATER THEN 6', THEN CSBC SHALL BE INSTALLED IN
MULTIPLE EQUAL THICKNESS LIFTS NOT EXCEEDING 6'.
4, IF TRENCH WIDTH EXCEEDS 6 FEET IN WIDTH, THE TOP 2' OF CSBC SHALL BE REPLACED
WITH A SEPARATE 2' LIFT OF 5/8' MINUS CSTC PER WSDOT 9-03.9(3),
5. HMA DEPTH SHALL BE A MINIMUM OF 4' THICK, UNLESS APPROVED BY THE ENGINEER, ANY
DEPTH GREATER THAN 4' SHALL MATCH EXISTING. UNLESS APPROVED BY THE ENGINEER, THE
HMA SHALL BE INSTALLED IN MULTIPLE EQUAL THICKNESS LIFTS NOT EXCEEDING 2'.
6. FINAL PAVEMENT JOINTS SHALL BE NEATLY AND UNIFORMILY SEALED WITH WSDOT STANDA
SPECIFICATIONS APPROVED JOINT SEALANT OR APPROVED EQUAL. 7"n
s
E ID
REV IONS STANDARD DETAIL
APPFMVED BY DATE
D. GEBERT 7/29/05 TYPICAL HMA AND UTILITY PATCH
D. GEBERT 04/2/D7 DATE 7/24/01 SCALE NTS DWG NO. E=
R. ENGLISH 10/04/11 1 1
LIMII Or PIPE /-UN
FOUNDATION LEVEL
BEDDING MATERIAL REQUIRED PER
CITY OF EDMONDS MODIFICATIONS
IVISION 9 0IF WbUUV bilANDARD
',IFICATION FOR ROAD, BRIDGE
UNICIPAL CONSTRUCTION AND
OF PIPE.
SPIPE BASE
N 0 T E S :
1. PROVIDE UNIFORM SUPPORT UNDER BARREL
2. HAND TAMP UNDER HAUNCHES
3. COMPACT BEDDING MATERIAL TO 95% MAX. DENSITY
y.
REVISIONS STANDARD DETAIL
APPROVED fff DATE
D. GEBERT 4/2/07 mne n n iLu%-
I'as 0-1990 1 - DATE 7/24/01 1 SCALE NTS I DWO NO. E4.1.
CITY INSPECTION REQUIRED ON FORM
WORK PRIOR TO POUR
Itiv. 5-1/2' .00
1' R
1' BATTER
4.
4 "Oar"
1'R
0.05 FT/FT
4 __Z_ --dd
A
4
4 4 61
4.
4 4
4
4
18' STANDARD
24' ARTERIAL
- 5/8' MINUS CSTC
NOTES,
1, FORMS SHALL BE TRUE TO LINE AND GRADE
AND SECURELY STAKED.
2. EXPANSION JOINTS SHALL BE PLACED ADJACENT
TO CATCH BASINS,
3. EXPANSION JOINTS SHALL 13E EVERY 10 FEET
AND DUMMY (CONSTRUCTION> JOINTS EVERY 5 FEET
4. EXPANSION JOINTS SHALL HAVE 1/2' TO 5/13' �IDE
PREMOLDED JOINT FILLER.
5. CONCRETE SHALL BE CLASS 3- 300OPSI.
6. FINISH SHALL BE LIGHT BROOM,
7. CURB SHALL BE SPRAYED WITH CLEAR CURING
COMPOUND OR SHALL BE COVERED AND KEPT MOIST
FOR 72 HOURS,
9. ALL SIDEWALKS POURED BEHIND CURB IN
DRIVEWAY AREAS SHALL BE 6' THICK OVER 2' OF
CSTC WITH SUBGRADE COMPACTED TO 95% MAXIMUM
DENSITY.
C. ITY
...... .....
REVISIONS STANDARD DETAIL
APPROVED BY I DATE
D. GEBERT 4/27/05 STMIDARD TYPE "r CURBIGMER MAIL
D. GEBERT 4/2/07 DATE 7/24/01 1 SCALE NTS I Dwo NO. E28
3EE STANDARD DETAIL E2.3
BANK RUN GRAVEL FOR
TRENCH BACKFILL
(1-1/4" MINUS) CSBC
PER COE MOD
9-03.19 OR SUITABLE
EXCAVATED MATERIAL
AS APPROVED BY CITY
ENGINEER (SEE NOTE
2 BELOW)
BEDDING MATERIAL
(5/8" MINUS)
CRUSHED PER
COE MOD
9-03.16.A.2
(SEE NOTE 2
BELOW)
NOTE:
1. MAXIMUM WIDTH
OF TRENCH AT TOP PIPE
TRENCH DEPTH
MAX PAY WIDTH
36" FOR PIPE
UP TO AND INCLUDING
1 1 - 4p
4' - 10'
40'p
6011
12" NOMINAL DIAMETER
10' - 20'
72"
0 I.D. PLUS 18"
FOR PIPE LARGER THAN 12"
NOMINAL DIAMETER
2. REFER TO CITY
OF EDMONDS MODIFICATIONS TO
DIVISION 9 OF WSDOT
STANDARD
SPECIFICATIONS.
FOR MATERIAL GRADATION AND ADDITIONAL INFORMATION.
3. TRENCH BACKFILL
SHALL MEET A MINIMUM COMPACTON OF 95% DENSITY PER ASTM D 1557.
r6
REVISIONS
STANDARD
D ETAI L
AMOVED fff
DAM
D, GEBERT
07/28/05
TYPICAL TRENCH SECTION
St. 18,90
D.GEBERT
04/02/07
DATE SCALE
7/24/01 NTS
1
DWG NO.
E4.2
1
R. ENGLISH
10/04/11
An
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATE:`�
BY:
MY ENGINEERING DIMISION
GRINER
VIZ PZA
2709 JAHN AVENUE NW-SUiTE H-5-GIG HARBOR, WA 98335
TEL (253)858-8577- FAX (253) 858-8579
102
ui
M
Q
C4
n
'-t
LO
co
r-
00
C)
Cl
Zn
w
W
ui
w
ui
ui
--tj-
0)
c:
.z
CD
a)
a
Lu
(D
ui co
cc
+
Z
_uji
ui cm
omw
CD c�
ca
FEB 28
SUR DING DEPARTMENT
CITY OF EDMONDS
1+
bozeno@warneren4ine&inQ.com
DRAWN
B.A.S.
CHECKED
G.EW.
DATE
11/22/13
SCALE
N.T.S.
JOB NO.
13055
PAVING DETAILS
AND NOTES
5V,
WARNER NO: 018012
DETAILS PROVIDED ON THIS SHEET ARE FOR USE ON PRIVATE PROPERTY ONLY
�, I on 0 &1
1. ANY PAVEMENT WHICH WAS DAMAGED DURING CONSTRUCTION SHALL BE
REPAIRED PRIOR TO PLACEMENT OF THE FINAL LIFT OF ASPHALT.
2 DEPTHS OF MATERIALS INDICATED HEREON ARE COMPACTED MINIMUM.
3" MIN. HMA, CLASS PG 58-22\
It mm. unuzzmw z)ummunu
BASE COARSE
NATIVE INORGANIC SOIL SUBGRADE
PROOF ROU ED TO VERIFY 95%
COMPAC11ON OF MAX DRY DENSITY
PER ASTM D-1557 TO A MIN DEPTH
OF 12 INCHES*
* — REFER TO GEOTECHNICAL ENGINEERING SERVICES
REPORT BY LANDAU ASSOCIATES FOR MORE INFORMATION
ON SUBGRADE PREPAPRATION
- ASPH.A PAVEMENT SECTION
1)AM N.T.S.
REFER TO *GEOTECHNICAL ENGINEERING SERVICES"
REPORT BY LANDAU ASSOCIATES FOR MORE INFORMATION
NOTES:
1. REFER TO STRUCTURAL PLANS AND DETAILS FOR
CONSTRUCTION AND/OR CONTROL JOINTS IN EXPOSED
SLAB ON GRADE.
2. DEPTHS OF MATERIALS INDICATED HEREON
ARE COMPACTED MINIMUM.
6"MIN. PORTLAND CEMENT CONCRETE
3000 PSI MIN. DESIGN STRENGTH
M = iw� I
10 7m.w �n
- REINF W/#4 @ 18- O.C. EW.
\_6" MIN. CRUSHED SURFACING
TOP COURSE
NATIVE INORGANIC GRAVEL SOIL SUBGRADE
PROOF ROLLED TO VERIFY 95%
COMPAC11ON OF MAX. DRY DENSITY PER
ASTM D-1557 TO A MIN. DEPTH OF
12 INCHES.
CONCRETE PAVEMENT SECTION
N.T.S.
6)
SLOTTED . CURB ACTS\
AS A LEVEL SPREADER
GENERAL NOTE
SEE CONTRACT FOR LOCATION AND MATERIAL REQUIREMENTS.
4"
41" 4"
2 1/2" —:[ � #3 BARS (2)
i
611
dN E
3:1 SAND AND CEMENT__,z
GROUT 1" DEPTH
#6 BARS (2)
PRECAST CEMENT CONCRETE
SLO17ED BUMPER CURB
N.T.S.
NON —SHRINK
GROUT
_T_
18" MIN
ACCESSIBLE
IG SPACE SY
N.T.S.
PER PLAN
CEMENT
CONCRETE
WALKWAY 7 OF STALL
2P—O"
FACE OF CURB/—/ 4" WIDE, YELLOW 2'-0"
WALKWAY PAINT LINES 18'_0'
MIN.
4" WIDE, WHITE
PAINT LINE (TYP)
_E' U
I
8'-0" MIN 2'-0' 8'-0' MIN
8 —0" MIN - 81-0
PLAN
TWO ACCESSIBLE STALLS
9(r PARKING STALL ARRANGEMENT
LEGEND
(R-7 —_8 0-1- � Reserved Parking Sign and post
with Plaque, if indicated
(See Sign Fabrication Manual)
Access Parking Space Symbol
Manufactured wheel stop
NOTES
1 . Signs indicating a parking space or stall for a physically disabled person shall
be installed between 36" and 84" above the sidewalk surface.
2. An Access Parking Space Symbol is required for each accessible parking stall.
A blue background and white border are required when the symbol is installed on
a cement concrete surface.
3. Wheel stops, when specified in the contract, shall be approximately 6" high
and a minimum of 6' long,
ACCESSIBLE PARKING PAVEMENT MARKINGS
N.T. S.
"A
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATE:
BY:
CffY ENGINEERING DIVISION
RNER
hV0
VIZ I:& 1`ZA
2709 JAHN AVENUE NW -SUITE H-5-GIG HARBOR, WA 98335
TEL (253)858-8577 -FAX (253) 858-8579
14-
1z
04
f2
i5
Uj
M
W
=
c0
1.
C5
0
a
0
0
En
=
CD
US
5w;
0
V)
u5j:
15�1
cm
co
0 mm=m%
a)
cc
+
z
< W C"
jE
Uj CM
0
0
0
CD
C3
cz
E b`
SUII DING DEPARMENT
Ci 1Y OF LOMONDS
xv
C)2'12� 11 q
bozena@wa
DRAWN
B.A.S.
CHECKED
G. F. W.
DATE
AA/22/i3 I
SCALE
N.T.S.
JOB NO.
13055
PAVING DETAILS
AND NOTES
nLE.PAVDET.
WARNER NO: 018012
12" PVC (%LVERT, ENON
IE = 6.36 q=ptl
WUOD NCK WITH
3.5L-FIANDRAIL
JUNCTION B E-X-TRUDEft
-ONCRETE CURB
UNDETERMINED USE
AS,PHALT
,PHALT
CB, RIM = 12.82
DATUMS:
x 13.36 12" DI SE, IE 7.21
NC % --
-I
12" DI W, IE 7.6
HORIZONTAL: NAD83-91 WASHINGTON STATE
3
PLANE COORDINATE SYSTEM, NORTH ZONE.
BUILDING
VERTICAL: NAVD 88
BENCHMARK: USCGS MONUMENT
a
5.3' x 5.2' EASEMENT TO PUD REC. NO.
N-7-RESET-1956 3.5" BRASS DISK IN TOP OF
8509300314
NE CONCRETE RETAINING WALL AT THE NW END
AT EDMONDS RAILROAD STATION.
x 13.07
-1 x 13.02
rLf
ELEVATION = 13.52 FEET
A AIPHALT
'PHALT
CB, RIM = 12.50
12 " PVC N E, I E 8.3 12.64
8
12" DI SE, IE 7.7 7' EASEMENT TO PUD REC. NO.
9.0 X12. '84
4" PVC SW, IE 8509300314
12" DI NW, IE 7.7
1\6)
12,84 WATER -SEWER CROSSIN
IE(8-W)=8.3±
IE(6-SS)=5.27
-SEE WATER -SEWER
R/W ASPHALT SEPARATION NOTE
CONCRETE 36LF-6*0PVC SDR35 06.89%
CB, RIM SPHALT --ol sscojrc%�
8" DI SE, IE 7
n RIM=12.90
8" DI SE, IE 7.8 C5 1 IE=6.92 6*0
(@/, 12
12" DI NW, IE 7.9 WICAST ITZON L41MFMLZ 0
-S s GOUTS
399.7' Sqk3MH
EX. ARE HM
P
RAL WA64-W W w
STDrZI
CB, RIM 12.14 ow e1ws
A*.-4E--t- 9.0
12" HDPE SE IE 1= 9.8 1)3 H R PARKI.NG'
DIRT P1172
NOTES:
BULKHEAD LINE
LEASE AREA DESCRIPTION:
THAT PORTION OF GOVERNMENT LOT 3, SECTION 23, TOWNSHIP 27 NORTH, RANGE 3
EAST, W. M. LYING BETWEEN ADMIRAL WAY AND THE BURLINGTON NORTHERN RAILROAD
RIGHT-OF-WAY IN THE CITY OF EDMONDS, SNOHOMISH COUNTY, WASHINGTON AND
MORE PARTICULARLY DESCRIBED AS FOLLOWS:
COMMENCING AT THE INTERSECTION OF THE SOUTH LINE OF SAID GOVERNMENT LOT 3
WITH THE CENTERLINE OF ADMIRAL WAY; THENCE SOUTH 42*33'18" WEST ALONG THE
SOUTHWESTERLY PROLONGATION OF SAID CENTERLINE 54.17 FEET; THENCE SOUTH
47*26'42" EAST 30.00 FEET TO THE EASTERLY MARGIN OF SAID ADMIRAL WAY; THENCE
NORTH 42*33'18" EAST ALONG SAID MARGIN 823.91 FEET TO THE POINT OF BEGINNING
OF THIS LEASE AREA DESCRIPTION;
THENCE CONTINUING NORTH 42*33'18" EAST ALONG SAID MARGIN 300.41 FEET; THENCE
SOUTH 47*26'42" EAST 120.00 FEET TO THE WESTERLY RIGHT-OF-WAY LINE OF THE
BURLINGTON NORTHERN RAILROAD* THENCE SOUTH 42*33'18" WEST ALONG\ SAID
WATER & SEMR RIGHT-OF-WAY LINE 299.86 FEET; THENCE NORTH 47*34'27" WEST 120-00 FEET To
INWEGIMS Ar-nn THE POINT OF BEGINNING AND THE TERMINUS OF SAID LEASE AREA DESCRIPTION.
CALL 426-771-0220 EXT 1326
SEE C4.0 FOR TRENCH PATCH,
PIPE BEDDING AND BACKFILL SCALE IN FEET
I umm REM
CONNECT TO EX. 8SEWER- HIM emommEM111111111=11 77111119
IE=4.36 ex8"N1E-SW 20 0 ?n 40
IE=4.44 new6wSE DaRM #5 CONNECT TO EX. 8"Cl WATER
SURFACE MONUMENT/ 17LF-I*OCOPPER, TYPE K ri"`N
N 298894.04
S S�m , 07/ INSTALL Y4' WATER MM C5.1
SMH, RIM = 13.24 E 1258238.40
8" NE & SW, CENTEd ELEV = 13.33
ANNEL 1E 4.4 INSTALL RPBA IN OT BOX
F 7 - PY3871 F-S'l a0- 697. kC5. V
i2.V 0 IN
CHAIN LII
H :�--S -AAl
qD- SD
71 CHAIN LINK
OKEN GRAVEL & BROKEN 7
CONCRETE x 12.13 ASPHALT
'LT 0
B A n��TION
B
04 \AICHAIJ x 12.21
CA
7,
10.00, S ON IN.
z
-i - 54LF-6*OPVC SDR3-5 02.00
z 0 SSCO1-
RIM=113.77
ASPHALT C4
IE=8.24 6*0
SSCO#2---T' 1.77
IN, RIM=13.52
11.87
LEA'E AREA SOUTH IE=8.00
LIN AT FENCE LINE
7' EASEMENT
TO PUD REC. Nd.
850930314
ASPTUEF HALT
ASP
x 12.39 tau
12LF-6*OPVC SD 02.00
CB, RIM'= 12.21 CONCRETE
12" HDPE NW, IE 10.0 G+EL PAD SPI
cv
12.18
44
E
A
BURLINGTON NORTHERN SANTA FE RAILROAD
SANITARY SEWER AND WATER NOTES:
1. ALL WORKMANSHIP AND,MATERIALS SHALL BE IN ACCORDANCE WITH APPROVING
AGENCYS STANDARDS, THE LATEST EDITION OF THE WASHINGTON STATE DEPARTMENT OF
ECOLOGY (DOE) CRITERIA FOR SEWAGE WORKS DESIGN WATER QUALITY PROGRAM AND,
WHERE THE WORK IS NOT SPECIFIED BY THE APPROVING AGENCY, BY THE MOST
CURRENT COPY OF THE STATE OF WASHINGTON STANDARD SPECIFICATION FOR ROAD,
BRIDGE AND MUNICIPAL. CONSTRUCTION (WSDOT/APWA).
2. THE CONTRACTOR SUL COMPLY WITH ALL THE REQUIREMENTS OF THE STATE AND
LOCAL HEALTH AUTHORITIES.
3. CALL THE UNDERGROUND LOCATE LINE 1-800-424-5555 A MINIMUM OF 48
HOURS PRIOR TO ANY EXCAVATIONS NEAR PUBLIC UTILITIES. ALSO GALL
1-425-313-1034 AND PAY FOR PRIVATE LOCATES FOR PRIVATE AND SITE UTILITIES.
4. THE SANITARY SEWER AND WATER SYSTEMS SUL BE CONSTRUCTED ACCORDING TO
APPROVED PLANS ON FILE WITH THE APPROVING AUTHORITY. ANY SIGNIFICANT DEVIATION
FROM THE APPROVED PLANS WILL REQUIRE WRM APPROVAL FROM THE APPROVING
AGENCY.
5. A COPY OF THE APPROVED SANITARY SEWER PLANS MUST BE ON THE JOB SITE
WHENEVER CONSTRUCTION IS IN PROGRESS.
6. IT SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN STREET
USE AND OTHER RELATED OR REQUIRED PERMITS PRIOR TO ANY CONSTRUCTION
ACTMW IN THE APPROVING AGENCYS OR STATE RIGHT-OF-WAY. IT SHALIL ALSO BE
THE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN ALL REQUIRED PERMITS PRIOR TO
ANY CONSTRUCTION. THE CONTRACTOR SHALL ABIDE 13Y ALL REQUIREMENTS FOR
TRAFFIC CONTROL & SAFETY WHEN WORKING IN THE ROAD RIGHT-OF-WAY.
am=
U v
1. UTILITIES SHOWN ARE BASED ON
OBSERVATION OF SURFACE FEATURES AND PAINT
MARKS APPLIED BY AN UNDERGROUND UTILITY
LOCATING SERVICE. FIELD LOCATIONS MUST BE
VERIFIED PRIOR TO ANY CONSTRUCTION. CALL
1-800-424-5555 FOR THIS VERIFICATION.
2. THIS SURVEY WAS MADE WITHOUT BENEFIT OF
A TITLE REPORT AND DOES NOT PURPORT TO
SHOW ALL ITEMS OF RECORD. EASEMENTS
SHOWN ARE BASED ON A PREVIOUS SURVEY FOR
THE PORT OF EDMONDS.
ell
0
uj
w
w
"3 HR
P
C)
r-I A M I / I K 1171,
cq
P---- --
f HIM WM
AW
T
ASPHALT 5OLF-1"0PE
lip I I
GRAVEL
cq
(&4AM#4
SURFACE MONUMENT
N 299041.38
E 1258373.63
ELEV = 14.36
SSMH, RIM = 14.00
8" CONC SE, IE = 7.6
8$f NE & SW, CENTER
CHANNEL IE = 3.0
MOI\
N48
M PA- L why- W
co 00
A A CONCRETE WALK
DNCRETE DRIIEWAY APRON UNI, 1"7 14M
if N
0 8. C
W-
G EO EO 81 CHAIN I -I N42*33'1 8"E
Al
OFFSET 1-11��s!E 200' FROM BLKHEAD LINE DEMARCATION SHORELINE MASTER PLAN
GRAVEL GRAVEL
x 13.88
y - --�
z
-j *Q, n x 14.09
z ^ I
< 0 1 z
771-11
FF-- 13.85
0
0
Ld
.1
3.23 CN
�SPHALT
C14
V)
El
GRAVEL
GRAVEL
ALT 1
T
0 1
CB, RIJA 12.17
ICPR
SE, IE = 10.0 FYI
CAI
GRAVEL
W-1 --
!
� HB
1 19, A EM
------ v --------------- 4 .......... . ...... m, 1!
HB EO-
- �-- 0 --.
U I
........ - ---------
7. THE APPROVING AGENCY REQUIRES THAT THE OWNER OR REPRESENTATIVE, THE
ENGINEER AND THE CONTRACTOR SCHEDULE A PRE -CONSTRUCTION CONFERENCE FOR
ALL WORK ON THESE PLANS. THE CONFERENCE SHOULD BE SCHEDULED A MINIMUM
OF TWO WEEKS PRIOR TO COMMENCEMENT OF WORK.
8. CONSTRUCTION STAKING FOR THE SANITARY SEWER SYSTEM SHALL BE CONTRACTOR
PROVIDED BY A COMPETENT WASHINGTON LICENSED LAND SURVEYOR. AN ELECTRONIC,
AUTOCAD 2007. VERSION OF THE PLAN WILL BE PROVIDED BY THE ENGINEER TO THE
CONTRACTOR FOR THOR USE IN CONSTRUCTION STAKING.
9. THE CONTRACTOR SHALL FIELD VERIFY THE DEPTHS OF UTILITIES AT ALL KNOWN
UTILITY CROSSINGS PRIOR TO CONSTRUCTION AND NOTIFY THE ENGINEER OF MY
CONFLICTS.
10. THE CONTRACTOR SHALL NOTIFY THE ENGINEER IN THE EVENT OF DISCOVERY OF
POOR SOILS, STANDING GROUND WATER OR DISCREPANCIES FROM THE PLANS IN
GRADES, LOCATIONS AND CONSTRUCTION OF UTILITIES, STRUCTURES AND OTHER
EXISTING CONDITIONS. THE CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF
CONNECTION PRIOR TO CONSTRUCTION.
11. ALL LOCATIONS OF EXISTING UTILITIES ARE APPROXIMATE AND IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR THE VERIFY THE EXACT LOCATIONS TO AVOID
DAMAGE OR DISTURBANCE.
12. INSTALLATION OF THE WATER LINES SHALL BE IN ACCORDANCE WITH DOE SECTION
C179.11 REQUIRED SEPARATION BETWEEN WATER LINES AND SANITARY SEWER.
13. THE MINIMUM COVER FOR DOMES11C WATER LINE SHALL BE 18 INCHES FROM
FINISHED GRADE TO TOP OF SERVICE LINE AND 18 INCHES AT METER BOX.
14. THE MINIMUM COVER FOR SIDE SEWER SHALL BE 24 INCHES.
8' CHAIN LINK ATOP CONCF
0
z
HB EM
RETAINING WALL
E.
GRAVEL
BURLINGTON NORTHERN SANTA FE RAILROAD
x 13.65
F3 i5
m m
C>
cn
6699999999
cni CDP
co
0)
w 00
LL
:3
No
M <
w
0 co
U)
. ... .....
WATER -SEWER S
THE DEPTH OF THE WATER MAIN AT THE CROSSING IS ASSUMED.
Now THE ENGINEER IF THE CLEARENCE BETWEEN THE WATER MAIN
Lj,�qz��qaftqrnere�2ineerin com
AND THE PROPOSED SIDE SEWER IS LESS THAN 18'.
Al uai mr. SLOPL Or lilt ZIUL ZtWtK lltlWttN 1111t ZotWtK MFUN ANU
SSCOj1 TO PROVIDE A MINIMUM 18" CLEARENCE AT THE CROSSING.
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DAM
BY:
MY ENGINEERING DIVISION
JOB NO.
13055
0
RESIDENCE
CLEANOUT WITH 45*
_n BEND AND CAP
NOT TO EXCEED 100' BETWEEN
CLEAN OUTS
CLEANOUT <WYE WITH CAP
AND LOCKING LAMPHOLE CEVER)
CONCRETE LEVELING COLLAR
12'+/-
\-WATER TIGHT CAP
_�-RISER
z
cr_
Lo
14xl 4"4"
CONCRETE
COLLAR
LEVELING COLLAR
,.am
w
bi
CL
0 Llj LOCKING LAMPHOLE COVER
w _z /12" MIN.
al _j
CONCRETE PAD
12" PVCZ
SLEEVE
6" RISER/
4' OR 6' SIDE S W
SIDE SEWER-j:
GENERAL CLEANOUT DETAIL 6' WYE AND 450
AND 1/8 BEND 6" CITY STUB
CIr
121
4' OR 6' SIDE SEWER
ASPHALT SURFACE CLEAN OUT DETAIL AT PROPERTY LINE
12" LOCKING LAMPHOLE COVER
(EAST JORDAN IRON WORKS CO.)
6' RISER--"' N\ 12" PVC SLEEVE (MODEL #: 00366108)
PVC CAP
& NOTE.
TYPICAL CL ANOUT UNDER ASPHALT SIDE SEWER JOINTS SHALL BE
OR CONCRETE GASKETED
...C:- TY,:
REVISIONS STANDARD DETAIL
A"RaVED BY 31ATE
13, GEBERT 6/16/03 SEWER CLEANOUT DETAILS
D. GEDERT 01/06/05 7/2 NO. Ee2
1'ej c3c3a D, GEBERT 4/2/07 DATE 4/01 SCALE NTS _16i"_
Li
z
120 VOLT ELECTRICAL OUTLEr FOR
HEAT TAPE. INSTALL HEAT TAPE
FOR FREEZE PROTECTION
C3
re 0
m
REDUCED PRESSURE
76 ACKFLOW ASSEMBLY
(RPBA)
IF RPDA USE SENSOR
SR2 METER W1 TRPL
REMOTE READ. TRPL
SHALL BE INSTALLED -7" MIN.
3/8- X 4- ANCHOR BOLTS
PER MANUFACTURER —
CONCRETE SLAB
(2000 PSI MIN.)
FINISHED
GRADE
6" MINIMUM
FREE DRAINING
GRAVEL
CONNECT TO
WATER METER
IMMEDIATELY
ADJACENT TO
RPBA��FLOW
CENTER BACKFLOW
PREVENTER IN
ENCLOSURE
3" MIN.
ENCLOSURE "HOT
MIN. OR EQUAL
IF RPDA USE SENSOR
SR2 MErER W/.MPL
REMDTE READ.
3" MIN.
UNION
ME i I
mallSUPPORTS
2'
C"
SEE NOTE 6
wr DRAIN CA)
6x6—W2.9xW2.9
WWF (WELDED WIRE
FABRIC)
z
FINISHED
GRADE
C'4
TYPE K COPPER OR
APPROVED EQUAL TO OWNERS ELECTRICAL PANEL. FRONT VIEW
(SIZE AS REQ..)—__\AcIRECT BURIAL OR IN RIGID METER SIDE
CONDUIT PER ELECTRICAL
PERMIT REQUIREMENTS.
NOTES: SIDE VIEW
1. PROVIDE CITY APPROVED SUPPORT FOR DEVICES LARGER THAN I " DIAMETER.'
2. OWNER SHALL FURNISH, INSTALL AND MAINTAIN THE RPBA OR RPDA AND ALL PIPING AND
APPURTENANCES SHOWN ON THIS PLAN.
3. CITY WILL PROVIDE INSPECTION. INITIAL TEST OF THE RPBA OR RPDA PRIOR TO
ESTABLISHMENT OF WATER SERVICE WILL BE DONE BY A STATE CERTIFIED BAT TESTER
4. REDUCED PRESSURE BACKFLOW ASSEMBLIES SHALL BE STATE APPROVED DEVICES.
5. ANNUAL TESTING OF RPBA AND RPDA REQUIRED BY OWNER.
6. DRAIN SHALL BE SIZED IN ACCORDANCE WITH AWWA CROSS CONNECTION CONTROL
FIGURE 6-8 (SEE STD DETAIL SHEET E 7.11.1)
7. ENCLOSURES SHALL BE LOCATED ON PRIVATE PROPERTY.
REVISIONS STANDARD DETAIL
APPROVED BY DATE
ERT 10/6/03 WT BOX ASMLY MR REDUCED PRE=RE BAMM AMBILY (FM)
ANDODA
D. GEBERT 4/2/07 DATE SCALE DWO NO.
NRENGLISH 10/04/11 6/16/03 1 NTS I E 7.11
0
m
Ld
z
0 Ld
I CL
zoo
Lx
IL
t�z
(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.
CASTIRON LOCKING LID
F— LAMPHOLE COVER
(EAST JORDAN IRON WORKS CO.)
(MODEL #: 00366108)
6" WYE AND 45' BEND
6" LATERAL RUN TO HAVE
SLOPE OF 2% MIN. TO
50% MAX.
RUBBER JOINT BISCUIT PLUG OR
OTHER APPROVED WATERTIGHT PLUG
N 0 T E: 22.5' OR
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.
6" TEE
POSSIBLE
SEWER MAIN
LOCATION
CONNECTION AT
MAIN SHALL BE
AT 45' ANGLE
OR GREATER
POSSIBLE
SEWER MAIN
LOCATION
0
c I..
REVISIONS
APPRUVED RY DATE STANDARD DETAIL
D. GEBERT 01/28/04 TYPICAL SEWER LATERAL
D. GEBERT 05/06/05
lago
, i—_ 1990 D. GEBERT 4/2/07 DATE 7/24/0, SCALE NTS DWO NO. BA
TOP VIEW
TEST COCKS WITH PVC PLUGS
(4 REQlD>
MIN, 12" CLEARANCES AROUND
BACKFLOW PREVENTER—ALL SIDES,
TOP AND BOTTOM
RESILIENT SEATED
SHUTOFF VALVES
(2 REQ'D)
ADEQUATE GRAVITY DRAINAGE
SYSTEM REQUIRED
12" MIN. /hrrmuvLu
5' MAX. AIR GAP
i GROUND/FLOOR
NOTE: SIDE VIEW
1. APPROVED REDUCED PRESSURE BACKFLOW ASSEMBLY TO LAY HORIZONTAL ONLY.
2. DESIGNED FOR BACK SIPHONAGE AND BACK PRESSURE.
3. THOROUGHLY FLUSH LINES PRIOR TO INSTALLATION OF BACKFLOW PREVENTER.
4. DO NOT INSTALL IN AN AREA SUBJECT TO FLOODING.
5. MUST BE ACCESSIBLE.
6. MUST BE PROTECTED FROM FREEZING CONDITIONS.
7. THE BACKFLOW ASSEMBLY SHALL BE A STATE APPROVED MODEL.
8. A PLUMBING PERMIT IS REQUIRED- PLEASE CONTACT LOCAL PLUMBING PERMIT CENTER.
9. MUST BE TESTED AFTER INSTALLATION AND YEARLY THEREAFTER BY WASHINGTON STATE
CERTIFIED BACKFLOW ASSEMBLY TESTER. TEST RESULTS SHALL BE SENT TO THE CITY
OF EDMONDS PUBLIC WORKS.
7840'
1990
(ABOVE GROUND OWALLA71ON ONLY) L5
F D M C -N,D - S.--.
..C.1-TY., 0..-.:... .-E
REVISIONS
WMM BY DATE STANDARD DETAIL
D. GE13ERT 10/6/03 REDUM PRESM BAMRMASMKYrAND SWUM
D. GEBERT 5/26/06 mu)
DATE 6/16/03 SCALE NTS DWO NO. E7.10
F41
W, I I] rKurtK
`� LINE
co @METER INSTALLED BY CITYP
0 '1
NnTFi F- FINISHED
BACK SIDE OF METER BOX GRADE
SHALL BE SET AT THE
PROPERTY LINE, METER
BOXES SHALL NOT BE
PLACED IN DRIVEWAY AREAS. 13ALL VALVEff__
nA
I Li Li
DIRECTMN44,1�a=
OF FL>ll_,,l-
WATER Q
MAIN
MATERIAL LIST
ALL 1- SERVICES TO BE TYPE -K- SOFT COPPER TUBING,
1' BALL CORP. STOP WITH CC THREAD INLET AND COPPER (CTS) GRIP OUTLET,
(FORD OR MUELLER).
DUAL PURPOSE UNION.
MIPT X CTS GRIP BALL VALVE CURB STOP EQUAL
TO FORD B84-4440 FORl'
NEWl"SERVICIft ANGLE BALL METER VALVE BY SINGLE CHECK. 15' HIGH WITH DUAL
PURPOSE UNIONS ON INLET AND OUTLET. HORIZONTAL IN HORIZONTAL OUTLET.
EQUAL TO FORD VBH94-ISW-11-44.
EXIMNOPSERN11=1111 USE SAME AS ABOVE WITH NO SINGLE CHECK,
EQUAL TO FORD VB94-15W-11-44.
1' CC TAP SERVICE SADDLE EQUAL TO ROMAC 101S
MID -STATES PLASTIC METER BOX 1324-12 FOR I- SERVICE
MS 13x24 DUCTILE LID WITH 7,kfi'x4X' READER FOR V SERVICE
FOR VACANT LOT (FUTURE USE) L13CATION MARKED WITH PAINTED 2- X 4- STAKE
WITH 'WATER' STENCILED ON IT.
14GA. VINYL COATED WIRE TRACER (TAPED TO PLASTIC PIPE: EVERY 10') TO 13E
GROUNDED AT METER AND HOUSE.
SCHEDULE 40 3/4' OR V PLUG, REMOVE WHEN CONNECTION IS MADE TO CUSTOMER LINE,
WATER SERVICE TO HOUSE, INSTALLED BY OWNER/CONTRACTOR.
PROPERTY OWNER RESPONSIBLE FOR PURCHASING 3/4- OR 1- METER THROUGH THE CITY,
CITY WILL INSTALL METER AFTER PURCHASE,
IF USING 3/4' METER, CITY WILL PROVIDE REDUCERS.
C.- ITY 0 F
REVISIONS
APPROVED MY IMTE STANDARD D ETAI L
D. GEBERT 6/19/03 JWWATERSEIMCE. FOR 3/4' OR 1- METER
D, GEBERT 4/2/07 INSTALLATION
R. ENGLISH 10/04/11 DATE 7/24/01 SCALE . NTS I DWG NO. sto
An
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATE:
BY:
CITY ENGINEERING DIVISION
11
Po
z
C)
F2
0)
z = =
Z000000 00
ommomwwwww
ffi 5: 5; _s -x 5; r. r. 5: 5:
0 mmmmm%
+
-Z
Noo
-A CQ
t<: T
M W -01
cw,
mmommolimen�
o (1)
co
RE3_
4
FEB 28 2014
SUII OING DEPARTAA
in
-ww oz, 2,(Ilq
bozena@warnerenqi eed q.com
DRAYM
BAS
CHECKED
G.E.W.
DATE
AA/22/A3
SCALE
N.T.S.
JOB NO.
13055
SEWER AND
WATER DETAILS
AND NOTES
01IN
u5-1
WARNERNO: 018012
141-01)
WALL PER ELEV.
VERIFY NUMBER AND SIZE OF -
DUMPSTERS W/ OWNER
c
cz)
-1
ow =I]
C) ,I-
i I
V) �i,
CONC. SLAB
A.C. PAVI
I&
2
3/8" STEEL PLATE W/
HOLES FOR CANE BOLTS,
EMBED IN CONC. SLAB
4" THICK CONC. SLAB EXTEND
TO ASPHALT CONC. PAVING,
MATCH ELEV.
<0
4x4xj H.S.S.
STEEL ANGLE FRAME, GRIND
WELD JORIT SMOOTH.
3
NOTE:
SEE STRUCT. DWGS FOR
REINF. & FTG DET.
_M W, A Ink
FA I I DI'M I I iM
6'-O"H. FENCE W/ WOOD D PMA 6'-O"H. FENCE W/ WOOD
POSTS AT ENDS PER DETAIL POSTS AT ENDS PER DETAIL
9/A5.0 EXISTING CATCH BASIN RIM @ 9/A5.0
100 FT (USED FOR HEIGHT
CALCULATION)
6'-O"H. FENCE W/ WOOD
POSTS AT ENDS PER DETAIL
9/A5.0
A
4 4 % '4 4 4 4
4 4 4 4 4 A
4. 4 'GATE AND SWI
4 ; . - NG ARC�
4 .4 .4 .- - : .,. 1.
4 4 4 4. .:4 4 4 4
.4 4 4 a 300.14' S 42d 33' 18" 4. 4 4 .. i , ..4. . 4 '4
4, 4-
4 .4 :6
A
w _4
4 N_4 - ., — * """ , . w +
+ + + + + + + + + . . . . . . +++ + +++ +++ +++ + +++ +++++ + + ++++.P++ + + + 4 + + + + + + + + + + + + + + + + + + + + 4 + + + + + + + + + + + + + +++ + + +++ + +++ + +++ +++++++++++ ++4 +++ + + +++ + + + + + + + +++ + + +++ + + + + + + + + +
LANDSCAPE BUFFER+++++++*4 ... . . . . . . + + + + . . . . A . . . . . +++++++++++++ + + + + B+100
+ + 41 + . . . . . . . . + + 4 + 4 A+99.75]1 + + + ++++4,+++++++ + + + +++++++ +, + + +++ + + +++++++++++++ + + + + + + + + +++ + + + +++++
+++ +++ f.++ + + + + + + 4. + 4. + + + + + + . . . . . . . . . . . . . . . . . 4 . . . . . . + + + + + + + + + +++++ +++++ +++++++ ++++++4 -LANDSCAPE ISL�AND + +
�+ q 4 1-�1--4—V—il—,V-11—'�r—q—lr--i—lr--4—Ir-4—IF—t-"r-4-1 —4—V1—fr_4P_q_p— + + +
+ + + + + r 'r T . T . T . T . 17 11
+ 4 + +++ +4 ++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 44 SF +
. . . . . . . . . . + + ++ + ++ + ++ + ++ + . . . . . . . . . . . + + + . . . . . . . . . . . . . .
. . . . . . . . . . . . I + +
4. + + 4. + + + + + + + + . . . . . . . . . . . . . . . + + . . . . . . . . . + . . . + + + + +
Z)LIDING GAT LLj
It
+ J14
4
V)
:2 Ld
C-) cn
r w 0 0 O:� Ld
co <
Li-
FOURNAMENT 185 F(A LLJ Of
cy-
--------------- --------- < �j
<
bi Ld Of a
ry
-------------
-----------------------
JOURNEY 258
----------------------- -------------
0 0
- ------------- ---------
p 1 1 3 420'-0"
c)
0
-
z z
GATEAND SWING ARC z z L, 00
0 -
--5 bi m U) U)
Ld Ld
o o Do Do U) -j
Of 'If E�j �j
ry Off n n w n w
-(2) ACCESS%E PARKING SIGNS OL_ 0- V)IV)lolT LL I a- I w I ce-
MOUNTED ON :EXTERIOR WALL. r13 n fl)
m
SEE DETAIL li/A 0 T
I r- (o (D PC) r-
a- Lu N o
0 0 0 (3)
Lu
ui
Ld
V)
FOURNAMENT 185 1 <
--------------- ------- Lu
co
q C)
M 0, 0 bo
CL
V)
LIJ
Olt 0
p ol
U)
c
CD
LLI 4
0 bo
Lu
5 70 + cr Co
+++++4 +
LANDSCAPEISLAND+ t; � �
++++ "109 SF : .++ Ld z
. ... . . . . . . .
4:++++ + + + <
co
C14
m
4
L
+
+ J++
CD
:j
a,-
<
m
-- — ----
co
w
< <
z
Of t I
=D 1 i
C)
---
M
0 <
4o'
�O
4
I CONCRETE PADI SEE
JDIiAWINGS
STRUCTURAL<
Ld
I
<
0,
I
0
<1
16 <
4
H
I
i i
I
- - < 4
it 11
PER -0—
.-1/4"
�A
<
<
0
< .
4 0
C'4
CN
co
Z
Z
w
m
<
4
Of I
=
I =
C+99.81
Lo
:D 1
C>
i :3
0
C)
T --- T--
11 06
0
0
DS
299.86' S 42d 33' 18" W
EXISTING SOUTH STEM WALL
AND FENCE TO REMAIN
MTL PNL TO MATCH BLDG OVER
HORIZONTAL "Z" PURLINS, 1 EA.
TOP & BOTTOM OF PANEL
3/8" x 2" STEEL STIFFENER BAR.
NAME
STEEL PLATE W/ HOLES FOR CANE
BOLTS EMBED IN CONC. SLAB
TOP OF CONC. FLOOR SLAB & AC
PAVING.
ENCLOSURE GATES
NOTE: SEE METAL BLDG DETAILS FOR TYP.
EDGE & CORNER TRIM CONNECTIONS
CORNER TRIM PER
MTL SIDING MNFR
"Z" PURLINS
m
2'-0" OFF
SET BUILDING
PROPERTY LINE. SOUTH SIDE.
15N
MTL BLDG MNFR
CD
- I
CD
m
BUILDING LOCATION:
SE CORNER OF BUILDING FOUNDATION FACE TO BE
-0" LWEST OF PROPERTY CORNER AND
LOCATED 60'
2'-0" NORTH OF SOUTH PROPERTY LINE.
DS
921-011
4x4xj H.S.S. STEEL POST
2" x 2" x 3/8" GALV. STL. ANGLE FRAME ALL AROUND,
PAINT TO METAL PANEL.
1/2" x 1 3/4" CROSS BAR STIFFENER WELDED TO STL.
ANGLE FRAME
MTL PANEL .. PER MNFR
CANE BOLTS AT LOWER FRAME, SECURE
TO 1/4" PLATE TO ANGLE FRAME.
HEAVY DUTY HINGES, 1 1/2" PAIR PER
DR, WELD TO STEEL ANGLES
ENCLOSURE ELEVATION GATE DETAIL
LU
0
4 u co
C.0 I
CN
61 ;: co
_0
u
4
4 V)
4
CD
CONCRETE PAD-
d
STRUCTURAL 0 R ANIN S
1 4 C14
41 <
1/4". PER 1+'-b'
EXISTING EAST
I
4 1 FENCE TO REMAIN
4
4
B +jp0]
0
20-0
A v
4
D+99.8]
4 - —1
0 0 < DUMPSTER rr
o"
FYI
6— � 1h C) U)
< Q
Lo Z
SET DUMPSTER 1'-0" FROM ilk ;* 0
PROPERTY LINE, EA. SIDE C cy) .5;
TRUE SCALE: 3/32)1=1 1-019
NORTH
APPROVED AS NOTED
13Y ENPNE-ERING
Date:
+ L*NIDSCftPC1 15L"D:�, "VICIOA)
tIN gfML -TO C1 v I V VOL
*&R661 LuKg:mwj
__9"TOPL OF WALL
WELD COLLAR TO CANE BOLT
BTWN. GUIDES, COLLAR IS TO
PREVENT CANE BOLT FROM
BEING REMOVED
A.C. PAVING
.4
4
4
GATE DETAIL.
2" x 2" x 3/8" GALV. STEEL
ANGLE FRAME ALL AROUND,
PAINT TO MATCH METAL PANEL
MTL PANEL PER BLDG MNFR
WELD 1/2" DIA. BAR ON ANGLE
FOR CANE BOLT REST
3/8" x 2" STEEL STIFFENER BAR
WELDED TO ANGLE FRAME
DRAWN
SCR
CHECKED
GAP
DATE
9/02/2014
SCALE
AS NOTED
4" x 8" x 3/4" EMBEDDED JOB NUMBER
STEEL PLATE W/ HOLES FOR 13055
CANE BOLTS.
CONC. SLAB SLOPED TO FR I ON w T
Ir
SD�2
1/413=1 1-011
1/4)1=1 2-01)
1/411=1 1-0)) 3"=1 P_ 0 is
3)11=11-011
-XII
6'-O"H. FENCE W/ WOOD
POSTS AT ENDS PER DETAIL
9/A5.0
4
'f4, '4,
-4,
+ +++++++++'+++
+ +
+ +
4- + +11 CC)
++++If,
+++ +++++
+ / I
++++4, +++
+ 41 -
4 . .
. . . . . . . .
00
. .
. . . . . . .
.
. .
. . . . . . . .
.
SLIDING GATE
00
Uj
V)
C14
*+%+++++ + + + + + + +
. . . . . . . . . . . . .
+ 4 . . . . . . . . . .
+ + C:)
,n+LANDSCAPE ISLAND + +
+ +146 SF. +
+ + + + + +
+ . . . +
. . . . . . . . . . . .
........... 11 AS
-.:e
Ld
-C,
04
4-
LLI
Ul
CD
CD
i As-oll
� + � . . . . . . .
. . . . . . . . . . . .
. . . . . . . . . ... .
+ + 4 + + 4. , + , + 4.
4,
&LANDSCAPE ISLAND% + CID
+146 SF + +
+ + 4, + + + + + + + + A3
...........
+ ....
...........
+ +LANDSCAPE
+ +
",+ +73 SF
FENCE TO REMAIN
r
CD
U)
V
WALL PER ELEV.
VERIFY NUMBER AND SIZE OF
DUMPSTERS W/ OWNER
U)
CONC. SLAB
j
V-8"
j
301-011
3/8" STEEL PLATE W/
HOLES FOR CANE BOLTS,
EMBED IN CONC. SLAB
4" THICK CONC. SLAB EXTEND
TO ASPHALT CONC. PAVING,
MATCH ELEV.
4x4xj H.S.S.
2
D-
TRASH NCLOSURE
1/41)=11-0"
ADMIRAL WAY
6'-O"H. FENCE W/ WOOD 6'-O"H. FENCE W/ WOOD 6'-O"H. FENCE W/ WOOD
POSTS AT ENDS PER DETAIL EXISTING CATCH BASIN RIM @ POSTS AT ENDS PER DETAIL POSTS AT ENDS PER DETAIL
9/A5.0 100 FT (USED FOR HEIGHT 9/A5.0 9/A5.0
CALCULATION)
.4 V)
4�
4
4
.4 4
4
4. . . ;
4:. GATE AND SWING ARC�
4 . 4
14 4 4+
Z
.4 z
4
V)
4- 300.14' S 42d 33' 18" 4.. v 4. 4
4 v 4
4
r.4 0
4 .
w ................
w
+ + + +
+ + . . . . . . . . . + + k + � ... . T T T T . . . T . T . T T . . . . . . . . . . . 4 . . . . . . . . . . . . . . + + z
+ , , M ++++++++++++ + + + + + + + + - + Ljj
+&L, + + + + + IT +++++++++ + 4 . . . . . . . . + + + + + + + + 4 4 1+14-1411111
+ + +, -+++++++-+++ + + + + 4 . . . . 4- + + + + 4 . . . . . + + + . . I I . I aj, Lli 0
++++++++, + . . . . . . E:Ull
+'+ +'+ + + + + + + +-+++++++5' LANDSCAPE BUFFER+++++++ +'+'+'+'+'+% + Q C.L
. . . . . . . . . . . . . . . . . . . . A 7b] .+++,+++++++++++ + + + + + 5' LANDSCAPE BUFFER+++4.++++++++++ 4++++++++++++ . . . . 5' LAN SCAPE BUFFEW++++++++++++++, . . . ��I- + + ++++ ++++,
+++ + ++ + + + + + ... . . . . . . . . +++ + + + + +++ +++ +++++ %+ + +++ +++ + I. +++, LANDSCAPE ISL�ND%%+ - �++++. V)
+ + + + +++++++++ a + + + + + +%, +++ + + + +++ +++++++++++++++ + + +++ ++++++++++++.++++++ +' +++++++++ + +++ + + +++ ++++++++++++4. + -+ B+100 IJj 0 1-1-1
R+ + . . . . . . . I&I . . . . . . + + z z
+ f-M + + 4,++++ +++++++ + + + + A3
+++ 1;rj++++++++++ + + + + + + + + + + +++++++++++++++++++++ + + + �' + + -+++ + ++ ++++++++++++++++++++++ + + + + + + z
. . . .. . . . . . . . . . . + + + -44 SF 0
. . . . . . . . . . . . . . . . . . 4N++++++4+++ + +++++++++++++++ . . . . . . . . . . . . . . . + + +++++++++++++4 + +
4 . . . . . . . . . . . . . . . + + + + 4, . It . . . . . . . . . . -&++
+ + . . . . + + ...... + + + . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . + 4 + + + + + Q 0 V)
- �+ +-1... . - - - - - I- r - - . L 0
!DING GAT� LLJ LLJ 5 2�j' w
0 ED
M
< < z
CD Q- Ln
1 0
oo LLJ
U LL- LL
1 TOURNAMENT 185 1
L) Ld 1--
LLJ
< a -
HEIGHT CALCS GATE AND SWING ARC 0 ;� w z z
------------------------ -------------- z z j 1.- 0 0
A=-- +99.75' - -
0 0 (n U)
LO
B�- +100' 0 0 M M (n =-2 LU
------- (2) ACCESSIBLE PARKING SIGNS a. CL 0 V) 0 CO LL- a- w w
------ C�- +99.8,
L
MOUNTED ON :EXTERIOR WALL. -j
D�- +99.8' F e4 Q2
iJOURNEY 258 SEE DETA (n 0
i IL li/A CD
-------------------- --- ---------- 0 0 Ito I V) r, (0 (0 K)
193 1 ; a- LU
-01) AVG GRADE= �9�1 A3 O)(DtONNN�
Cq-
El A ACTUAL HGT= 125.50' <
I 1 0 - Cq N V
01- 0 0 0 1 1
CD z2 0" A MAX ALLOWABLE HGT= 129.8 4' act. 3
LLJ
LLJ
V) <1
TOURNAMENT 185 1 -< 1 (0
---------------- ----------
4 0 00
1 0 C=)
-4.
V)
w
:011
51-
LANDSCAPING (PARKING LOT)
CD C14
X
REQ'D: 26 STALLS 0 17.5 SF/STALL= 455 SF P1
PROVIDED: 544 S)F A3 0
+ + + + +
7C� + +1
+%++1ANDsc-TAPE ISLAND++
+ + + U)
+ Z6
+ +"109 SF + Ld + Z 0)
. . . . . . ... . . . . r- - 0
. . . . . . . . . . . .
m
CN
&M . (D --4-
< M Uj
0 < 0 0
4M-o" CD
I - r CD
</ C)
<
M CD M
U
<
< 4.
< .
00 co
0
CD Z 0 b
w LLJ
CONCRETE PAD! SEE CONCRETE PAD-
STRUCTURALDIiAWINGS STRUCTURAL
cl- I U: < J)RAWINGS
�Rfer to the Storm Drainage Report (dated M8114),
0 C)
---- - ----- ---- - ---- Construction Stormwater Pollution Prevention Plan (SWPP)
i i ; i
4 (dated 11 /27/13), Source Control of Pollution (dated 11 /27/13).
(--J ;'--J and Storm Drainage Maintenance and Operation Manual
< < (Dated 212814) for additional requirements and information.
<1 0, 4
0. <
PP)
L ae 2713).
'-urc"Zn"-'0'
and rm Drain ge Maintenance and 0 a
StO21 itio I uir m 'tio
(Dated 281 4) for add na req e e, n
1/4".'PER V-b"
14 EXISTING EAST
< I
4 FENCE TO REMAIN
H
U
1/4" PER 11-Ops
<
<
CB +jP0 - - - - - - - - - - - - - - - z
0 0 0
L0
00 < BUILDING LOCATION:
201-011 <
1V 1 1 '3: z
SE CORNER OF BUILDING FOUNDATION FACE TO BE
P 4 < I §
SET BUILDIN 4
< < < G 2'-0" OFF LOCATED 60'-0" WEST OF PROPERTY CORNER AND
PROPERTY LINE. SOUTH SIDE.
2'-0" NORTH OF SOUTH PROPERTY LINE.
0 < HCt99.81 D+99.
'I. it
----- T---T ------ I --- T ------ A3 0 7 0 81 A3 1;1111�
1 0 .0 1 < DUMPSTER
+L�ANDSSCAPE ISLAND+% M
+ ir 4
+ 70 SF DS
+++ DS r Emma
cn
92f-011
S 42d 33' 18" W Q
EXISTING SOUTH STEM WALL 299.86' * ---------------- Lo z
AND FENCE TO REMAIN SET DUMPSTER 1'-0" FROM -1- 0
PROPERTY LINE, EA. SIDE co
IL I
qITF P[ AN w
STEEL ANGLE FRAME, GRIND
WELD JOINT SMOOTH. --i
C:1
0 /--3
MTL PNL TO MATCH BLDG OVER
HORIZONTAL 7" PURLINS, 1 EA.
TOP & BOTTOM OF PANEL -
3/8" x 2" STEEL STIFFENER BAR.
12609
1TEEL PLATE W/ HOLES FOR CANE
NOTE: OLTS EMBED IN CONC. SLAB
SEE STRUCT. DWGS FOR
REINF. & FTG DET. _Top OF CONC. FLOOR SLAB & AC
PAVING.
ENCLOSURE GATES
1/4"=11-0"
BURI-11"N'GTON NORTHERN SANTA FE RAILROAD
NOTE: SEE METAL BLDG DETAILS FOR TYP.
EDGE & CORNER TRIM CONNECTIONS I
CORNER TRIM PER
MTL SIDING MNFR
"t PURLINS -
INRRWA� - - - 1%
9
1�
1
1111
-wa
-D I Jay PLANgING
L
TRUE SCALE: 3/32 $)4-011 APPROV
NORTH R
tj y umul
APPROVED I Cc>
"U
Date
RESUB
4(,SEE CIVILS
eorz APR 0 7 2014
* Ilf-6 Po -ICES GA-reS SHAL.L tZrMAIN) 13UILDING DEPAIRWENT
G"SINESS t-\1.rAYZS.. CITy OF EDMONDS
TOP OF WALL
4x4x H.S.S. STEEL POST 4879
REGISTER
rt ED
IT (
Zone C--\6L- Corner.W9F1ag_Nc, 2" x 2" x 3/8" GALV. STEEL ITECT
5etbLcks ANGLE FRAME ALL AROUND, n,4 f
te irqd
L_Lu , PAINT TO MATCH METAL PANEL el
211 x 211 x 3 /8$p GAI V s-n Amni r f7pax Ai I AP011mr) A
IS txd C;
PAINT TO METAL PANEL.
1/2" x 1 3/4" CROSS BAR STIFFENER WELDED TO STL. Sides
ANGLE FRAME
MTL PANEL PER MNFR Other
E�Lht AD
WECD-COECAR TO ME-Bum-
BTWN. GUIDES, COLLAR IS TO
PREVENT CANE BOLT FROM
BEING REMOVED
11 IgI111111111!MMIN glif I I I I 111
01111111 1 U."Iffil i HIM 11111111 i
CANE BOLTS AT LO�
EDGE TRIM PER TO 1 IA" DI AW Tf)
MTL BLDG MNFR r%11VL-L. I 1\111VIL.
HEAVY DUTY HINGES, 1 1/2" PAIR PER
DR, WELD TO STEEL ANGLES
GATE DETAIL
ENCLOSURE ELEVATION 1--A
1/4114-011
Y=13-0)1
7 ""77"w
PARKING SPACES REM.
W.
PARKING SPACES PROPOS*1!0:,.��..
BARRIER FREE PARKING SPACES: ;L
MTL PANEL PER BLDG MNFR
WELD 1/2" DIA. BAR ON ANGLE
FOR CANE BOLT REST
3/8" x 2" STEEL STIFFENER BAR
WELDED TO ANGLE FRAME
4" x 8" x 3/4" EMBEDDED
STEEL PLATE W/ HOLES FOR
A.C. PAVING CANE BOLTS.
4
4.
CONC. SLAB SLOPED TO FRONT
4 4 U
4
:,4
GATE DETAIL
-1-N
GF
A. PERCICH
STA F WASHINGTON
DRAWN
SCR
CHECKED
GAP
DATE
4/07/2014
SCALE
AS NOTED
JOB NUMBER
13055
Flaw-jamc 0-a-MM
R/44
. ly�
TEMPORARY WATER BASIN
4* BERM FOR FIRST YEAR
AFTER N;�r4lATION--n,
FINISH GRAII�A_,
.1a r
R007BALL:
IMPO IP BURLAP AND TIES BACK
R
1/3 F40M BALL CROWN
0' OM PERNOTES
'----4MPORT TOPSOIL PER NOTES
S BGRAD
EXCAVATE AREA 2 TIMES DIAMETER
OF ROOTBALL. -MINIMUM IT TOPSOIL AROUND ROOTBALL
DETAIL. TREE PLANTING
NO -SCALE.
HOSE
reX-,0-,1e.6( ?e,- ?(A0
-.0
12
7- NEW TREE
TIES I/T RUBBER HOSE WJ- 12
GALV. WIRE (DOUBLE STRAND TWISTED)
3 - TX27 WOODSTAKES & LONG
EQUALLY SPACED AROUND TREE
3 MINIMUM BELOW GRADE STAKE DEPTH
TREE WRAP SECURE W/ CLOTH TAPE
TAPE UP TO BRANCH STRUCTURE
_::���SET TREE AT ORIGINAL DEPTH
T ABOVE)FINISH.ED GRADE
A landscape maintenance bond shall be provided
at the time of the Planning Division's final inspection
pursuant to the requirements of ECDC 20.13.040.D.
—M
M
C., A ^3r / T `ir'
PLANT CENTER f I
BOW J I,
ROW rV\APLC- (a,
SPACING AS NOTED ON A PC)P'tV 1 1- A e
PLAN (TRIANGULAR) V - -
Pvt 0 '1 1 J-3 1 A 1: f_� A -Z- e f�,. A L
SET PLANTS 4 ORIGINAL
DEPTH 0 FINISH GRADE, 0 1- T L U I < e-.A u Q rs 1 0 r-- A I
L T-1
AN
SCALE,,,,, 3/32" =10-01)
TRUE
NORTH
PRIOR TO SPREAD MULCH. /I 1-M C JJA4 '%4 j 19
T MULCH (ME PER GENERAL CONSTRUCTION NOTES
SPECSJ LE -r C L N\ A. F." L e`_ (-Z
CA k.
FINISH GRADE A 1-t %PA.fzzfx3r,� 1. Cie" subgrade by removing all undesirable vegetation including grasses and weeds including roo '
IG ts. L6ave subg"de in landscape
areas nif*um 6" below paving. Remove all debris from site.
BACKFILLSOILMIX
/� _Q7 2. Providi'minitnum 611 depth 60-40 mix from Corliss Materials (�53) 891-6680 in all shrub beds. Scarify subgr*ade �y rototilling and
(MIX PER SPECS.) V I Q� Q R Q U /V1 GA L.) 17% --1
add topsoil on surface, mix topsoil and subgrade thoroughly. Add additional topsoil as needed.tg contour shrub beds including
3XI.Crr1tJ1-_ Q11AM A M, hA"M&
3. Install 8" depth 4-6 11 washed cobble from Painter Coke and Coal, Black Diamond, Washington
A C CL or 1.
4. Provide minimum 2" depth fine blend hem -fir mulch to all planting beds. Mulch from
DETAIL, GROUND COVER PLANTING Puget Sound Soils, Auburn, Washi gton.
A PJ G A ia a F-111 all planting,beds and lawn areas to within I" of top Of all curbs and walks. Slope all planting beds and lawn areas to dra'nin.
5. 1�r ide One (1) year warranty for all plant materials and workmanshi
ov
NO SCALE
6. Locate, protect and avoid disruption of all above and belo grade utilities and site features prior to construction.
UO I., ) t, . respon 9-ible for any rpsul w . Contractor is
ting damages during construction. Call locate before you dig at 1800 4i4-5555.
7. Allworkperform - ed shall conform with the City of Edmonds landscape and irrigation requirenients, codes and specifications.
i ow H 1;J0 '.8. Verify all quantities shown on the plant list and plans. If d . iscrepancies exist between the graphic'.representation and the numeric
A Z A L- 412:,AL.) 0, r__. r totals, the graphic representation shall rule.
9. All plan.t.materials to be specimen quality with full, symmetrical trunk and foliage, unless O'tilerwlse�noted.
0-A S _S_ �LGA It, All A -r 0 rLC- 10. Insure proper drai
nage Of all Planting holes prior to installing plant materials. If planting holes do"not drailn or if heavy clay soils
NEW SHRUB
-are evident contacL landscape architect.
A U R A a GA C., L .11. Coordinate drain�age, Irrigation and lighting vdth landscape construction.
21 MULCH R Y X,
SAUCER L-1 L YE 1, F-r)
rle�� ( �,&/ 0 'C' APPBOVED ArSiIOTED
F-.":PLAN
z
V)
Ld z
LLI
U 0-
LIJ n� 0
z Lj z
LIJ
LLJd(D0--X0
(f) _1 'L/) �-u 0 co
M
I— z
X (n Of LL)
LL_ LL_ M
() 0 X LLJ
F<- Ld LLJ F-
V) X 0- 'r
I— [__ LLJ LLI Of (.D C<L Q� Z z
WC, wo z 0,J 0 0
:� --.) S2 :2 (,() (/)
0 0 M M (/) Ld
XXDnLjDXLj
r-
0
T r T
N c\j N �2
C\1 0
1 C-4
C) N C,4 n 4 1
=1-1-10 0 1�1 0)
--ORION= E E ��
41 C-3
0
W
W
+
ZO
M
W "t
0 _J Cj
(I W a
fa
DRAWN
SCR
If
QS A L . ) I I -'Z> L, CHECKED
B&B PLANT. REMOVE BURLAP L I S a BY EMIG11111 -:�E
TIES FROM Top OF ROOT BALL _ �RIN GAP
A L� C),C-
SOILMIX CON1 DATE
`AINER PLANT. SCARIFY ate:
Dr
SIDES OF ROOTBAIL L). /Q C__ W A NP 10/22/2014
7-- TIP, 8! F FIL SCALE
AS NOTED
A C-14
U-7 c
-COMPACTED SOIL MIX L) G A 1-
-;?7 SUBGRADE NUMBER
PLA ->4, 13055
A C_
MIN. 57
a c- m rL cr
DETA& SHRUB
PLANTINO ph-, Arc-_s d, sir! I'-
U
c) u.�j t"� c� 0 "-j /L\7j- T I LA N tD!�� CA P I K)
NO SCALE +o Ad,,,�,uj \4.
0 C, 'y 9c) 0 - 1::�� C11 9 0 2'� MIA
SITE SPECIFIC CONSTRUCTION NO T-ES pol
F171F.Fe",
WAN
6
"N.
I M=.0
. . . . . . . . . . . . . . . . . . . . . . . . . .
ro
ps
0.�
Al
NEW TREE
TREE TIES I IT RUBBER HOSE WJ* 12
GALV, WIRE (DOUBLE STRAND7VISTED)
I RUBBER
TEMPORARY WATER BASIN HOSE 3 - TXTWOODSTAKES 9 LONG
41 BERM FOR FIRST YEAR EQUALLY SPACED AROUND TREE
AFTER NST�AILATION DEPTH
3 MINIMUM BELOW GRADE STAKE
TREE WRAP SECURE W/ CLOTH TAPE
T MULCH LAYER
AFTER SETTLEME TAPE UP TO BRANCH STRUCTURE
��SET TREE A!r ORIGINAL DEPTH
FINISH GRAD 2' ABOVE FINISHED GRADE
Z ROOTBAM
ED STRIP BURLAP AND TICS BACK.
IMPORT
1/3 FROM BALL CROWN
TOPSOIL
PER NOTES
PER NOTES
SUBGRAD MPORT TOPSOIL
EXCAVATE AREA 2 TIMES DIAMETER
OF ROOTBALL. -MINIMUM IT TOPSOIL AROUND ROOTBALL
DETAIL: TREE PLANTING
NO -SCALE
....... .......
-ON" — �
PLANT MATERIAL LEGEND _NTINGPLAN
PLANT CENTER PLA-4- JL "I
ROW �Abrev. Coninion Nante BoanlealNaine Sizelspacina Ouantitv
1rees: V ;6,4
Ir.1 lq*[) 'SC'ALE:' 3/32- _=V-0"
:BHM BowHall Maple Acer rabruin "BoivHall" I I/P' cal./B&B- . 6
k77 SPACING AS NOTED ON ' '. TRUE
Of—. SSM Scarlet Sentinel Maple Acer rubrunt "'Scarlet Sentinel" 3" cal./B&B with 51 branch -inatclied/25'oe NORTH
PLAN (TRIANGULAR)
�D (D shrnbs:
SET PLANTS ORIGINAL :NBJH Northern Beauty Japanese Holly lkx crenata "Northern Beauty 18" hgt./cont./3611 oc 29 GENERAL CONSTRUCTION NOTES
DEPTH a FINISH GRADE, OLL Otto Luyken Laurel Primus laurocerasus "Otto Luyken 18-21"/B&B/3611 oc 17
PRIOR TO SPREAD MULCH. RJB Red Japanese Barberry Berberis thunhergii "Afropurpurea" 2411 ligt./cont./061' oc
1. Clean subgrade by removing all undesirable vegetation including grasses and weeds including roots. Leave subgrade in landscape
27 MULCH (TYPE PER symbols1ground covers: areas minimum 6" below paving. Remove all debris from site.
SPECS.)
2 P
DLY A Day Lilly A Heinerocalfis "Anzac" 1 gal./cont./30" oe 16 rovide minimum 6" depth 60-40 mix from Corliss Materials (253) 891-6680 in all shrub beds. Scarify subgradeby roto.tilling and
DLY B Day Lilly B Repierocallis "Ice Carnival" I gal./cont. 130" oe add topsoil on surface, mix topsoil and subgrade thoroughly. Add additional topsoil as needed,to contour shrub beds including
required berms.
DLYC Day Lilly C fleinerocallis "Crinnon Pirate" I gal./cont. 130" oe I
BACKFILLSOILMIX HT-P Mediterranean Heather Erica carnea-Ptirple I gal./cont.1 30" oe 8 3. Install 8" depth 4-6 washed cobble from Palmer Coke and Coal, Black Diamond, Washington
(MIX PER SPECS.) HT-W 4. Provide minimum 2" depth fine blend hem -fir mulch to all planting beds. Mulch from Puget Sound Soils, Au'burn, Washingt . on
Mediterranean Heather Erica carnea-White I gal./cont. /30" oc 8
Fill 11 planting'beds and lawn areas to within It' of top of all curbs and walkS.L Slope all planting beds and lawn areas to drain.
HucheraTurple Palace Llueltera "Purple Palace" I gal./cont./30" oc 20
HUCPP
EXISTING SUBGRADE
5. Provide one (1) year warranty for all plant materials and workmanship.
=717 -icum 6. Locate, protect and avoid disruption of all above and below grade utilities and site features prior to construction. Contractor is
Hypel Hylericuin calycinum I gal./cont. at 30" oe 55 responsible for any resulting damages during construction. Call locate before you dig at 1800 424-5555.
DETAIL: GROUND COVER PLANTING.
Pachysandra Padiysandra terminalis I gal./cont. at 30" oc 45 7. All work performed shall conform with the City of Edmonds landscape and irrigation requirements, codes and specifications.
PACH 5
Verify all quantities shown on the plant list and plans. If discrepancies exist between the graphic representation and the numeric
NO SCALE
totals, the graphic representation shall rule.
9. All plant.materials to be specimen quality with full, symmetrical trunk and foliage, unless otherwise noted.
SITE SPECIFIC CONSTRUCTION NxES 10. Insure proper drainage of all planting holes prior to installing plant materials. If planting holes do not drain or if heavy clay soils
-are evident contact landscape architect.
Remove existing cedar and shrubs. .11. Coordinate drainage, irrigation and lighting with landscape construction.
Scarlet Sentinel Maple street trees to be 311 caliper and to be installed per City of Edmond detail including root barrier and staking.
NEW SHRUB
21 MULCH �Q Cobble rock- dig out 8" below curb and install 8" or 4-6" washed cobble rock. Set flush with walks and curbs.
,'—
W
W Q CX Z
0 0 0
WW_ Z.
5 -.5 :2 M 2 ,�) in
00MMO - ,
Q� cr_ =) n W �j
a- CL 0 (n 0 Nof
0
C
bo
C
U
4
DRAWN
SCR
CHECKED
GAP
DATE
SAUCER
110 PLANT: REMOVE BURLAP
TIES FROM TOP OF ROOT BALL
X
SOILMIX CONTAINLR PLANT. SCARIFY
4' SIDES OF ROOTBALL
COMPACTED SOIL MIX
SUBGRADE
MIN. intenance bond shall be provided
A landscape ma, pection
DETAIL- SHRUB PLANTING Planning Division's final ins
at the time of the t ECDC 20.13.040.D.
pursuant to the requirements 0
NO -SCALE
17L
2-1 / 1,4
SCALE
FFILE AS NOTED
JOB NUMBER
13055/
Latich'j-11R. IR-IRethune Associates, Inc.
u: L-iiii dscijfie A rchiteciltre & Plan n ing, A SLA.
OF
P.O. Box 1442 phon e. (M)- 432-9877
Maple Valley, Washington 98038 fax. (Q-5) 432-9878 REGISTFJM.
0. 462
/A & _s t 14
__ " .",-x x
12" PVC +VLVERT, E N 67-4
IE = 6.36
WUOD a K WITH
3.5:-HANDRAIL
IN Z9 __TRUDED CONCRETE CURB
JUNCTION BOX�- , EX
UNDETERMINED USE ----/
A7HALT
CB, RIM = 12.82 DATUMS: NOTES:
12" DI SE, IE 7.2
12" DI W, IE 7.6 HORIZONTAL: NAD83-91 WASHINGTON STATE 1. UTILITIES SHOWN ARE BASED ON
CONC PLANE COORDINATE SYSTEM, NORTH ZONE. OBSERVATION OF SURFACE FEATURES AND PAINT
MARKS APPLIED BY AN UNDERGROUND UTILITY
BUILDING VERTICAL: NAVID 88 LOCATING SERVICE. FIELD LOCATIONS MUST BE
VERIFIED PRIOR TO ANY CONSTRUCTION. CALL
BENCHMARK: USCGS MONUMENT 1-800-424-5555 FOR THIS VERIFICATION.
5.3' x 5.2' EASE1,0417 TO PUD REC. 140. N-7-RESET-1956 3.5" BRASS DISK IN TOP OF
M9300314 NE CONCRETE RETAINING WALL AT THE NW END 2. THIS SURVEY WAS MADE WITHOUT BENEFIT OF
AT EDMONDS RAILROAD STATION. A TITLE REPORT AND DOES NOT PURPORT TO
SHOW ALL ITEMS- OF RECORD. EASEMENTS
ELEVATION 13.52 FEET SHOWN ARE BASED ON A PREVIOUS SURVEY FOR
THE PORT OF EDMONDS.
AIPHALT
TRENCH PATCH
A � -
�HALT ff
REFER TO STD DWG E2.3 & E4.2 A- tAIVAMM I'M
CB, RIM 12.50 CONNECT TO EX. 8"CI WATER - 001A lxu, A
12" PVC NE, IE 8.3 -8*x6*rAPPING TEE gww
12" DI SE, IE = J7.7, 7' DSEMENT TO PUD REC. NO. 11-61APPING GATE VALVE (f
' r"
0 85M300314
4" PVC SW, IE 9.0 1 -THRUST BLOCK
12" DI NW, IE 7.7
TAPPING SLEEVE: 28LF-6-DI, CLASS 52
18-8 Type 304 stainless steel with CF8
18_�
Tcast stainless steel flanged end with ANSI 150 PIV 4
st sta
p ouncd drilling and tapping valve - ROMAC C6.1
CB, RIM = 12.03 - ASPHALT
8" DI SE, IE = 7.7
8" DI SE, IE = 7.8
12" DI NW, IE = 7.9
A& EN.
BULKHEAD LINE
12"
LEASE AREA DESCRIPTION:
C1
1'z
1Z
0
E
1HAT PORTION OF GOVERNMENT LOT 3, SECTION 23, TOWNtHIP 27 NORTH, RANGE 3
EAST, W. M. LYING BETWEEN ADMIRAL WAY AND THE BURLINGTON NORTHERN RAILROAD
U3
uj
0::
C)
<
RIGHT-OF-WAY IN THE CITY OF EDMONDS, SNOHOMISH COUNTY, WASHINGTON AND
C>
0
0
_5
MORE PARTICULARLY DESCRIBED AS FOLLOWS: Y.
C-)
U
u,
�j
COMMENCING AT THE INTERSECTION OF THE SOUTH LINE OF -.SAID' GOVERNMENT LOT..3
0
b
oLf
1z
*
.1
WITH THE CENTERLINE OF ADMIRAL WAY; THENCE SOUTH 42*33'18" WEST ALONG THE
0
C�
H
SOUTHWESTERLY PROLONGATION OF SAID CENTERLINE 54.17 FEET; THENCE SOUTH
Li
ui
C,
0
LO
u�
r-
co
CD
/-7*26'42" EAST 30.00 FEET TO THE EASTERLY MARGIN OF SAID ADMIRAL WAY; THENCE-
V)
V)
=
0
m
CD
m
:,.4
ui
2t
0
=
0
=
0
=
0
=
0
0
NORTH 42*33'18" EAST ALONG SAID MARGIN 823.91 FEET TO'THE POINT, OF."BEGINNING
m
U)
W
u-j
=
In
W
uj
uj
ui
U5
5:
uj
U5
5:
uj
OF THIS LEASE AREA DESCRIPTION;
7HENCE CONTINUING NORTH 42*33'18" EAST ALONG SAID MARGN 300-.4*1 FEET; THt-NCE,;
SOUTH 47*26'42" EAST 120.00 FEET TO THE WESTERLY RIGHT-OF-WAY LINE OF THE
E;
BURLINGTON NORTHERN RAILROAD; THENCE SOUTH 42*33'18" WEST -ALONG SAID
C�
1��
to
z,
(0 r")
RIGHT-OF-WAY LINE 299.86 FEET; THENCE NORTH 47*34'27"..WES7T 1:20.06. FEET TO
4
1HE POINT OF BEGINNING AND THE TERMINUS OF SAID LEASE' AREA OESC0, T'ION.
CD
CD
(D 01
b
Cq
,Dk,MLF- 11N FL.L.1
OEM imm
20 0 20 40
CD
C) m
2
@mAM 15 01
C6.1
@�441M #4
a mmmmm%
W "(0
36 N
SURFACE UMENT
SURFACE MONUMENT
0)
x
2988, .04
N 9
N.,29904-1.31§
SSMH, RIM 14.00
+
z �: LL
r �q
ss�m RIM 13.24 E 1125 38.40
F, 1258373.63
8" CONC SE, IE = 7,6
ZE La
E & SW, CENTER EL 13.33
ELEV 14.'3!6
8" NE & SW, CENTER
%*400
CN,
IF NNEL IE = 4.4 ri_"�
DCDA
�1. *
CHANNEL 1E 3.0
W
0 cf) W
Z V %&V
....... . S
S
S
-i SSIV\ TO SSMH lEX. M MO�
- Cz
r 78.70' ,29. 001 2. N41 T33'1 8"E 1048.49' N48
.UU WAPIMR- RM CROS, -ING: 149 - - W_
7
RAL WA CB, RIM = 12.14 IE(12*SD)=-1O.6O d �, I I
EX. GV--------W IE(6'/4"W)=9.5O ^0
9.0
12"_ HD'PF SE, IE 1= 9.8 3 HR PARKING
blKt. KUU I t" r R ARKING"
-W
1-\UIVIIM/AL VV/-\T
M
<
",3 H R
17-
. 00 00
CONCRETE WALK I I r.ONjr'.PP7F WAI V
Mi -ILE [DIRT P 4 41 A CONCRETE DRP'EWAY APRON A
CONCRE E WALK L Ij r N
P�
L
Z N
I E0111P. OF EO 8' CH
6' CHAIN F �G fflrff
7:'HNI tj - -*.-r - - - - - - - - - - - -
K j Al� LINK N42*33'1 8"E
HEDOt RI It" SD--;- Su oo-O
CHAIN LINK SID I _. - 1� ; m
GRAVEL & BROKEN
B t,U�K E N - 16LF-4*Dl, CLASS 5� OFFSET Ll�
CONCRETE TE.1 - 200 FROM B)ULKHEAD LINE DEMARCATION SHORELINE MASTER PLAN
ul ASPHALT EO
7�61011, CLASS 5Z-" 11-4-40-BEND (MJx i
GRAVEL % GRAVEL GRAVEL
.1-THRUST BLOCK
z
_j 42Lr6-DI, CLASS 5
_0 0
: __\� I -
0
VH�
ASPHALT -1;--6 'x9O!BEND ( i 7= - a - --- --_ . I., I I - 0
z ft
ofta- < z
WXW
11-THRUST
Q0 BLOCK 0 _j
3 r
LEASE AREA SOUTH 10 PRE AUSE RSOLA, -flON R1FQUH1EM_E NIS ct
0
LINE_ AT FENCE LINE FF- 13.85 1 Z DOMESITCW, I
klmuiu DIRM FjuCVA\
71 XEM EO qD _Ld
TA DI n
75
C,4 u_
L.Li ICV 8M3_0311
z Z T4, 3 P R hi =1 L R N 3 mum, A U DOCMA� V TRP",P) A, C/)
(COLI
E ui <
55LF-6-DI, C C,4
�SPHALT
_j WATER -POWER CROSSING: 4 _j LO z
Me,
uRRIGATION LWt f9 31 CV, & n i
V) ItF�,rg& 0
HB
,J� IE(6V)=8.10 ",cation CO 75;
exIE(4*E)=9.20
CB, RIM 12.21 1- 1 GRAVEL GRAVEL GRAVEL I CCSApprovedBy;
CONCRETE
12" HDPE NW, IE 10.0 G+EL PAD SPHALT I Lu
Fire Dept. Concurremea E�-.
Civil phmverlficmaznn�T Date
OE0 CB, RIIA 12.17
TO FIRE RISR___111"
4" CPFI SE, IE = 10.0
__T
GRAVEL
WIZ
jj_
BURLINGTON NORTHERN SANTA FE RAILROAD
_V
0 EM mFO HB 0. F HB EO HB EM E0 S42*33'1 8"W
L-E Lz;QmA j W z� 12.00
8' CHAIN LINK ATOP CONCRE�t RETAINING WALL
CE P1 AILR(
F R DE NN
E
SANTA FE RAILROAD
BURLINGTON NORTHERN
WATER NOTES 7. CONSTRUCTION STAKING FOR THE WATER SYSTEM SHALL BE CONTRACTOR PROVIDED BY A COMPETENT
WASHINGTON LICENSED LAND SURVEYOR. AN ELECTRONIC, AUTOCAD 2007, VERSION OF THE PLAN WILL BE
1. ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE WITH APPROVING AGENCY'S STANDARDS PROVIDED BY THE ENGINEER TO THE CONTRACTOR FOR THOR USE IN CONSTRUCTION STAKING.
(MATERIAL MODIFICATIONS), THE LATEST EDITION OF THE WASHINGTON STATE DEPARTMENT OF ECOLOGY (DOE) 8. THE CONTRACTOR SHALL NOTIFY THE ENGINEER IN THE EVENT OF DISCOVERY OF POOR SOILS, STANDING
CRITERIA FOR SEWAGE WORKS DESIGN WATER QUALITY PROGRAM AND, WHERE THE WORK IS NOT spEcinED., By GROUND WATER OR DISCREPANCIES FROM THE PLANS IN GRADES, LOCATIONS AND CONSTRUCTION OF UTILMES,
THE APPROVING AGENCY, BY THE MOST CURRENT COPY OF THE STATE OF WASHINGTON STANDARD STRUCTURES AND OTHER EXISTING CONDITIONS. THE CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF
spEcinCATION FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION (WSDOT/APWA). CONNECTION PRIOR TO CONSTRUCTION.
2. THE CONTRACTOR SHALL COMPLY WITH ALL THE REQUIREMENTS OF THE STATE AND LOCAL HEALTH 9. THE CONTRACTOR SHALL FIELD VERIFY THE DEPTHS OF UTILITIES AT ALL KNOWN UTILITY CROSSINGS PRIOR
AUTHORITIES. TO CONSTRUCTION AND N01IFY THE ENGINEER OF MY CONFLICTS.
3. CALL THE UNDERGROUND LOCATE LINE 1-800-424-5555 A MINIMUM OF 48 HOURS PRIOR TO ANY 10. ALL LOCATIONS OF EXISTING UTILITIES ARE APPROXIMATE AND IT SKU BE THE RESPONSIBILITY OF THE
EXCAVATIONS NEAR PUBLIC UTILITIES. ALSO CALL 1-425-313-1034 AND PAY FOR PRIVATE LOCATES FOR CONTRACTOR THE VERIFY THE EXACT LOCATIONS TO AVOID DAMAGE OR DISTURBANCE.
PRIVATE AND SITE UTILITIES.
4. THE WATER SYSTEM SHALL BE CONSTRUCTED ACCORDING TO APPROVED PLANS ON FILE WITH THE 11. THE MINIMUM COVER FOR WATER LINES SHALL BE 3' AND SHALL BE MAINTAINED AT ALL POINTS.
APPROVING AUTHORITY. ANY SIGNIFICANT DEVIATION FROM THE APPROVED PLANS WILL REQUIRE WRITTEN
APPROVAL FROM THE APPROVING AGENCY. 12. INSTALLATION OF WATER LINES SHALL INCLUDE LOCATOR WIRE BURIED ALONG THE ENTIRE LENGTH OF THE
PIPE. LOCATOR WIRE TO BE 14 GAUGE OR LARGER AND SHALL BE STRIPPED AND CONNECTED TO A BOLT ON
5. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO HAVE A SET OF THESE APPROVED PLANS ON EACH GATE VALVE, AND THE ABOVE GROUND HYDRANT FLANGE. LOCATOR WIRE TO BE RUN TO 12' ABOVE
THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. GROUND AT EACH METER. ALL SPLICES IN THE LOCATOR WIRE SHALL BE MADE USING SPLIT BOLT CONNECTORS
OR WITH A DOUBLE NUT CONNECTION AT A FITTING.
6. IT SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN R-O-W CONSTRUCTION PERMIT
AND OTHER RELATED OR REQUIRED PERMITS PRIOR TO ANY CONSTRUCTION ACTIVITY IN THE APPROVING 13. INSTALLA11ON OF THE WATER LINES SHALL BE IN ACCORDANCE WITH DOE SECTION C11-9.11 REQUIRED
AGENCY'S RIGHT-OF-WAY. IT SHALL ALSO BE THE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN ALL SEPARATION BETWEEN WATER LINES AND SANITARY SEWER.
REQUIRED PERMITS, EASEMENTS, OR RELEASES PRIOR TO ANY CONSTRUCTION. THE CONTRACTOR SHALL ABIDE
BY ALL REQUIREMENTS FOR TRAFFIC CONTROL & SAFETY WHEN WORKING IN THE ROAD RIGHT-OF-WAY.
4
01
STREET ffambLE
FIRE SPRINKLER NOTES:
bozeno@
warnerengineeriqq.corr
i. ALj,..nRE SPRINKLER. SYSTEM PIPING IS TO BE BIDDER DESIGNED AND ALL
SIZES OF FIRE SPRINKLER PIPING & APPURTENANCES SHOWN ON THESE PLANS
IS PRELIMINARY AND SHALL BE VERIFIED BY THE SPRINKLER DESIGNER &
APPROVED BY THE LOCAL AUTHORITY PRIOR TO INSTALLATION.
2. ALL FIRE SPRINKLER SYSTEM PIPING'SHALL BE INSTALLED BY A PERSON
HOLDING A LEVEL *U* OR A LEVEL 03' CERTincATE OF COMPETENCY.
3. THE"tONTRACTOR SHALL COMPLY WRIHI NFPA 24 "STANDARD FOR THE
INSTALLATION OF -PRIVATE FIRE SERVICE MAINS AND THEIR APPURTENANCES AND
NFPA 70 *NATIONAL ELECTRIC C.0DE* FOR ELECTRICAL CONNECTIONS BETWEEN
WIRING MD ELECTRICALLY OPERATED DEVICES.
HHnr_Dr'_"Dr)HMn
FIRE WATER
PLAN
ceIVED
RE A?FJER
ff ff 1%
1'' 61111
MAY
U-6
I)EVELOPMENT SE 2709 JAHN AVENUE NW -SUITE H-5-GIG HARBOR, WA 98335
COUNTER
-8577 -FAX (253) 858-8579 .SI79LM.DWG
TEL (253)858 nLE
WARNER NO: 01801
UA)
I . . . I . . .
� ! . . .� . . . . .
� ... I.. * - *
. .. .1 . , I � : �
I I . . I
I
I I
. . ,� . � I :�: � I . ��'!..., I
� 1. .. ... .. %�.
- . :... ,:, �;,!
. I ..:. ."�..:. .... l
. . . . . .. . .
� . . .
, .
. I .
� .
..
. - .
I . !
.
.
. I .� .
. . "
.. .
, ,.. . ,,, I
1 .�4 .
. ex.
I . I
. I
. . :
I
. .
I . . 1 11 :
. . .
.
*
I REFER TD CHART I 1
4- HOSE CONNECTION W/ STORZ FITTNG I I -I
I (AS REO'D BY FIRE DEPT) _TI
;-...-,...1..;'_;,-., -
'..... '. . . ..,
. .-I. I I
-
5. 1
447
_ ----------------
_"
f
'p.,
I 1
L..:
PRE -ASSEMBLED, DOH STATE APPROVED CHECK vALvE L
14"-'
__ , -
DOUBLE CHECK DEFECTOR VALVE ASSEMBLY ""'
..
I "'
18" 18,
�N
-
_� M I MIN.
I - - r MIN, I -
�� F;�_) I � 11111 -
I, w III
___I_ I L-!fi �_ - -
__.n
p
I
IM 0 0
1 1 1 � FIL X FIL
WA_ I r�L
�7_ N.- 11
1
=
-
-
- .x
Moupuma
1 r0a
- --I
�:8 1 `/ n
. %
_ EXTFND LADDER
I5 r Z-SENSOR SR2 W/TAPL --OUT AS REQUIRIED I
: ,
. -.�
, REMOTE READ. THE TRPL SHAII BE / FOR EASY ACCESS I
�2
.`.:
;.! f
INSTALLED ON HATCH CLOSE TO HINGE - I
I - - - - - - - -
- _/_ - [Fi__ � I -
:.I..
'.
- -
/ . \ 1-,,7_,,:�:4
MINIMUM INSIDE VAULT
METER SIZE
APPROXIMATE EQUIP
DIMENSIONS
AND TYPE
DIMENSIONS
(EXCLUDES SIAMESE CONNECTION)
A
B
c
D
LENGTH
WIDTH
HEIGHT
41' X 3/4"
2--g"
1--l"
0'-6-
4'-3"
lop -oil
51-011
60-6"
6" X 3/4"
S-9"
.
V-2"
0'-8-
5'-6"
1 1'-O"
61-01.
61-81,
8" X 3/4"
4'-S"
V-4"
01 _9"
6'-4"
12' -0"
1 6'-O"
61-61,
loll x ill
V-0-1
V-8"
0'- 1 1 "
8'-61'
- -
14 1-61,
1 7'-Oi'
61-61, 1
1111-111-11 ---- -1-1111
z
p �
w
z
z 0
C3
, �
>
" �
(1_(
Lq 3v:l
m I
n
fl R�
qN
� g,
9 x
-8.
(VP)
W-1
��
ILL-0
21-
IBI 11m.
gut. �
P ___7
�
� 0 DOUBLE LEAF LID (MODEL-L.W. HATCH) OPENING TO BE LOCATED \ LADDER PER APWA STO PLAN #+I
0 � WITHIN IS' OF INSIDE VAULT WALL FOR EASIER LADDER ACCESS AIRIN WITH 14AMH
�m EXTERIOR PLAN VIEW
I
1. :in
.
� .
. I
.
.
.
.
I
'
:
. . .NO HIGHER .
. . .. WIN 51 I ,.
. .: TO CENTER OF .
.
I . 12 SHUT OFF : -
VALVE . :
. .
,
*
I , � - - -
.
�, - - .
- I
I .
. . . I
�� .
. i 111011 -� I
6" MINIMUM .
. FROM THE FLOOR
. .
. .... ! -.,i '. ". . -.:77._.-?� .
. : .. , . , t". , l, . . .* .
. !. , lv' '? , **
.
GENERAL NOTES: / -, _*1,`.1_;.,`,-__4`*_-:.*,,. � ':, . . , .: .. i: 4 �, -*.�
I . ACCESSES BY L.W. HATCH: TYPE "D* ( HD-10 PEDESTRIAN LOAD, H-30 TRAFFIC LOAD) - .
WITH SIDE OUTLET GUTTER DRAIN. . I .
2. VAULT COVER GUTTER DRAIN SHALL CONNECT TO A DRY WELL OR CATCH BASIN. �Z)
3. DCDA MUST BE TESTED BY A CERTIFIED BACKFLOW ASSEMBLY TESTER, . SENSOR SR2 WITH ECR/WP REMOTE READ.
THE EOR/WP SHALL BE INSTALLED ON A
4. ALL TEST COCKS MUST BE PROVIDED WITH PCV PLUGS. OUTSIDE WALL FOR EASY MIETER READING, ...
5. A CITY APPROVED VALVE IS REQUIRED BETWEEN THE SUPPLY MAIN AND THE VAULT, INDOOR VERTICAL INSTALLATIOIq
6. VAULT SHALL BE PLACED ON PRIVATE PROPERTY AT PROPERTY LINE. .. . . . 'I
7. FOR COMMERCIAL BUILDINGS THAT HAVE NO SET BACK REQUIREMENTS, THE DCDA CAN BE MOUNTED ON THE WALL ADJACENT . .
TO THE ROW WHERE THE LINE TIES INTO THE MAIN. (SEE DETAIL E 7.19) . . . . . e... .
. . �J.-
VAULT SIZES . . . .. I .
.
.
.
.
..
.
! '. " -
.
.
.
.. .. .:. .
''
I
- -
- .
.
.
.
.
... I 0.
_.. . . . :. . ..'..... - I .. ... - . � ... I
.: ' . '-D-� --'--:--.-------
.. '. .. - � . E.- D M:0 -' N - ".5-ES" '' ;
....C.7--l-TY.. OF-*.-, .... ... ....
, .,
I., 1.11
REVISIONS STANDARD DETAIL ` .
APPROVED BY DATE I I
D, GEBERT 6/16/03 DOUBLE CHECK DETECTOR AMEMBLY (DCDA) PLAN
10, GEBERT 10/6/03 =MNERCIALIMULWAMILY)
D. GEBERT 4/2/07 . DATE 7/24/01 11 . SCALE NTS I DWO NO. . E7.8 -
1--ll-...,..������ 11 liiiiiiii � III ill - _1 I
.
I
.
..
.
.
.
.
%.
. . . .
�-. . -
.
�
.
..
.
t
.
.,I , ... .
. .
.
..
.
.
.
.
.
.
,
I.
.
.
,
.
,
,
- . I . .
. .
. ,
.
... .
.
I
. .
.
.
.
- �
-
" '' ,
-�:��:..`.-`� ......:..,...,......,....,-...*...:::
. � . - :: -
- - --:�-` �:::.:..:.�,��'.-'.---..'�
1�6: ..: .::::,...-,-:.,.`
� , .- -
.. .. . .�
- . ,
:, . : : �. :,;..; 1 ..,
:...".... � .. ,
�'. I.. . ..
�.. . � - ! . . . .. ,:;,.*:: ....
, . . . .. .. .
. . .: - . .. - I
: : , , , � � .:, ..... ...
.: : :,. :....... ,.:.,.
. �: - �::._ :
. - :.: ...: . .
. .. m.
..: _:.*...
�.� - ..... ! - .
:: ,..
. . ..
% : ::�:: . . ''
: ,�1�::.: :..�::: : .... � ::�.:..�.! .
, - ... . . . . .
, ., , . -
*.; * �:. ...: "", '' .. .:. - .. .... .. �:�:.�.
: :.�..�.�:��: :,' '�� *.: I - . .. :... . , ,
. .. - . :.. . ..'r.. , - .�:� w
: ..'�.: . ..., . . ... . � .1 ,
. ,..:, - - .. -�: . %,:. :..: .'. .; �.. �:-
i.: : .... . :�. .: -� -
, �:.. :. ,
, .. . .. *��:�:.,.--, .....-w --�..-,,�:-,.. - . , . ..'':,.
: .:�.�:. *: . . .: .. .:
. ...:,. %. � . '' , .� .
!. �_. . :.. :.!:--.-: . ... .':. .
''.. ,
:,:�:��.,:: ::�. : ��: . '. ` * ''' " .. . '. .:�:::%'��..:.:.��.*.:���*::�.�...
-, .� . .. -
.1 - r: .;:� %. :: :. .. � , � .
- -
:-.a -;-%�:.:: � '. � ...'."., - . ... �.!:...��:.�:-.
'..''..- -
,. ..........................-......,.....- :.: :..-
. � ...... * ... .�
,
. I : ::I . .'- -
. ::... : : � : �'. : . � ..�:..: �
. . _ , - '�: ; " ': .. , ..........
%: ... �... . .�::: '�
.. .. . .. I..;.. �
: ..*-'-..-'-*-�'--.-.-'.1,. -:: ...... ... ........ - ---.--��
.: . . ............__... . : :� .
,..............�.....................�.- ,...
.: .4- - - :: " 1 :7.:.,.,�
.% �. . - . '. ... -
, : . . .� � . � ... '. . � .... .
. .... - ... ... :
'' -
.. . ,�-:� �:,'-:.�: !� -
., . . -
.
.:� �:�:.::I,. !,::..�:*�,-.:�
, �
-:�:�-� : �::�.-�-'..
- .,.: . ,
. .:
, -
.... ..:::.. I
-..:� , -,,,�:��-_ ..
. .... _-�.i.
:. - -;.
. -,.:� .........
:... 1
""' *. 4
. . .
. . .. - -
-;�. .: ..:.::... - ..; '; �'... -:m::::-,:..'
. .. . . . ...
:
- - , .. - .�
..: :. - . .- : � .. .1.
-:...-.:: - :. �:--- ::: . .�::��'.-.-.-":, :*.-� ::w:.-:�-�:::..-,* , .. - - .,;:* , ::: m ..* :.* - . :: . :� .:. .: . .. , I p : p
. ... - . " .
. .. - .1. - - - I .
. . 7-!� .. . : ..� .. . � *.;*. *.:�I* : �,:�":��' - �:: - �.� . . �:* .��:
.. . - .. - --�. . ... . :,.
I :,-�`��"::..'-,*.., i�i-_-:� �',��,.: ....�...*.,.-.....................�.,..."���..,�.....,...-..� �:: ., ., .:
. * * :'.*:�-�.'-.-.�". . . �:].. . ..'�- I" `
,
- ` '* - , ...... ... * , : -, -.%-,.:: : .
. ... - , ., *'"**' """, .... " - " "' .. :. 1, '. .:,... .., �.. �.. I
- .m. ::: ::... . . ... . . .. .
- ...... ... �. � . .. ,:. , ': , . .
. .
. ..... . ... -.1 . :-:� :!*-:� .. - .� %� 1 �.::, * . - ,. - �.. �: . ��. �
I � ,:..,.l .-....--..-........--....-.....- '.. -
- - �.. .. -.11--."'. ` - -
... , . - � 'p. I .., �, � -�:.-..�.:..:::,: *..' -
, .-..--�1-.�-..---..'_--.* - ��.!...... - "`' * "',
.. ....... , , , - - . : - .
*
. . ..., �' .. - a , . , . - .: ..:: :- * .: ,. , . , ....:.7. ... 1. ... 1.
....... .��: . A'.._:
.... -.,-.,: -.....-..-......-...-..........-...-,...-.-
��...... 7 ... d .... .. I.
. .
.._. . .1 �!. . . .
....... ..:, ""'', ::. : . .*.*�:,�'-�:. ,
.. .�_ � :., . ... '�.
.. .. '' . '� :1
- ..:...: .. .. ___......... :. ..-�o: I
.... . . . . . . . I
I . . . * - .
..,......�� ......*.................*.�.,.-.................................................-
- - . . ..' . � : : : - - ...
. . - .. ...............................- .. �.
. . . - �� ,.. � , -
...... . ...............-..................-
.. I ... ... � -'. � . I I
:: - .:.:,-, .... .. . .::.:. i t .
.......................-.............�- - .. :� , , -�: -.,. ''.
I . . .
::,
I
..
.
.. �.�,.,-.� �::--:: �:-�..: *� .�.:,�
�
: � ,-.:��.:.:.......�:�l.:.�*.:..:.,:
.
� �-.-.�.;, �-.'�'..:..:..:�.:,..::��:.,�::�
,
, , .
. .-. .. ... .... - ,..:.........�
: ...!�:.,..,...�.,.*..",:....-.��. ...
- .. ... .�: ... .
:, , :-.- .. ::. !.-,: ; .. - - �, :'. �: , �::�'.,�.--.�::::� ��--'..*��-*..:-_--`:;�...
- ,:�,.%:. . . � ..:
, * _1
. . I .:..:.
�:j� *...:.. . .� ..:. -, ::: , . I .:
. � � , , . �-.-M:.::i�.'..,..:-.,...��i.*..�*.:�:.,....,.,.
,
, . . :. . . . .. . . .
- .. - . -E
�--��:::.,-:. .� .:..:i:
� . :4:'_*::-:.� TLINYTLAN13 ::
-'��'.�.'.::::....:�..
.... . . ....... - . � ...� , � It.. .. 5.
---,:..�*�-..' �-:--. . ::..:. � . .
. .. --::�::�:--�-::'.-:-:-..:
.. . - .� .. .----.��-:.-.:;::%5MALLE �-SIZ -!PIIE�
, .
�
. . �
..��.,.,.�-.* �::, *:.,.,. .:;�:.:��::!..,:"��::��:,:..".�:
-_,�-.
- - -:: -�
.... ..:.....��,.,:.-�.�:.:.�..:.......,..::.::-
.- --:�:..
...
. . .
� ' ' -.:,.::.�.�:�...�,.�...�..,.:::::-:-...:�:.,.:..'..,.:.�:.-�.'..�.:.�..".:-'..*ii'..'�''-
, , ,
- . .
. .
�_ � � :��.::. : " � . .
-.*:,:�:o*�'.-.:` � ,:::.,.:; 1. .: .: ". j.: :. ,:%. . .
- .,.:. . .�.:. �-�
.- ........ � . .. : .. . .:.
- , .. . . . . .1 . - . :.m.-.:
...,:,.,..�.:.-,.-. - ... ..- . . .... . .� ..' :: - - . _. �:,.- �'
. I.. * - - :..: .....
.:�::...:..,.*�:'-.�..*:"..::::..,�::: .�:*-.,: �:.'��::.... w : .. .
. .: �.
. . . . �...:.�.::,� :.�'...�..__.�-.. ::... - , .
. . .
,'-.�.-;.,:..:�...,..:.�::.:,�.:.:'....�...:::.!....:: , . -.::.., . ...:...::.- �: .1w. .. �. ....
. .. , . .... :. -.4, ..:.. w. . " ...,
, , ..'.... * , .. . - 1: . . : , . _ 6..� . �. �...
...... . .
. . b . . ...; 4.. .: . F ..
.7,.:_..�:'� -�-�: -* �- .... .�_ �:_ .",
: ,:.
* - - -
.: .�-...
:.
. �.�: ��- ..:
: . ...:::.-. �
. I
,. ......
..'.:..`.�
:.... - ...., j I I
, - f
:,� - .
. . .
.. ..
. �:,-.,.,: ��.-:::
: . .%: -
. - ..... �::-:-:10..-
: ..:�:.:.:':.::.:: �.-
:
. . . . . . * . .
. . % .. � . . .:-:::
, ,. :%,.:: ---,:. . ... �. -� ..... :..:.. ,
!:�' . . ....
6 . .::.. ....:�
FL\N. �.:...
, :A - I " " - ;: . ��::...�:,..
. . - -
. .. .... � _ -...::: *:,.: * , ,
'.: * �::.
.
:...
. .
-
,.-.�_..�
.
- - w -�.�::*,.::"'.�-..:::,:.-.
"C'
1.-::�,;:..-.�_
.�-.:.�.,-.��:... . �...... .
.. .. . . .... :: -�
. . .
-,.:!,-�:',*.,: - �. � ....._-* -'.'-� ... � - .:.. �::_ a. -�'_:.:- _'. -::::�
.:::
" . - �'.:-,:..:..:.
-
al -so .` - :. �. � -, ::, ...�. - � . . � '...... - ..
.. . . .;. ':�" - .1':
,:'�:,.:.`--:'-�::1,-�,-: '�' .
..' - -� ..::..::::
'-:-:-.,..,:,-::.:..::,..:--...'.'.�::�::,.,.��. . f - .
'M
. .
:: . , -
I �
. . a�
. .
:. I . - .
: .:.:, .:�.
.. . � .
:- -
- ...
. .:�-� . ..
�.
:- :
. . . I
.
. , ;.
. ...:: ..:.:.....
� . : : .,.:: -�'........:::..
. .
. ... .
, . : � * . .
. :�. : �-:.:,,:..'�. -
: .. , �.
.. .�:-.�'':
.. ::.,--.-..:�..�:� ..�.'.
1.�:--�:.: :�.� .. -..�,.:..'.*, - �_
.:'-.% �.-::. :�.�
.:-._.,. :�.�
:�.�
:�.�
:�.�
:�.�
:�.�
_`i ..�,.:..'.*� .
-:�.:��:.��..:�,'i'.�.:.,..:�'.;'I .�*.-.-.--,.:-_----_-.*,-_
.�,.:.
.�,.:..'.*�
. i .�,.:..'.*� .
- - . ; .�,.:..'.*�
- .. 11 .�,.:..'.*�
. .
, . . . . . . �..
. . ... �-,j %w:.� ,j: , ....
f . -�:..,.:�-.'��. �.
- . I . �:��.�.*::..:�"....::.,.:,..*'�.. I
- . .
.��: .., '�-.. :%�-, "'..*'
- . . ,. .. .: -�:� .: �-::�.:::� ,
;�, '.; . : :.. .-:�-'.
.,
o ,
.�.,:......*.�.':�..'�,.-..,:.,.�.,.:!�i,.-..'.'�.--�".*.....,.:..*..�.-..:....�,�.*.....:...:,....,.
. � : . .:...: .:..�..�..�...,:.::-�..,.:....��-**
. . : � .
. .. 5N �. ... I.... �-:,'-. -�. .:o::-�::
.. I 0. - ..... .
. .
- - -.:,-...-:....:.--.:;.-......w ,� . ,.. .�. -.-...:,.
.
.� �._�: � . �:-
.�.: . ... . - - .�.-:' .. ..
, .. ,,.I,-; ......*,.:..*;.... :.:. .
*
.. .. � . . ,. . .... ........
. -..*
'''�*. ..'....:�..� .._ ...w.:....._.:.�_:..._: . �....6. , .
. . ...
�::�.�:. . 11 la:::.. ...
��-.'-�--.'.,"�..::- �: - -
... -�,-*: . I
i - _: �
. . . .
� I - I...
:� �.-`::
. ,:.,:.:. #".�
.
.. :..*A.
* , . ,;�
% , .
.. * ''
-
- - - .
.....
.. - ...
� .... .1, ...'."
L
.. . . -
. � ..� .. ...
I , , .1
� : �:.,. �
...
....
- -
��
.
-*.*,. . .
q , ,
- .
. ��-. ..
. �. . ....
:.:..-.:.:::
.
I....
. .
I �..
,,:...:..:.
�:--,.--_,..�-::_�_ . ..... ..... .
. * .....��..��..'*........'.'...*.....*
... :....::,.-�:.;--- , - ",
.: - .:
.-�*�..::�--::-`�..�..� w ..... .... .
. .
..�..!..:,:...'.-...�...":....:� _
.. . ...
....... .. '-.---��:,:_ '..-.�'-'.t'�:�.:
:. .:.: �:��-*..
. - ,
.::� .
: , " , �::�::
- -
:�..'. .. -.'-.'�.-': �::�::
I � .
--�'��.'�,�.
.
....
..,..�,-:i!�!�::!
_...
, *':�
-.:.*-':�--.�.:::...
- .�.
. .
-
. . ... .'...,:��::'.
:... : �::.--:�-.
_� ....:::.:� ....... .
�.:::. .. .. . *� -.*.
. . . ....:..
:-:,:.:..,:-.*.:*. ,:..
. . ... .......... �..
- .
.. - � , . -w
,
- . .%;
�
*
:.
. ...
�,.��*.. :.
� . - -
. --.-....-.�
. . ..
.. ..
:�.:..
.�.. .. ,
,�;-..!.-,-.-,.-.'-:--
........
-::..,.
. .
,..:. .
- ..--.,-., :
. .' .::: � �:
. .. ..
�,�.,-:.... :� -�: . �-
....... _.. .. . . _. . . ,
.:PLUG..., ,. ..'.... ... .
...
..........
.-;:.. .-..--�:.,.:....:. � ..
- , . . .
....
.
`:--::...��.�'.'.-.. . .. :.
... .. . ..' ...
-
'.� o
I . - '.,*
: - ..
-':�:: �'....-
. .,�... �. -
.. .::. . .
.
.m�...: .,,!
.: .:.::. %,
�...-..
: �.' -
�*::'...:; - .'::
.
%....::.-
: ...�.......::.�:..,
.. .... .,!� -:: W�� ��..
.
. ..... I .
:w w.w:!;::.:�,:''.*:w: :�: '�
M.,
. . , �:.
. : . . .. w
. � .:.: m....
: W: '... .. ,
....
. .w, w w .:. . .
I . ,
. . :�..%W...... * :.�.::..�....
,�.. .w%�:::----.�..�::'.'.-..-...,:::.,�.�'.
1wi-..:.. ...- I .. -
....: �:::�q: � .:�*N... . w,: �'.�:�:-,.:,.
. .''.. w:.::--w:,:--:w.�w:-*.'-, 1:��4.:...
- :.: ..::
:.. _ � - I W. .
W:.:� .-
. .''..tLi�b�:,5c��6�w;::..*,.*'':Ww
��-. . -.:..�;
� : .:.,. : . ... ..::..::
::;:�:��:,--,::.:.,-,�W: �..�: , ....�...��..�:.'.-..'�...�:w�:.-!.'..,�...,.,W��"W,::.,.-
.. .::.::.. . .
,*,,-: .. ....- �--�t.�.��.�:-' , . . .. -'.....
. .% W:,.. , " -:....��.-. . :�...�.
:..,..: -,-i--,.---,-.-...:
� ....
.. _'.-��:
- . .., -�W�.-�.-. -'�,.*��.
: . -
.. ..:.W......-...,..:..-.....W.....Ww.,...W:
.:...
- . .
W. .:..- w .
.. " ,
-�I:_ , - `*
-
...... . .
: . . :._.� :.�w
..,:-. .� '.: .
�-'....,-�:-'.*,. .. �-�:�*-.::.�.,..-...,::.�.�:..:.,�::..':�..:W. ,_**.,,�.*-.�;�; .. :�-.. � . - .-.w�
_. ... W. :*,. ... : .
..
, - .. - ':.:�-,�
.. . ..... :. %�.::::�
W,.`.�� -:,.,*,*:���:.:.�..,::���.w��:.�.::�.::��,'*:.�'�:.:W.* w.:..-.--�--..-. ..
--r�'. .*�:: w, .:...�.�- .....
.W. :,*, - !:..-.. .. .:.: ... .... -'__ . .I....
. .... �::', . :.. - I ... .i ... .:
- .
. '-:�..: .. _�... .., . :.%.
w ** W ", " ` . _ - �, : :: .
..W.,. �w ..W.''..-, ,
, .. -� :-;'--.`�'. �:W.`- : . .w_� -
" , " * :w --.�..- ...� . . . . �::..
.... .. �
.w.......: - -��, ; - , .
:.. �* W.. ::.
_�'w---_--'- ... -....w..w�...W....W......W..-..�--: :..: � *���_ �
"' - -
,*:%�:-�
; :,
:..p..
. -
.....t..
.:... .w.
:�.. ,:�
..
. .. .w
:..: :
- w ..
.... ... , ..
.......... I
. .
. -�: �
.. ....... 1. .:..
. . ,
, i� ..., � :-, .'� W'.
� .
. . . . . .. ..
. . �- . - .. ...,
. , , * w
, , *
�. w
. . w - -
. �--w - - w ..' ` - ....,W.. -,�. -,
- - - ��
,. . W�-._-: - _-.:_.1.._-.-�::.
!..,. w.w:..: . : www:-�::;::-"�.W....
. . . � . - .
. -:-.�W.'i
-.:.1�1. z .".,:* .'_�..'...:' .
.::.- -:.%�. , �.%'. �,.-:. .,W, - .. ..
. . , , .:
.:. W.:.: --...-. -.-1:�.`: .. .
,... *Rus-s;-w:�:_ ''' 1'�` W, * " .�..t*p
-_�-w._..-w:�.-----�.--'-- _-".w_-.-._�`-.1w-.`---.
* "
. . : - . W.w�.. �. . . �w .,.::�.�:� -W.�. . .W_.. W. �..:-�
WRIT . , . , . - . � W: ,
- � .*, � .
... --w . ... ... . ::, :.,.w � 4.
... � .. - : % .. .. :.,. w w ... :, .... w . . . ..:�%.W*..:
:.' � :.,. ., ': � :::� : * . :.-,� �,
� -
.. . .....-..
..�'.....-. ..,.''.. . �
, * :..�:.�....-.�..i;.
..
. tss : , .
.
I - - - *
. ..�,.'.w�..w.,..'-.-.���...�,'��...
. ..
:W::�.. . - -
�- �
_. -.-.-.--..w-�, , �.:W. .
... .. � ---�-:w-..,-..-�:."._ ..
. .. . :_:�w..:i �.. . .. I., � . . .: 6 :w,.-.:::o'im':
.-.-w.--w---
- .... . � . . . . ... �
. -
. �,� '411" . . .
w , :-",., " . :: .,.,., . . - .. ... :-.%: --�*-'. � . W, !:.. . .. ....
. .�:.�..: ..-�. -w I.i. .. �:* � -W�: -
.. .-w--':*'..-'-'--. .**:-,-,::'.w�. W. 1:1 - :. . .:. .....
".::-.*..'..:::,.�-...._ ..:.::�:w. .. �.W.ww. :.:.w. . .... I
.'. .W.:::. ,.. .m-_,:.?'.-�-:� : w: - .."�.,.:'.. .. . . ':.....:�.�
- W, . . . ..: � . . .
� . -
. -w -`::�:� v/p
, :.W��_. .,.w '��:`-�'... - *w , , .i .L " " :1. �: - �. .. *_
.
- � �_.: - - .w ': � w - . �: 7. .. � -�i -.-.:- w..? �m :..: :. ,.i:r::: �'-- .. .:: :��:-�:::-_.�
:. :.,:. . . :*.., , �:*.:::::�-:.:: , "�%:; , , .
?: �.'. - - - ��m:. . .. .
. �:. ..
..��, - �:-,!,.
:.: - . ,,�: "
:w ... ,...
... .
... .. .�� : :
�.. . .
W. : ..: � w ..: . .
.
: -*�: , " ": %�w
.. ....
.w . ,. , ..., .. . . . . .
. . . ..
,�::�'..'. .
',*, . W;
. .. ..,: . . . 1.:
: - :::w'-w*��;..'.:. .,.,
.
..., w .:.-. .,.:,.* .. .w..
.. - . ::�-- . .
. , , .�:� � - . . � ., ,. . . : .., :: : ,: ..
... � �:, ... . ::w � .. . .:. :w �;
. I. .. - �.-�� .:::�: �.--�--.-:� 1. .6 . . . . . :..,,. . .
-
. . 4 a . : ,.. ..
.. :� �. ..: ;. : .. ,'.*.: * :, . : .. . -:,�:,
_ � .' �:.w -'w*-'.,,::.*� .:�,-%::.!,�--**_, . .
...
w-.,. �;;�`: '.%7�: -..�'-: ..:.. -:,:.:..:w,:"
. .. . , , 1
*-,:,-:-::w-,.-
..d....
: - - - -w ..,
..:�W-::�!' --*. �.'.:-'. �:�W*
I . .. .
. . . . .... ..
,
, - ': ..,: .... . .W,.. * '. ,:..
.. w . . ..
. : . ::.:
..: :.. .... .: .... '
-, -. -': ... - .. - - - .. .:.- - , : W: .."Ww .. -
.w.r.. . . . . w - . . . . .. . . , : ::�:
: - . :.:� .... w, - � ::. -:-.7'. ::. :.'. �. � �-:,:: . .
-
- .. . . t .:. W...�. .. _ - � -, � � w'...... � . . . ". . . �.w .: ��: --'..-w`-�-::.-'�_ - - --w . . . , . : ': . %-.I -
. .. .. . " - . - �-.-..:, ..... .. .. . .- .
. . _ � .
: . .. ... ... . . . - :. .. . ... ..� . .., w .. :� � : : ,:.
..... . " . . - _ .!-:.,-: 1 ..-� ,:� .. . _ I - :.e�
_::* . __ .
, , ;...* ,?.,w:-. %:-'.�W�w.,W:. .
..: ... : W.- % : - �. �... �_ ....��
:.. - ..::::
�
a:. .. ::, .�,
..., �� . � 1,
. ...
..m.. -
.� ., ..
. . .. ;�..:::..�;::�:����:.W,..:.�,�.:�.l��*�,.,�..��..:.:..I��,:�::..�.:������..,..:.�..'�w"...:.��:W:�
.
. . . �
. I '....:. , ..; ,:
. , . :.
. -W:.. ..�. 1 :.
: . �_ �!�:.%;.
. �,'�:W.:.,��*:'
... "
. :. ... -
� . - . ,
'' . ,
... I ,.- . -:':a: �'. ,_., .__� ...... - .-�!., - ;. - ..
. ,�:-,.�.':* �, , ,.. - �: �! .: ... 4. �.
.! I . a;I �:-.' -*!,:-;%:-..�, 1:.�.:... �..
... ..%w ... ": - - _�:':.
.. I...... .;, ... .:.-.�,:::.-..m:-.--:.
. .. �. . :.w:-�'...:w ... W._ . w . .
. �. - .*f,:j., . .�. .. ...., .,..:: ...�.. .::. . . . :� ..r.::,..
W* 1 � .. �:�::�;-.---%,:: �...:-.
. .
�_ . ..., .
:�:-'-..w:w`. .
� ..::�..:�:,.:-�
.. � - . .
-.� . : �.. :: w
� � . . �:�::.
�_'..
.* � ....... . . . �... .
. . . �_. ... � .
-� . 4.:. . m-- W ... c.... :.,..:;. w -
. �
: ...... . -..�-,�; '.:: . :'. : ::�:.
.--. .. -:�-::,::`.�.. ..
..`:.-�.,:��: W;:. :: - :...� * .---.-.:::,-�1,w- ,...., ..., .�. ..
.w.. - ... w " - .: '...*.:.-.,::% - - ,
�: w ., w.,1*:-,-;r,::. ... -.-'.-%.. .
. - -41 ,::.:..: �**%* 6 . .�::**.w.:r .: .,�:,: �.::�ww.�, ---!w,w-.--,-----,*:'
�::-w::-::..--.w, -:::-.��- .., - ... . -:-. --
..... * .: -:-..:.�::��: . -
:.:.� - . . ,
. . 1.w:..-w-. -
'.-'.-..�*�
.;:. *:: ::
: :::,::. . .
�w: w
: .. - .
:: �,�::�.;��:
- -
. .
.,. . :: . w ,
w .'6% '. � . . �.- ...:
w � w .: . . .
: .�..-;::-..w:. . . .
w I .
- - -
'_ ,
.. I �f. , ..:... ,...� .
, . ... .... :, ;". .; . ..� , .
� � , .� .. . . . : ... �' . . . .:
- .: - ;.: . . ..
mw . . .��-':��:� -� .*.: - - , . �': :w :� .., .. �. . :
- I .. . . . . 1 . � . ::.--,: .� - :.- 'W�. . . W. -;
'! :i m: - - w �
. , ,
. ::: �. . . .'..
W� . .- - �.: ..' �:: :.
. . � . . . .
- .., � . :..- . � . �
- .�.:. .. �.
. . . . .
, * , W,* ,�:
. .� .
'. *.. .. -. ` '. � � . .
.-www:..- .:.W-.�: �
:-m*-�.- ::.' . -..�..w :.. :
i -.;' % : :. �W.W.,-:,;.. - .'�., * .'.. : W. , : : : ,
- *;;::- �' . .ti. ,w �:,:.:;' �
. - - , , - - �� .
. -
. - '. - :. - :.-�-. wwZ:. .:.-.: :.- ... . .,.: ... � . . . .� . - ; : a W .. � ": � , -:. .": . 1
. .. �. - . - w . . . . . 1. . : :w . ,.:. ,:!.. - ...... �... '.'�, w :.:: .. , . . . .w
. ,
. w - w . . . ... . , - - *
�!.:::..'.'i"�- ww, : W : W.
1 �
:....*-. ::�, . I.`
. .
I w , .
: ;. ':- - .,
. . . ..** �� .-.
. . . . .W ., . . q .w
. . w . . ,
. . .
. : -
. , . , �'
.. . w W.ww. .. _- .1� - .. -,
. . . . �
: . . . . .
. -
. . . . . -
. .
. ..w. .w. .. ,. ., . . .
I . . w .,.
. . . . . w .
.. , . . m
� . . . � �. .* :: , ,
� . . . I � . .
..
. �
. �_ ��.,. . �w ��:*.,�� ��;� . �
I . *. , , :,
, * , ,
- - .., W, -W
w -
- w
. . , , . �
� ,.�._.
I .
w .. . . ; ,
: .,: � , : , : w , . 1 :
.
. . .
q
w, . ,:. .
- _w'. : : :.. . . . : '. , . : : - . : . : .. . . W.. ::: - . , - w
. . .
. . .
- , . � � .:. *, :-�. . � � . . . . w . . . - w . : . .
,
, , , , , w �:�.-'�::-. : I . w
. . . . . : ... . . � :
� . - , ;�, ` . . - .
. . . . � : �� : �� . . :. : � , . : : ."r . : .. :w-;
. : .. .�:: :
. . . : - , � : �w -�: , .
. w . .
. . . : , , - -:_�w . , . � � �:. � . :. ... , - .��: ::: W.- , ...�:� � . , . .. :
. I W . - .�� .* - .
�. � .� I . � . w . m .
. . . . . I . . . .
, , � . . . I .% . . . , ,
.
. - � '. : .. . .
. . .. . . . . . I I , : . w -W , �. - - - I : : :�;*:� w: . .: � :: - ::
. . . w , � . . . . I . . . . . : : : I �: . . . - :� . .� .w .� a .� :
. , � . , . . - , , * * - w - .
, . , * , * w : � � � : . -� � : � - -, , , :.,: : - � - 'w w ,.
. . � I - � .. .w --, .-. --w � -. 'w � , - - 'w W. - ...w
: . w : � � w,w. '. � -m. - : ,
. - - . - a m, - - '. � w , � :
� � � , : ,
w*- : . . .. . w % . . .
. . . .
. . . .
. . .
. . .
W : , - - - ;': -,
,
.. ; .. ..
--..- :-.,--.�:��-�,---:�ww'--..,..w ww
, . .
: :,.-:� ., - .: : ! : w .... .
. . . . .
-
.:. :. �- .., .. W. : . .. . . I
: . . .
. w : . . ... . . .. .
. : . : ., .. � . :
, . . . . w : :. - - .: : .:
. . . .
.
. .": �.w
. w � . : :. � �..*. :
..
... . , * , -
. .. . �' * , , ,
..
. - , , , * , , " ....
.
-, D"' � I . : ': I
. , . . . . . . . .
..wwww*www . . ... . � W .. W -
- W.W. .- - - .. _....w. -
- .. 1. * W w , , , w , . ::- - .
- W - - - -
w - - - - - - -
, ..
:
w'; ;- , ::.:.
- : * : ... WW. w - . - w - . � - - .-.. . .. � . . - ;.
. . . �. . .:w . ,
- .
t i . :. .
, * . . � . . . . . . . . �
. . . . � w
- .: � : : : - ., .,. . . . . .
.
. . . . . . . . . . . . . w
. . . .
. d �
.: �� ! .:.*.. �::,: . - -, .". , - - . .� .� � � . , :
- - � --� . I . : . I
. - � W� ., '� � , . � , �� � . : w � . , � . . .
, .. w .. � .w � . � � . , . .. w . , ,
. W'. . . � .
� � .,., ..* w , - w . . . . .
�
. .. . �: �- . . .. . : . -*
- w :. - - - - -
. , , W:- * , * , .� : �� � �.. ..* . ., .." -
.: * ., *. 1. :. : . . , . . . .
� . .
.. . ,- , � - � -�.- - -.-,--.;*W�,.�;.-`�. - . W: .. - : �w
.. . . . w , . .
, - : , . . :�. .: W. , . . . . , .-. , . . ... . , 1
;:
- .�---- - .. - '. . � ..; .. , : ..
. .w -': '. _. �:: . , .. . . .
I . : �
W.:,... . � . a . '. *.� �
. ,
I - . : . � . . . .
. :�m .. . . � . . .
. . . . . I .. . . - . I : . w w * w
. . � : : : .,., : - ..., : :
. :� . . - . -
� .
. . �
.'w'. - : , . . �' .� , -,:.w.-.'w - .. -w .. : . : - : �- - - . . : , .* . . * - :. . - : �
:
, . .,* � 7:
�: %� : .. : . - : :�:� ,� .- - � : ,. , . . W. : : :.
. . . �: :: : -'.� - :'. � : � .. , . . ,
. � . . . W:
. - : - . .,:. '.
" -
-W ... : - �;-- - s. �
. . � w.
� . : � w :I . � :� m ,
: :..: . . . . � .
. .:
. I
. .. . %. :� . w 1. :
: - . . , - , ,� .
: : : . . : � .: .*
I .
.. . . - . . . . w
- -, ; . .: - - - -
. . - -, ��. - � : - � . . .
.
. , ` ** , W, * , ,
I . � - .. w w - - �
, . -
- w - � �� -, ., ...,W, ..
., .. _... , - �%..
� '. - . .
I . . .
: W .1 ww .. �. . � � ..� , . - -, ;
. . , . : . .-, .
. . .
� . w
. � � w1* � .: W - . :
- .
. . . . . ::. , .. ...: .w. :.� . ; w ..
. ... . ,
.�.. ,
: - .,. - .:' : `- t'. .'
1. . , �-:
� ::.:,: % '. .
. .: . , . . ... . . . - . ... . .w . � . .. . .
. . w . : : . � - . .. .
, . , �% � . . : . , , - -
. � 1. . - - -
w . . . � - . .: ; : . , � � - : . : : - : � � : . - .. : -.,.� : ; : �:: '.�w , w �'. : : W., :"
. . : �:- �� � . . . - I . * ,
,�� . .. , . . .,. : . � � - . % .,w :-.� . � , *� � : - . .1 I . . . I : - I . - - - .
. . . .
, . i .'. W� : .� .
. .��. . . . . . . . w � :-., �% -
, , - . w . � :: . . w ... %:::w -,��*.�:�::.... �. :.��..:,�:.-. -.'. :w. � , w - -, - - .-. - -
..'. �'. � : . . * w , , * .
- , * .
, . �
. .: . - - . . . , .... W. W..... � . ::::.--.. ..-�- .- ! � . .'... -,..
� :: .-: : : � , * , .: : � .. ::�.-:., � � .,. . . . : .
. . . . . : .:..'
;:w 1 . . . , . . . :
. , : -�� . *JtE..,.,:,�w� .��:,*-::�-� '-. � :� . - - W. : . . . . �": : .,.:.,.. :* '.' : �.--'�
� . - , . - � . . .
, .: . . .. :. : . . I . ,� , ; *_ ;: . � . .w .:.. :.: - .., � -:'� .�;... w .:::,. �: :::*.-.*ww'.
. . : ; : :� �* W. : -
. w
W.: % .. . ... : ,. . w �* W.,..*. :....: : .: , . .
: : , . . . . . , . ,; : .. . .:.:% ,::,. .. . ..W, .. � .W.*:. - , ..
.. . ...�.. .. . w m ....: . . : .... ; ": . � ..:
"
., . . � .,.�
.. . .
�-��.W�:.*.:. .: ... , .
- : w : : . . . . : : :
: . .',-. : - �': '.. ., . .w� . . :
- . . .
- , :�: .b., � .-.W��' : � ... .
. . , . , . ,
..,W.*. � t. *
* # - : - ,-. : . - -
. ::. �*� . �* ...'-w - ... ; . �- :,
. . . :.,�,1:. .� :.:: ��.-.�:�,:. .
. .,.-�W.*; :... : : . - �' -
� . , I .. -
- . .., .,. . - 1. . .�, : �
. .
. � �: . . . .. : W*-., : � � .: - .: , : . . : - - 1 , . .. . . I . .: . w . . . I . . ....
w w � . : : .'. , W. . . . . . . .
. � : . . .
: � - � . , . : : , a m : " ��w . � . .:.! . : �-. � . ., - � .. - , .. . .. , ,.,*: . : : - , . -, � - w - � : * : �*. - , - , :, , � - , � : , : . � .� .: . : % � : :
,
... : . . . .:� .., . ; : .. .: - , . .w . . . . I I � - - - �. : . . : %.. . , : . :.:.w : w
. . .:�' - .. * .: . . . . .. . w . . .
� , .. . . . ., . � . . . - -%� .� . - -,--� �
. . . . . w - W�- . . . � . . . , * - * - .. .:. . . - . � � , , w � .. . . a . - ..,
:.,w,-..- �,-,.w �- .::.-.-w-.�:.:-. -.--..--w,., . . . : . ;.
- . .. , . I I . . :� . .�. . �. . . , :
. . . . - - - . . - - : - - - - - : . . w . . - . . . . :� :: :. ..
: :�� -w .:: - , * " " " " " * , , , , . 1. . . : ., . . . , w , � .. . : : .. . ; � , , : . . . , - : :� . .
* * , , ,
" � . . � , _ w . : % . ': 1 ,:w , . w . .
- �w- ,:, .: . , � . . . ... . . ,.,W. . :*� � - . ';. . :
. .�� IT-�B'10� �.::::�:.--, �-�...: . . � .
w . - - - w ..- - - - - w
- . . . . - - - '.%
: '.* - . . �. :.% . : - , , '. - - - : . :.w. :. :.* � �:,. � - - . . !:.::. . .. ::�;..
:..j-..'. . :,: -�- , - - - - - -W., :.w. � - .:* - . - . .1 .
.... .. ......... - - .. .. - .. .
, � , : ,:, �� , �;,-.`. : ;: '. . .,-.:: � .: . , *. . . . , . .
, w- - w --�:� ..., - - ... ..-., .. ... : *:. *
- . w . - � W - � . ..
.. ; - , : 1. :; �!:.- -:-�- : w .�: . . . . �� . , ..
- � .: .: : : : - .. .. - " :�:.::,�..- .: , * , *.w.,w
. : , : w . . .
. � . w
.. : : . .: - :. ..
I : : : .., . - - '.
. :.: � ., : *: , - -'.
. . . I - .
, : . - � : : '�
- W... -
. - �-*;W,..�_:.�iw
: m ! : �:W- . : � .w. : ., . ,
�..
.. . . 1w.�.w.%:,
�;.�� i
. . I .
: .�,-;.:,W:�,:. .*; .�.;.�;:.�::.:w.
.1 :
w . - � ... : : .. : W.. � �, , �.:� � � . ;: ..* : . -.*W
. : - - - ,
I
..� � .1 . .%:: .�: .. . � . .: .....;v:.. . .. . I . ... . . ... : .,
: , ... . - .*... - . !w.-,.-:.. ... w - Ww
. . . . ,'. - .::��..'--.--�-:� *� �:-.:..-'.��.,W..ww.�
.,.-,..w:-*.�: ::. -�. : .� :. . 1 :� .:. .: : .f.�-*-.:.:.:� :..��::�ql.�:- m ,�" , . . ...�- : �. :.:. ��. :
. .
� . w . . , - I . . I . . .
. . � - :w. . - - .'. 1 : . . '. , . .: , - -
. . � ': :' -
�'. . � � : , : �. ::., � : : : � - . : : , �:.'� �-: o �'. :� � �w: :::� � , � : � :�: ww..,: , .. j . : .�w W'. *.'. *w � �--*;�--.w � .. '.. , ,W.
. . . . .
. . , .w � � .
w:w . . . . � � : � a., � . .
- - .
, .'�
.: - ".... 'w'. : j ... �: , :�.
. . w . F ,.:.: ., 4 : .0 ,. . : I :ww .
. . . . .
. : .
. .!:
. . .
w . ." : .: � '.. :;� � i � :., ., - , :
w � .
,� '..
w , . : .-.:��:.� ,�.' .� : . . . � . - %
. . . . , , .
w . . .:.: `.��. - �,-,.-.-�W: .::-,.W� '-�. . ,-,.:w -. :��-. .*j-:...,.-: : W: W,: - . � . ..... 71 .,,�. :..w .w
- , - � - . . . . -�. :, - . ..:.�.�' ... . . . ��_.. .
..:�:, : . . . ..: ... I . � w . . . W. � . . . . . . . .�'- ..��-
. . . . I . .�... ... . w :. . . .
- : :.!. . , . . .. . . . .. , , , . _- ... - , , - . , :' - . - _. � .. :'- : *w . .. . . . . ,
. w . . . . - �. . . 'a I , w * . � , ., . . . .. �
, W: .. � - . .. . . . . . - - - . 4 . . . . . , : � : : - * : . - . .
a , ; . .. .. W - - . 1 - : , -w. � : : .: : � , , , .
. . . . � -
, . : �- � � .: .� :` w ?: '. � - '.� � � ..: '. ." :. ; : *w : :-.� � : -.� � ,w � :: : -."� -W :: � '. � * � : � .,. w : , , ,.:: '.. - *.w �.: : , .., . .
.. � . -_.� : :4: : - . - . . : ;
- , - * -':-:, � , ." :.: � w: 1 : -W � :-,. ` * ,
: :, .'. ;..... -
. .;:.
?,'. .'. .. , �..,'..:'.
, � -..: : .*-. � - :. ::�- *
. .
:.� : : ., � '. .". - i - 1 -
. : �
I :.,: : -.';� � ., ` : .. :� : � .. �-.-'� *.' : �, � .w
: . .
. . ,
% , . , . .
. . '.. : .--� � ;: �:--.* � : ....�:.. ...... � ;.:� ..'::::.
. � - .: .. . :. .
.. w : .�..� :.� : � ..* �.,.: ..W: �* :- :W.: :..... I ..W...,
, ,
: : �:-*. ..... - : -� 1 : : � . .. : � .. - ,
. . . . . . . .. . . . .
� . . . . w � . . . .
'.. .., .. .. � . . . . .1w , ;. w : .
.. � :.. : ; . . . .
, . . . . . . w
. . . - .
w . . . . w'.... .* . _ . . - . .
. � : . * , . . . 66. , . _.�
,w -w , .:. . �.. : . .�, . , - - - - .. w . -
-
- - - '-�� - w*, ..
� , . � .:, . �'
%.:. : � , .. � - .W :- _. � � � . . .. � ::� I . , ': :w :` : . . � . .
. . .,I . . . . ., ..'. - . � � ".:.w . . ., . w . . . . . . . . . . . . . .. . - . I .
. . . . . . . . - - -�� � . :t :: � . '.
�. '. 1. . :.::., ::. W'. . _�:.
� : : .:,.. . . . W:�� � . :t -�-.. . -. ,W:,-�':
. . - - ..w � : : .. �w ; �-� :,� : .. ;...: ..:, . . .
,4' - , . . , .., , . . . . . . .. . . . ... . � w .
0 .�' * , * , * , w W "��w ., , , , , ': .
�,11.411- . ;
I . - :. -.6 :; I . .
: : - . I::. ! : - - � a : -
.
. . . . - . : �W;:- .w. '.* � :: � ..*. .*.. * W.W... ...w � .. '...,
. t -t!,: . .; �t �
.�' , .,
'. 4 ,
, 'A�.
. . .
- '. &�,,3' w �
� . - � -
13P, :;,
, :
., ..::;
.:: � . . . w - - .w :
'.. . :�.-'.--w*-....* : :.,... - .. - . - � , *. : : , � : * � :-. . - -'. ; : , , : : . . . : - .., w - w : - : - : .. - : -�. '. ... . ; . .. . � . :.:
W. 7 ., -
. . - . : .. ..- -. .: , � - .* .-.. .'� .., - : W.. . . , :..;: -w � '. .*.'- : : .: .: :. � '. : . � � - . _,. , :- . : w , �- . � ��-...�- : - :, '-.�
: ..- .,.. w : � -* - � � ,� .W* : .*.. .: ...... � � w
- - . - : - - -� �.,: � � . w'-w : : .. : ', � : . -*. �� � :,� * ., � � � , ,_t. . , . . .
-w** � ,-.'�-: :...., . . .. - - : :;,W�:' �: ..`�::��': : -� . - . � � ... , -_.�:�.:
. : - 1. . I-- - : - - .. . ... - ,; �
. W. �:�. . .� � :�! .. -.:. : .... -- . .::
. . . - . . a. � : ...
. � . . . . : .
'� . . ... : . :. - ..
. . . w * � .. : : -, -..* .: . . . a . . �: . . i: - .
. . ; . . . . . * ..:. . .i� .:�,w--.,--,.-,.-.:.'-::�� . , . �: : :... *. . w W,'� - : . :, W. : .
.�.: . .. � . .. . . .. . . - , - .- , .
. . w : :, w
,*
. o . � �. . . .
w . . w �
:. : :�w . : - , -.:::., - , ��
� � � ':
.
-.-. ... --j-,.---.-.w i
, . .. :--�W--
. . .
,. . . I
. . '.'. : . �' - ;
: :: . w ... . .. ...
. - .-.'.: .w. , -w .., ,
w : .� ,
-::.� ,
..
.
. , - ,
-w .1 ;�i-.-*--, .
� I .
. . � .
, w , �� � . : .'.,:I�: ��::: �:
% W. -.-:W�., *-,� i - I -
.. , -
: ;, .
* ;, . . : : : i,
- - ::.:w :
. .. - I .:wm
.. . w . . � . .. : :�; �
. . . . . .
- 1 - j
.* , � . -
. .
*:*,-� �. .w.. , .. :,--� --w :� .., � '.�� - .'..- �� � W. .,: ., ".., .W..f : �. :�� .'. '. � :*: :�-- .,,W�:... -`-.' � �:
. .. . . I :�:
. . � - w ..
,
. I ��-. �-::�.�-,;�,-.:,�,.;-�. . �;�. . .
. ?� �
.� : -�:.� � :.-.: : . . :. . . -;�, - : : :
; I -�.I�
� : . -, . - : :: �
: � . , , 1,; w
..-* W..., : � - ..
,
: I., � . d : : �.,�:
. w �
- �
.�. � . . - � : : , . - . . �
�� . . . . . : w
, - - -
" ", * ` w , ,
- :.:: . - - - : -
. ..W.,. ..� : '. ; : -'. . :
. . . . . . . . - ..
, . . . . . . . .
- ... - : .. --�- . . : ;.: .'..�,w7: , � w .. . � :
:, - . w . . .
; 'w� w - � ,-. ,-�: w .: .� : .. . . . . : : . .
- . . � ... w . .
. w - . m .
. . . - . : .. q
. - . .. .w ... . . ... . . . .
: � .: . �: `w -w w'-�i..'-fim..'.
- - ... .. . . . . . - .. .- - - _. W .. . . . . . . . . .w
. w . .. , . . , . . . . -
; . - .., � , .'. : . , - . : - . � .: � � : �;:-`.,
:. - : w - w .,! - : ..... - * : ..'.
-, --w �` .-. :
, -..-.- � � -. : -'w �-.':
- " , -, "
��
.. w :, :
w '. , .:. :. - '. * . W'. .
.. :: : ! *W. .� � '. ... ..
. , . ::,
: � ` : . . . . I .
- -
.
. . . w - . ...
. . .� -, � .:. .ww: w
* �:. . :.:. � .!. - -
:�:-.*-�,:� :.:. �...!. .�:w . . .
, : : - *. .. . '. - , . .
I - w . w : � *. .w , %
. . : :� : :! .'.: � '. '. ': � � � ... '..: :: ..* : .: �
- -
. � �-.:.-.,:,,*� :: '-w :- :�:: .*-..,.W: . :W.w � � ':
. . w � - -
.. -
. . - - 1, , * - -
� �..........'. -.1 �w .."..-w-'.... .,.W.., ..'...ww, �--....'-- W."...*.", .w,-'w'
: '
. . : �
. � � �-:�:-'. � i :�--,��:,:, � �-:� � �..
I
. ... � - ': . . ..
- � . -
.� : . . -
. .. �,:'. - . . . . . � . . . . . ."w ... : *:: . j'.�:. .. %� , , : - ; . : . .. .. . - : r I - - ; ..
. . . . � : . .. � . , . : ; I . . �: :.: -
, . " w , , , . � . . ::%. � . .'-� .. �: ,
- - . .- .. - . �_ : , *w
� : .� . .. : W... - w ! : ;. : - .. : : .�W'. � : :,:.w . ... . .
. . . - : W: , - w � .� � :'. � i:- � : -w � ��* .w . � . - . . . -
;*..,: i '. � � � -.��--W, �--i �' � � :i.,� ..� .,. W: - :. ., - , . : . wi .. � � � .: .- � �w: �: .. � � .--.�' . . . . . -
, , � �- ; , �-. : . ; - � : - -
, , . _W,.-�:`.. .. -w ... :_:- :.- �. : . �.::.-.*.; . :r... ,
.
w . . a pr . .
. . �::
, � � ::: W., .: , .-': '. , . _ w . � . . - . .. - ; .: - . - . .. W' . .: , '. -:. .., '. ; - -'.... ..: ..., � � : : ..w , :, � .
.,-,:w�;,.:-'.-..* W. --.-:w..*- .. '. -w - .. - , w . . . .. . ::, . . . �ar . .
. - ::w ::.:
. w .. - .:
� �* .: . t : � ., : : � -
b � : :-,--w--:: -�� ,-`w* :: . .!.
- - - - w .:. W: , , �.� . .
: : '.' . .�.P.'� _-)l 8 - .w* :� I E N D .". �: ':: -'-."� � '. �: .-.
w .. . : :..wl: '.%: . . -
,r �� : -::.,.:*:-:w:. ; . . . . . . .1.
' - : , . . . � . .
- ;
'.,-.."..'----.w-� .4 .5 t� '.. B [ N Dw-`�:'. -'-.-:' ,.,. : . .. ... ... ..� . . . -�-: :-w '. : '. .. . � . : - : - .*. :. . . . . : - . - : . : ,:..: :.".. � w :.. � �
. . : :* - * , :'. - W, - - 1 : ": ", -, - w. .., ,
� .� - : -, - : .. - .... : ,:.; :.� . , :.�.:.w .w - :'.�. `::.�:.. : , .: . � .. - - . '.� : :, � *. ,, , : :
.. � �,� ; .
'.'.% * , . . . . : . w � �. W, *:� :. W%l . �..
w . .. W. , * .. .. : . - :�. : � ..� .. : .. : w w . .. . , -
i� � * ..'
W.:�:::- :�'w � : �� �.
, . . . .:w'
. . . . . .
w . . .. . . . . . -'�-- .
. -:w .�.:. :. . - - - �.�.� - :.. . .'. .'. . W::. W.. _,.�' I I , I I %, , :w , -
. . . I : �w . ... w : : - .;:, : �: , , * .
. : - : .- ... w W.. .. ..... . �: :* .,.: '. ,... :-:w . i�: -*. - : . - . . . . :: ...
, - w . . . .
- . .
:.-.�.-j - . . .. . . . .. . . . .. . % . *w, , .., . . . , . : . , : I .:. �
.
� � : -. ..w : :' . . - .::,W., : , � � ��i:; � :�--::�.:: :::::; - � ::;�W:: : : , : i� �� : : :W*.:'. . . . . . - -, � . . . . .
. ..'.. - ............ �.-- W... . : ...: .. . .�� . .: �. . -
� .. ,:.---.--- ... � , r :�: . . . . .��. � '. : .
� * , -.- -w .. , , � � '. - . . - - �w w
, , 1 ,
. w w w . I w . . 1 :
. . , , . .. . . � :.. . . . , -
. w . . . w .
,: : : :: : '. .. . *. .. - . .:. : � - w . .. . . . . w . .: � : - *. . - I . . . * : - *.-�- '. .. - . � - . . - ... . - - w - . 1.*. -, w -.'
. :. .... : : . - .- . ... -�i-. .; i : - ..'w ..'...'.
. - . w . . . - - - - .
a - - , '. : :� : 1 . 1 : . . �. . . , - :. W.. - . - ' *� .: . ,
, I . * -:. , . . . .: AL; - . :� � ::w .
..� ..*. . ; : W: : , .
: . . �. . . _. .:- : . w . ..: . . . . . . W. : . . . . ! . - . :.., .'. : ...: :
;."-: ' -` : � - - � -w - , ' -`BEN D �' " �: .
- : - - , ,
- ... . - .. . ..! : : . , .:: �.: . W. . . '�:� � ... t q . . w . - .?:
. . . . . . . 1.1 . I/ 4 - : - : � w .
. � - � : . : - : , -. �: . . �.. . : , .:t, --'..:.. :, W:�- : , ; . - * . �. .:...
. :.. �� - . . ,
:.�': -'-.. :-�-,.:- :!; .w w'-w., : W. : -'.: .'-�-' : :.`�:-..�: . : .. - , - - - - _. w . - , w m.w. � , : : : � �.. . - .
. . : :. .. :...�: :::. :w.::..,: , ... *. ....'.�.*. :�-.':�.' . '.-.-�� -::. .. .*:.. .:.� .w. .. .:. W* : : .w..W1. � , w � . . - .4.�
- - . . :. . . . .: . . . ; . I . w . I :�
�� *:� � � i .w --� ..: � . . w : :�� : W* : . .�: . . _. - * . 1 . - . . - . : . . . ,
� .. d : I I . . � ,
, . -
� : : � :-,� . w
, - -':�-w .. .. ... : : : . .: .. *. -w : - : '. � '.. . . -� . : -. � *. : � : :
�,w - - ` � * : - � : '.' � - * - :
,
: w � . .". � :. . � :,.
�'
. : - : - .. .. � : : .
. * " .,.:: .
, , .
..
: ,� - . * - �:.:. . :�.
. .
. ,
, -�� � .
.-� . : .::-..�:.: .
1 , : : -
: :-�-' � j. W:
.
. �'.. . . . -:�. .:%.- '.. : ..
.
. w - - .
.: � : '. :�:' . :�.. .
. . .
. . -
: .,.::: ': - : - . .. - .. ,:. - .:
: - :
. -, - . � . .- . : , . .: , ., . ., .* w � : .w
. � ., . . . w .
. .:�
7. % %:,� '. :.,� :. w . .w , . ..� ,:w : : w'.
:*..,.:.. -.�.'�
. . : - : - . � w :-.� : j � .� . w .. . .
. : w .w. - . w - � � � . .w . . . . . - - � .
. �:�:
. ..w : . . , , w ` . . .. . .. , w . .. . . , . .; .: . : .. W. : , .
. . . . . ..
: - . I : -�
. � -W ..., : .. ; - - . ;.� ..*.. . � . � : . w - : :. -,. � ::. ..*w . :w. I m : . W -'. r � " - a - .w. . - W.
, .ww . " � � � ::.
. �.- �.� ::. :w
w . .. . :- .% � . .
: : - :.. �� : ww :".. � .. � � � : :
. . . . . . w . . . . . . . . : .
w : . . w . - w :w : .:. .: . . . ': w � w . . . . I , , . ; . ; .: , , ::..:
. . . � . , ., . . .�. - : . W. : ::: ..�:.. . : . . w �. W..w w . : .... . . W .. .. � ... .:.. . ...-. .. .,
1 !...... .
. - - . �.d .w. ::.: :.-*. ,:�.� .
, . .W... . .:. . . �w � :. :... �' , '. . : :
:.�:w - *-I.-.:. ,..:. . . - :.
. . w _- .-.
w . . w . . w . . . .'.
.w ... - . " .
:.. .'� - - .., .. � : 'w - - :. � . .. �� .
. .
: : , . � � � . w . � �: :
w . � :�.. . � . ... :.. , . ...� . . . .
` � .:.,: ::.. �.��.�- .*.. -w ...
.. .* . .'.. . . . . ., : , . . ; . ... . .. - - . : � � �
. , - w . . . . w , , ,::: . . , f . . , :.:
w , - - ... . - ': a W W. - . - - ,..: .. , . -w .*.' , , - - , � :. . . :' - w w : - - .� .. � -
�-:::-%,..�W. .. .. ..* .: :: : - 1 .* -.. � -:.::%,:-.. �.-_-.� � . .. . ..'. ,; : , * .w. .
. � � �,�. . . . : .
- , .. � '. - :. - . .
. . .. .
- . : �.: .. � :,�:.w'..".. .: :. � �.:.,- : :'I;.. ..". *� .*-�-: . - , , : . :w : : - :`� , w . '. .; ... m :: ,: W
,. . . . . . . . � , , , - . : . :
w -, . . . . - . .ww - .,. : . . .- :. . �'. , .: .. . v: :w :. - : : :. w ,�4 ..� � _. . .. : * � :: : : . . . . . . - '..
- - : .:. � : w . . ..
-, , -. .. w . . . . . - ,, ,:.*
:�- � : � , : W:: : � * �: � W: . . W:; � . . w ...'. - . w
� !-�t� � ..., -w ..'.. : - -'. , .
:.: - t: � ..'.' �.-'.- . -'. -, � �% -.� .�� �-'.- :% -
'-.
: .: .. : ...' . ..� :
-
� - ; - ; : , '��, 1 - : :
-
�*: ,:. : : - . .: . .. A
.
�-: �.:: �--.�. :. �
. .�:: . -I
. - : ...
: . %I-.*-. � - .
. w
.. :��::�:::����-..�.,...'.*.�:�:�-::W:�:�':�-*.�:�:��:�.:��..::��.:.:�w.*�.:
: - ;:
. w . ... . .: . .:.. � :.. .
�;.*- . . . , w . . . . . . � w � - -
'... 1 '. . : � - :.. : :. : .... : .. . : ..... .. :.:.: :W..:: � :�- : � .. . .. :�.. .. :�w , , , w . '. - . . - - - . - , . .
. : w w . . . . - ., . � , .:
. . . - . . � - ! W. , �. - - . . . � : .
. w : . .:.� . .:.; . :
�:�-.-�-�.� � � ::� : . � : , :� . w�.:::�-:,%,"'.:�-
.. - - . . ., - -.* -! -::::`. :
.- . .
�*.-` �:;,. .,W:.. : �
. . . ..., - � - -
.w '. . . * - - - ww - w -
. . . � w '
:,..:...-,.�"::i::":.-'*NOTE�Si:w
:w,. ,,, '"'. " - .
... .. .�.;� .. . . . .. . � ... . . .j*:
..-'. ..... � . �:.�: ... :,.. :: .-*
. . ::.'. - : -,
. -
- - . . - ww" : .'- :_ � : .* -...w :.:�� .. .. . � : : . ,w - : - .. - . w - . . . w � . . . . .:: � * . -, -:-� w . - .. : � � W-.* ..... . , . : .- - , . � . . . . . . I
w - - :�
.� . . � . . .
. . � . ... : . � - - - - w
` :"w'-':,�*:.'-.:��::����:*,-'.:.*:��,.*;�...���.."...::W.,.:.:..:W,:::��,.,:�,i:*::w
. ' " . . . . � * - -:-. * .. , '.
, . .:.:w w ,.,: � ':
.. ..: �. , . . ...,:;... W. :,,.-;,�; !:..- .... ... - w w - ... .�---.;-:�.
w � ..'.
��" `.- ",
- . . ::.,
w . ...W;: 1�:;.'-�*
, ,
-
.: - - .::.
. : ,:.-.w.:.. :`.. .. . ..:
.'� .W,
- - .;.:*,:.:*�:.%�
.. ...,..��.W..
.. �.-,-,%��::-��:.. . : ..
. ;, % � : : -
.:W�:.,.w.*.:W��:..�,.�;�t* m. .�_.:..... ..w
. - �-. .:�:W.--.* :�.. . _:. .::'-*-
. . . 'W'. . ;�.<:: ,..':' . W.-:.'
-:�:-*:-., . . 'H � u ST.: 9A. - . �:
,��,�w * :� �-: K-�-`;TA-kwt W.. . . ,
� . . .. . . - .:::
. . ..�.
, - . - . '. . � ,.: . . . . T . . -*.� -�W' .'.':'.: a .
-W -
�'.:W;:�.:::::-.-�.,.�:,.::�.,..:::,:�*..'-,-*.�1W.�.I.:
w .W. W'..%' .:.,: : * i..:�:..,..,.,.,.,::::;.,:..-,tw�:.............�.�:�'...
' ' ' ' " ' t '
- .. .. ,.. ... . ...
. w . .
: ,
.. .. " . ..; .
..`-�--.'� -, � , :
. . . - .. .. � �W-.*.
- . , .�� . ,:�:
-.��:?�:� ,:_ .�:...-��-:!W.-%.*-jw_ . .....�-*. -,-:,::....;.t :� : �'-.. :W.:.:.
- w:-:. - . - ..
- - -...'.�". .-.- -:--.,-.w..-.--:�::---:�. w *'-:*.�:*�:.-��'...'.,:,.,..�:;:,..���,:.,:,W...::.', _:..�:.,.
ww . . W.
'-;.�%
W.-W"�-,,:.-*.W.,..*...,..*..��.�
:'..�.��::#,' *,-�
.
. .. �.... . -
�.., -'w'.'-,��:.W-,..,...�w..,Wl:,:.:�::,..,..�:�.w..-....,..,.:::.:�..-.'��'��:..w.'..�.:.:��..'-.�.....
,w .. . : .:
. . .
-w'. . - ...�.�::!.�-....:w..;:.:..:;�:.:��.-.�. :.-*.:.�:-,.�...*-w.:��...::�..:..��'-w�.*.- :..
.. ,
..
w -
- - -,.,--'. ,_`:,.�::W..�..
' r W. ... ':j"
�. . NG�*0`0--'l --�AO:.,�.. .
I . . I . R�. . �.�:_
. ARI �6*�:k,�,i�..*...�-IT�ibii-"W:-'-.�A:iii':.-Dm ..Pon... psvp Es0t . .�
- .'
. ,
.. -.-.*..- --�':--'
:... ... �.
....:.....W....
.. :1
. :. `:w:.w.. . .,.-.:,.w..:.,w�:
I
. . I . :,:.:
I. , " *'
I. m w
. ; .
� " : -:--,w.�w,.--w-w.w--.�.
. , . . " �: ' , 1:-._:-�::_�.-..
..::-.-.:,-�:.-, ...w .�. - ..... -.::,--::,:w'w:.
W. . ....... .. .. .;::��:...::-".,�...W,:.��.,.,.."..*..,�:w�.*.-.�,.":W.*:.W,-�. .�. .
, W, " .-': QNb1.9t6k* .". . * `*:�, - .
-��.7.�:mjw,!:P�hp NG�*MCkAAMT. D --.-.��'.--.*,�,.�:��..'*...:..::.-.,...,.-,W:.,.�i:
.., M11
. I - . . . . ..
.w.. -.:. ,
W.-W......:
�.-..-.::-.,.:.'- -
*
.... "
. :.-�-..i::W.�'
- - . .. - -
_�.
.. . . . , -
. w ...
- .: � ;::-W� :., % w w � � . : . ::::,
- , �*.'..*,...���r.t..'..*S,gi4�::�:.'.-:t�-6�IN6�%�bAD'.-.'or'..'-.��wO.-*:'PO�h*Dg�O�P:.S-�UA�t�FMT*:-':' ' "' w: "
-.- . . . , w , , ,
.
. .. ..... ... _ �.%,-.:�:--.-*�'-::�.' .... :�:.�:-..*i-w::�..,.W..:.�..::....:...:...,.:. .. . .. . - , w_-:w:-
, �_ -�': .%,; - , .,
:..:... . . . . . . .
-: ... . �. ..,
W.- - - -,::. --.'�'. *. -*w w.- �`:�. .-.-,, - w --.
-"ww. .. .. �.'--. ---.w:.-.....-
.:..�
.: . '. .
� .:: . .
'� -'�,::_:W.
. . . .
....*.w ,-.,--,--..--.,-. -,...,---�
.1 �. %.*,: .. � .. .
..
. .`��. : .: ..:: . :
1. . I .. .
, . .% :�-.�
. .�:..:_ .
- .*-'-�--�W.�:...::�-. � �::. -:' .:.*.-:
-..:.* -*::,�:.`.�:::,-.��-:.-*:;�: .�::�::..::.'.:. . ... `w:: �
... : . �
w " ,. ; ... ..... W..:. .�:-,:.�--�:�-. �. �
ww.� , W::..' -.w%*.w . : *wl ..
�: W�w�.�.�:.-::.� W:�:-�:��:-�'-.� ::!:��...�-:�:�-�.,..,.-. _:..,...: -.*.,: :. ... . w
...
. . ..�:..�:.:,.�:::-...,:..:,�:..'.:.'w.,
:: : �. . ..
: .. .:.
, � W:::.-.*., W.
,.. .... . . , :. .::.
w ". - ...�
:, ...:., . '.
, .:*.�:...:..::,Ww..,-".�:*.;:....,:..::,.:-.'-�.-', , .,-::.,:`.�.*�W,
......i.
* - .. - Or -,': , �
�2'�::.,A�rhg:wk.r..,.,i�.�,.'.�6Aik��::'�.,6k,.;dtNE'9."-P -,w:SJZE9-;�-P9Ea.URE% MQ:- ..:..:,:
. .... � ... .
. .. -
.. . . ..
...��. ..�_�.
I .-. . . w .
. �
.. - w
-
. a : - -, �: W. . .. 1
.. � �-.�
. . .. W. :..,. .. %!w. : .. .r: �.. . '
. . .. - W.... a I ,:*: , :: . ....: �:.:.....:... ...
.;.. ... ETUT" - " ' - ` . :. ... �
. I ..;. � � wwww'w...'. . i ..:..'..� .. ��: . i .. :- -'.-,.-�.-,--'-..S
. '� , , , .
. : � � : ::.,. . . -a: ,*
�:- 1., w , " . * : .:
�:��ym - �. W
...... - -�
"' '' - ;, - -
`
. . . .. T I I �.- .. . _.. .... . ... ..... :..%�'..:,:�... . w . . . .
. . .. .:. . ..
- * * ' "' * ' ... , .w.. . ..... . _... .. . .1.11, .. ..
- _ - .. . - 4:.:�.,:. .... � �., .
-'-.CR4p1.-J0N 11:'.., .�.*.;.�w��w:::���:..�...,W::,.:..,;:,.�:::,-.:.�:�:..�...,..�'.'.'.�......'��. . . :d.
' - - ..... W., W.- - - :,. ..w
,
. - - ..�.-..:- .:
. . PIL. - .. - . ,
.A��.. -��:,.
- - -
"
: -.,:�: ... .1. :.,
�. .. W'. � � , :.,�
, * ,
*w ,;-..,
�:.-.,
. : �.
. I
. . � .�
;
. �:
,..: ..� .
.. .
..: :::
. ..,:.
- - - -
..'.. *p1pE.w.sjzc.-w.,ww'.
- .. ...... -
:mi. -.�. . �.:
: ww. .W.:� .::::
o � �::.:W: - �- : ::��t:..:.�: :� .;., :, w ": . . :�
:�� - -
, . - Z.
:.- . .. . .: : .... .-.,--,_."-*-....'---'-*� ,
- �-
I , ti , �f-�owftt
:,:.,.w 01,
- - .1)
11 ,
.... - - _"
. - � �... �'� � � �-*._.' .1
- .
. . - ��:.:-.-.��%:�:;-
- w
- ,�--. � W::�
. .'.
., . �:.,�:,...,.i...".�::.,:..:::,� 1. . . ..
W.. w w
- , .;:�w:,--:.. -., ,��--'.*:W.,!,...,:,.,��:�.!:-.,Wl.wiw.:, w�:..,`:*.-::-I� . . :....� .
. . .
. W...
.: i:. .�, �- 1*-:�: ._-'.'::'.-.....
..
. . -wM1NIMUm-,-.: ., - -
W., :��-..-.--'-..*-w,t db �t` %, ,,, k , , ", ** w "....IE��%.CAST.;'-10w.'�L-'6t�w-�AND - ". "' '.
- -'sHaL . ��HAV�--. �A. 1. �
. . .... .. wkup.44: . .: . . --%�:- - i -�-: �::`.�,
:., ' .
- - - -
...'..w... -- -ww-.-w:.*-..
.. . .
*,W, , , . ..-.
. - -, :, W,�
- - w .
.. ..
� -..'. �A'..w....* �:,
L2LL
*� - .. ... C:.. -
W: - :::; W:
,..
.� . �. �.
:: W... . . �
�::,.;
. :. . . ,�: ,:
-W *� : .;:
`W�E::!:-.�-
; -
*.,W. ...!.-
. ��. . .w..
:. .
, . �
, : � :1
: '.....w. m .:: .... �.
:. .� .
, .:. .:.! :.:.: *
.
:.. � � .4�.. '. *W*�::,
:.: :
... mj .... �
�.. ,, . . .
�':.�* . , ,
! - :-�: *.
�_ ..f..:..� I ;
: :w. .. .
� w w
:: �. -'.'- .
....
.: I .
. . .* .
, , ..-�
: wr--- .. :: %; . . .
w"""'i -
� . - .
: ..w . W: : .
... .
.W. w � - .
� - �'.� ..
W.*:. .... .. .
, . : �
. -
. :1:`:�
- . . .
::�.-. . "
. . .
:.! � :
. . , : .
*.. , .,..�:�.:;...
: :
� i ,
: . ,��
. . .)�.:
4. � - �
:1 ` ....
.. ".
:m:*_--...1
-."..I.- . .
* *;:::: ..
� : bs
-. .:...
.w
.w. . -.1.... �
-�:�::-�-"-��:-
' .
. �:.:1.:.'.
..:
�.* '.'-�:i-.,:��,.:.,-
..
. . :, .
m. - . . .
�:�' � kARWXGMI��T, THE � PITTIw", ` .. .. .. ..:..�.:. .
--� DF:: I'/4'-:S9UARE-.'Fbdf I . w
w . . . - , !*..-....-*� ,�.*.�:::,-,- -_-.�'.*_ : .. ::
.,: ,W.* .... . - .. .,: : ..W.:. - -, -, .� :..: . ., .
. , . . . . �
- . , . . . � .
. . .. .. .
.w'. - -:-.--.,-.-,:w,.:-,t,-.%, � .. . . * w ... - �-*.'.' ., .-�- '.. � - w ..1.. .. .
. �:_._w .: .,.."....,::-....".W,..*�.-.*,�::�..-.,.*-..*� , � :.
, - *:;�:�-.'.:�:��:::-.,:-.� t.* :�W:�::,
-:� �. . �.. .. : . .
... .
--.. - . -
w. ., , ��::
. w .. - .�:. -
� . . .
w:. .:.
-.:.: . .W..
.. :
. .w . .
: .�.
I '. �
... .
:; .:: !.W:, .
, . .. . ��:W.,-.-, W,w,--,� -, *-.
�:.: W:� .
,.. . I
.
::: :; :
: ; ::
, �'- � .:
.
: � -, :�. . �:
..
. .W.,: - ..
.:; '. 1.:... . .
: , .
� h.. , , .:.:.W:
: .� .
. w
,
I
. ....
- .%-.:. w m.
. . w . .
a
.:: �w� ..:.:::.:.:
.
� W,
. ..,
w . q . .
'�:4::
I '..
- W. * ..,
:.:
. ..:. ::T.,w�.
. . i I
i , .:"..,.
:*.' 'i
. :� .
. , . .. .
� .
. � a " , . -
.
*11 : ..:�.�.:
:lw.,. .: �:
1:�:%
. ...
..
- -;". I. ., .
. ...:
I.- ,..W:::.
:,: : .
. � . .
.: ..: o. ::,
lw.
-
,�'--%-1�1.�-`-'.-�
I .... - .
5 , *
. :.. 0 , ., .
. . . ..: :: �:-,
.'..:.
....
:.,..:., .
. .
::-,.�`J�::�-.-��W"._
.
:��:�,-::.: .'�-:�.�.;� :.:,..:
" .:,:��::j.. .._ I --:�t�
- ... . � 'K::sHk�.-.*.'t�A'�*��A6�i�.t:.- F.rr'T1NG9.'f ONLY. �'AO- 19PAIlL.1b .'CL k.; F'w-:* �'- -: :
k-Ka �:.... ..:...,
.
. . * , ":'
, - - - - s " - - , .. w "I ,,�- - - - � - .:
foi::*: ;.,. - _�- i - ..� .::....
. A Rpmif tom., o,�AR .'.Dl RANT U.NG- A .-J .,. - '.. ... :W:..-�'..�
.
I .: . - .. :
. .::..:
w . .
- " . .
. . ,
w.:;:-_::%*.: .
..
I ,:,..:,.* *.
.. t
.
.w ::
��.*W,.*..Ww.:b�.ww.....W...�'*-:�.,W-
. -
:.w % .. �� .. % :
.�w � "
. : ,. ..
,:.�' � - . . �
� :� �7...� ..
w ,
- �-,W,w., ... W.
.... .. ��-"....-. -,
.
W.. . �:- �
... �.
': . - W�
.� - ... . �::
. .:.,.. ��` �
. a . � �.-:..
!.-
.:.. - ,
w � �
: I : ..
. w
�; %: .: �:. - ,. ,
.� w .:
. I . I . i: �
: ..
, I .:- � . ..
::--.� V �`-*..'.. .
. � ...... %. � .. ...
�-:- ::?.
:..:.: �.. j�,:,:'.
. - ..
�:-'-.'-�:*%% ::�-.`�::.;.w'.'�: -:.-.. `*.:.�,-, - .: %. -..-,*.'. * ... ... w .
. . -w .'.. � . .. -� . : �- .'.I ,:�':.:.'. ...,_:.:1. , .. .
:: ,::., ., �
I .
- . . ...
'. - .�-�,:., ,...*..
* - - - . . -, �% .: 1. ,...: -. _:w .i.::. ...
�:�..-:-�.:,:.---::"W,-.� �w*.---.-':'. � � - .: -_:� ..: *..`�: m, .:�-.`_:�':::-::`.:,.::
W: � .* . :-�
....
- -..- *.:. "
�:
.�
.: I
� .,.
:� m. -1i ..'.�:::.
4z;:..: *.. :.�_.
m::�. ::..w
: ;.
.::. , - .!
.; .': �. :t:::.
:., : - . . ...
.....
m.: W% ':..:
. .: .::
:,. w, ; �: W.:
...... -
... �
* �
.. ":: . .:.::
: ,
:W.:. � I
- :.:,.*
.: .. . ..
- - . .
. w ,�
*.
--.,-,.-::;.w� . w
�,:-.-:�.:. �*�'. .*:: �:��-
- . .. .. .. . �, � _'
. L.
..:' -
. �
��
.�. :
�
!,. : .
�. . ,
� .t:: I :...:, `
�
... . .
.:. `
6 :w
. I I .
,..:�:�ww.p�.
. �'. ..�:..:::
." ... . : ..
. .:..:.:: �
.W...*.: : : - -
w . . w .. w..m.
- -4 ��:,.
. . . � ' ..
. W .- .
:
: ..
: � W::.
:�� ',
. . , w .
. . § 4 :.:.:w.;.,
... . ... ... . �� . . . ...:_w. ... . .
:. �:.:: .,* .., �
I
W.
. W�!_-.-,
. ..;
... .:..
.. W.
:
�:� -:�
... . ;
.w...w .-�--
... .
.:. . - .. . ...,;� . , -
... . w '-� - .: *: -::. .., ol
*.
�.,_�:.*::w.--,w.--.`::]:�,. . , , .:
. .
: W-:.-,--.`-�:�.�.W:"
. ..
. .. :
.. .
. : .
.
:w ::..wo.w
-
: . ... :.".
I .-
"..A6. ,..w
. : . :w
:: w : I . .
.:W.:.: :. W
i . :..��.; .
- .. , .
:..
. -�w . .�:-.
.
.!:::! w :.%:.:.
" �: . .
, .
.::
� n .:�
.:.;i , :-
-::. � . .
. I - . ...:.
. . . . I
- ,:.�
.t�. .-W,. :�::
%:..�:
. ,::..
. .. ,.
. . .
,
.m. W, ,
w
� . ::: :.;
�� W:.,. :, ::
I :.
. , - .:
. w
- - .w.. . . .
* , , , ,
` `
�,-. � .:. .;
:. :::
- W. W. �
.'.. - �
- r
.
-, .
.;..: - . ....
. :. ... .
...
: w
� .
�-.,:-.�:
:.�;.:
.:.�:.: '�.'
: .. .:::..�.�..: .
w . . -*-:;...:..��
�.-:�. . - � w .,:", _%,-.:� ���w I �:.::*: - n �:::�:.-�.j�:-� -:.: - .
;:�::' .. ,. .:�... .. w �; ': - ..;. :' ,.. .
- . - .. ! � . _ . ...... ... . . ..' .. . :-q . . ..: w,�..'.%.; . .
.
�. , W..'. , - . . .. � . . - -:..� ; .... . -�%. . w
.
W.'..'. '** . : .�� m: o . 8 . � .:R I I .w J INTS � M��CENT -'..' � :-.'-�-..'
.
.. .
, , . . . I
- * I. :,. w
''"' * '.-
- W ..-. .. -%' .�:
W W -
W... I, .
.:, �: .
w� ..i :
:.. . . , ,
.. :. .: :. : .. ... ......w. ..... .. .. - - .. - .. - ;�- :.- w '..:
.. .: :::: . - ... - - :.:
% .. W_--*-W,:-.�� www'-.--.,--w,---* .-w--*-,ww
.. .. - ... W. - , W. -
.:-�.* �. : .
: , ��
. .1.
.1 . . w ,::.. w , . � .
.. , , : I . ..� �' ..
I
. .% .. .,. .
w w �. I..
, ...� I .
:-:.�. . - .
... w _wa:
I
�
! � �
. :..
. q .
m. -
% .:.�� �� ..:: :'.W�:�
�� 1. 1. : W:�::;
� .
m .: . .. . - . .:
�;. ".,: -
. : � .
� � .:: � I .., . . .
* ,
; ::: ., :� !�
. 06: .. , W: . .
1. .. . . ,
I . .. . : wy: �::
- .Y.,.:,�t% ww. . : :
: ,:w'w w . � . �; wm._,.�� . : .:.w�
. . , : ... mml.w. �. .
. .:..,. .w w ;.. ::
, . - ...;...: * . �,:.
� - ,:. -.'� '. - - .:. -- - :;. .: , .:. : . . . . w
. I '*
: % . ,:;.
� � :.. w ..'::_W,�: ,w
. . ..:W...
.. .: . .
;, ., . � . .: . -'W-
- w - , , * ,
. .W * w.. * p
, ::.�:::. .*� . ,
. .. - .. ... .: -
��
. ... :-. .......... W,..W. � � .., ..*. � w - W.,
- .. . i . .:' j.w
w . , . . . . .
. ,:. ..w w
. . . � W� .. .. .:
. . .
W. . . .
. .
W. . -
w - .
,:..: ". � ..
I- . .. � - �: �� .*.:. : �-:: :�� -.w : .. . . ....
� �, .1 : , - .. ` * ..:.,. . . - - 1.
� , *..'.. I . . .. : - : .. .. .; : -1 - I , w * , W.. . -,� ::;.,:-.* Is - �'-::.::
.1 ... : m W�: -:: ".", .... : . � W.. :. - - .1 _� .� . . ;.- .:. .;�.. - ..W. ,.-,� : -*-,�- -.* � - �`:� W*w:
.: . - - .- - I �:., - ww .. . .
: . : . .. .- ......w.w. .. - - .. , . ...-... W. -
: . �... , . � ... - . . . � . ... . -
. . . . . . . -
- .... �*..! -:. .: . . ... . `w � I J.
_ . . . : .% `*::�' '�.. w m. w � . . . �:�.-.:.: ::..:: ;,�'
. . , , , %, *-�.-*-� .. . ".
. ..::.-: : ...* :� �..
.. . _-.-.:'.*' .. .: :-:.:, '. ..w., ,::".--*.-
. . . : . - . .
. .... . . . .. - . . I ..:�
"' . .. , . .. .w - ..
.. .:::
*.' .: .w : : :,..** , , -
;. ':, :: .:.'..,..!� . 1. .... ,� . . .
...w :.w
,
..: -.1 :w. �' *.,..: I
;':�-:7.,-*...w.*:�.".,�
.
'. w .* ...
- - W� � W ::.., ',
,
, . - ..
, , " ",
- * *1 - .: �
-
- -w - -
* "'
� . ! - - - .. . .
: . :r. ,. w
. . . ...�..
. . .... . . ,.w ..: I . . . ., .
:
� :�i::::�:.,�-._*;:�-,�
. . W. .
. I . � i . : . :..., . .. , � . . : � . : W� . .
:,.�
. . .. I . _:.
. . .
. � . .
- . . ,.:.: - � % :: ;:. - ',
- w .::::
W:�...;i:�..�:.W_
.*. .. ... I
W . .. W; % .: -�:.
..::,�,:w'.. W_ ..., -
I
. . . � .
� . . . ..
� :
:,... .,--.:. .. .� ... .�. q ....m.. : .. :
. . ..
. . . . ... :: ..'.".: - -, ; .*. :::: �-:
- " .
,--,--�;:--,w,-:,-..� �-!7'.,`,'�..
.. . � -7 , '..
I -.�*11' :
w - -, w I Lmomm����
. W; - w , : k � .: .*, .,.,.:: .1;
. � ..::;
. ... . . .. . ..... :.. . w ... . .� ! . w ,.�. . I
. . � ... . - . . . .. w . .
_____ - __ -
. . . ... _
-.!:. , - W�:�': : , -.:,. : . � , - :.:.,: .:.. : - -.'..: w � .; . b. , �� .. w..... .
- - , , : .., w i... -:-�- . . . . . ,:.! �-:,. . . ...!: .. .. ..: . ..... .., .... .W.. ..; .
, ,
, - . " " . . , , - w ,
?" , . . : .
. w . . , � W. ... �. W W_ *1
- - -: .,.- . . .
,�:-.-,!;., . .. ., , .W�:
. �:i : '.. .,.,� :..w - , , ., . ;
- ...-..-.
... ....- - ..
** - * , "'
EQNaR D b - 1-1: - -
...... - : .
- - - ,
- - W - .:.!.
W - -
... ... .. ..
w - - - -
. � . :i:
, , * :
. . , : . . .: :
- -
�.-*. , - %-.* � *-.; w .,
� -':.,.,.,- -,� - � -':'w*.:, - :.
� .
� ., .. W. ..
-;--;.�
... :::.'.: w ::..,
I .�:; .. -
- m_::w �.:
:
..
� �--.,,.
..- ..
��':�
.-�,c-!:.%, .
1.;�W .... ......- ..
* - - - .. .....
..- W. - w w'...w. ..-W'. --:1. w
w ...... ;: j . ..
- - .--� .. ...
.� :��-*W.
W�--`.%� . .,: �.
:�W:-::-:� .
: .:.::.1.:..,.,
:. ..... ��:.
'. '.*
. - , -
- . .:
, . -
- .* ... ..
. . ... . ..
.
.�� ..
. .
I
..... . . .
. . � . .. .
. ,
... 11
, .�-:,.
� .
..;:.:. - ,�
:
. . : . : . : - W., :
;o��. .-`W�:. :. :%.�: W..
' :::-;�*: REV.� ISIONS - _
. . �... .: .. .... w ,
. w ..: * ,
, , - � ,
!�. .
.. ........
. . .
..,:. - - -
.. . . :
;.* . .. . .
. . . .... . -
. . . .
" w * , . . ...
I.. : " -q::�._,.,. �. � :. ... .,::;:- W.,.. ..1'j!Tw_' - . .
. .. - w - � � -::� *
- : - ... w * . I . I
, w N� : - : � ... . ::- � -%. : - .: I... �.:
- - - . ....
.s..
... :- � : . w :%.:.
:�::`_::.
- : W�::
'�- .:
.�:: - .: ..., ,
�.
z .
. �.-'.1�: � .'..*.-
. . , .
: % . .. - .
.
,::��:.�
�:::�* .*. �!-'.:`: . .
.. : ...
. . ....% .
. . . : : - -�-.
::.. .
�::.-,.
... % �Aii
..%.. PRbVm--bY.r---.�:
I . .
- -w�.� I �
z�� * - PA . E. �.' -. *:.
. .
*
....w...
� s, .
.
. . .
. . . ... .
. . . _w ..
. -
.. ... : . :.:. . I
. .-� .. ..�,.-:%%-.*d.,.:.-: ...
a . .�: a - . : . - ww .
- - . 1 � . ...:_ : .. �: .. : , :j
..... ... �- - :; . . .; .... . ...... .... :w . .
W. .. -'. ... w . . .:. .. W_ . � . I:: �
, - . ... . - - , " : . .. I . ... - .
.
. .
: :.� w . � . .
. . . .
......
w .. ,
. � .
, , * , , ,
: w W... w �::-*-
� .. .. . .. , w . * .,.
.. ... . . . . . ... .
. � :
. . , , 1. , . . .
W:... � �.�: ,
I.. .:
.
- fl.
.1 . .. .w.. .
. w .
. ww . . . . . .. . .- � :
. . :: W. :
I . ww : .:
. . - . � -
- * , .
. .
. � � . :
-��:::.�� - :.. -.:::.-.�
: -� - . � . :
: : � . '. '. : .. � ; ; , : � - : - .. - - * :% . .
- . � - . :;: :::'.
� ! . .: 1:.w . . .. . .,: . . . .W.. : : �: .. . : �.
;�- ... - -.-: ; : . ":.. .. .., - .
. , I .
, : - : : %, : ;. .. w � - . �.: : I �
:. .
. . *::% . .� .:: : w
. , :�:
. : - - : :: w .
: . . .
I . ., :w
. . . . ::
.. . - . I . . , . . .. . �
I . . . : i �;.,
W, � ;. : : ,. . ! � '* . m :
,
. w
. , .
. . . � �
:: .-�
_ ..., ... :� t:;.;:,
.. . . . . . W . �
....... .....
- - : w: -
, .. ,
.. . . 1:. .. .
: : ; . .. . : : : - : .. � - - : : . m.
- : - - � ... . ..
,
. o� .. :, . .. .w
* :: � ., . : I., I � � !w:,. :. .
, , N - , , , , � �
. q . : . : . : . . : : . .. . ... I i ,.. . .. �... , -
: : ; : . � m . : : : ...: �: � . . - i _. . . . . .. � - , � � . . . . � . � : * -
. .. .
- . . .. I
:. : .
: ��.. W.% ::.. �: ��` .1 , �.4:.
. �
. I
. � I ../' 9
.::::*. .: I � ,.. � 8:
:: . . � w
..�:�� I..
-
� . . .:� ...
�wt": .:1: �:,�
. .. .1 . .q
: 1. ':
,. w , -
:, -
. . - � %W..,. -..��:�*..:��,�:,.�.......,.,.,...I�.��.w�'...,.-.,.�'���-�:.�.
-
. . . . . : .,.. .i .. : : ww
I � :, . . .
: : - * . w 'w w:. .. : - : . � w . � . . ;. - :* ... :
. :: . !. , .. � : - _ � . : . * � - . : . . . , : . :.. :
. : . . . . . . . � � ., :� . . . , - - :.*.'
. . I . % .
. I . . W.. I W.: I.... . . I.....
,:... . . . . . :..��:��::�-.:��--�:�-�� :-:�:�-:��'..:�� ,; ,
. w .:7:...'... - - .�:
.. -
::: , ::... : � ..:.::.
:: , ,% ;
. . :. . �:. �:% ... ww..: w
. :..%, ...r: 1 .1w:
. *.. . .
I . .
... .
.�: :::--*..%'... . ..
- , - - , ... ., . ,. ..
.,
I : - .. .;;..:. . -
. .!:����:.�:��,...*..,:,:.-.�..�.'�.:..*-W..�.%:-.,W:....,..!:�...,.::�...w....:��..�.�.�.*.-..*.,-
. .. . .. _::�,
. .... . .: ..:-.a , w . . . . , � . � : . . . .
w . i . . . '. 1. . . - . .. .
� .,. *. � : . . , .!. *. . . . � : :. . . . - - � : . - . : w . . : � . : .
. . . :
... . . - - . - , . . - . . - .. - .. . , . . : � � ., . : �,
L� bAtt-�-�::..W.-. - ..W.�.�.,.:...��'l�.,..::.,�...'W.�;*:.� SOAL�t'*`w.f'�* :-�'..." - : 1.
. - " ' I .
� .. .. ....... ::� :: -,-.-.,:.-. . ? ;,."* . . . .. . . ::�.:: I'� ......
, ...... .
- . - :W:.::� . .... w , .. . . . :: ..�:. .. �... . .
'�:: . : . . . . .� . . .
, ,
W.: w . ... - ". . � . I ; :..*: . , ::% : ., .: . .:. .
. � .. �w :. �:: . W... � . . � .. .
. : %�: :; . w...... .. -, . � I :.w,... W�.! .,::-*:.! � , .: . ;.�
- :.. .. W"; , , -'. m: ". I . : . W�.� .: .. W*. ..",
.. .... .... : I.: .: .'*. . :.. : , . ..; :
. : . .., � . . :.w ... ..;
. . - .
� w .::.: : ..... . w.. . ... � . . ':.:.....'. .. :, . . .:. W. :,:
� ....'.."'......... ��._'-.� [ . . . .,. . , � v '.. : � . . : . w I ....�
w .
iiiiiiii6iiii14 - 11 .... .. .- ... m , .
�.. ,!. ... - . ... .. .. . . � ,:::.. ...,.:.:
r . . . W. ..
- - .. w - . ..'.. �':' :m � - - ': _ . '�� �:-.. : w
:: :*: :: !:: .... , ":��. .
. , , . , w . . -,.:::'... -. - : *.; ..: , ., ", -
. �'. . � - - , - - - - . . !:..:.! . , "
. ... w, � - w:.. w .. .. - .� , . .� '... -, �'. - . :F: . a 1 �, �: ... : .... .. � � .,.:.. . . ::...��_�. .. . W. W' ..w �
. . � �:: : ��!' . , �. -F.
'. 0 1 1 -
. z %
Ld 0
m
I .
0 .
�4
. �� ILL
. 0
m w
N
� U)
.<
0 4n_
<
.
N 0
Ct� w
z
5
W_
w
I -t rz
� .
4 2/1
m I
Ho. *
s F..
0 Of .
m -LI
0 a.
df�
3: .
Ltj � _,�-.
EL
E-L 0
z �0_
� z
0 �
0 .
11 1h lee-a-ft-le-low
I
"i 111111110
HIM
I I Lft_�'A
11,11 Fqq�_.A
,
I ON W-00d
.
.
.
.
. .
., . .
�
It '.
i . .
.
.
. ..
I
I . :
. .
.
.
i.
. .
. . .
..
.
.
.
,
. ,
I . .
. .
. .
.
.
.
-
Q
0
0
�:2�
�2
!�e 0 m
u "
0 I mu
m = �_
Z .. 6
;� Q wo
0 9
0 z ZI
W < w
x - �:
§V' � �.
0
Iii 6 <
EL
0 P
I
0 uw
a: z
- z
0
- ,
a C3 0
a -
.� w 2� �
'.
0
v � �-c "
*
W m
".4 0 =
. .. :� x �
..
,a.
.. 0
$0,
.. OQ �
10, a: af
ac
10, 0
..
- ?i 0 �
i 0
>- M M
ca 0 UJ
>
[2 w 0
, 9 v
V) in
w tj
0 a: =)
t- *
� D:
I
le . Cli
- t I
02� . \0
�2m 4, w
91 k F-
lo ()
.... I ;�
- r ,,� � :n
� .... ... . -!-�Jkt!-11�11;1
. , , , , t'l �� r, I 0
:�."q--. ..�� '. � ... , ..,
n'It.. - , 0
:.1 : . '. 7_17, . 0
�1. f� -* .-
.�
- ; "'. l ..1. _%, .1. . ;...... ... .1 0
�i
I 1. C-1
- 1---i ---I- cn �:
- N01103NPIOD Aid 11 =)
11 I I .1 K v)
u . l�� :2 z
w
I - ' 0
�z blo
. in L0
(D"Im
(OP __
.... .... ......:.. .. '' .. .. ... ..,..... �
..c -
...1, .. . . ..:-..,.-
.....'. ... -F:.-.. *...E.D.-MOND S '' * �.
, TY . 0'' ..
.. .. .,... . .
REVISIONS I . I I "I . ...... '"11 '11" I Ill =
APPROVED BY DATE STANDARD DETAI L
1). GEBERT - DOUBLE CHECK DETECTOR ASSERBLY (DCDA) PROFILE
(COMMERCIAL MMAFAM
D. GEBERT 10/6/03 � A
D. GEBERT 4/2/07 DATE 7/24/01 1 SCALE NTS I DWO NO. 97.8.1
oLvur\
SECTION
POST INDICATOR VALVE
I ( ) N.T. S.
TWO-WAY FREE STANDING
FIRE DEPARTMENT CONNECTION
18"x18*'x6" CONCRETE
BLOCK
THRUST
BLOCK
-
1_X /4 ,e .5;T0p_g._ 1WLiI2T-
,-z -
.�'co &tjcL.c
/
I 21/2!-RR&4EPARfMT
I Ef eeNNEffM I
- 7 30-36"
CHAIN --;'Uu
,IDENTIFICATION PLATE CAST BRASS W/
1" HIGH LETTERS "AUTO SPRINKLER"
\ r-- . . ; A- GRADE \
' . .�7
t: b, * t'. bl. I --' I I I * ,
. . . * " -
,
. . . . . . . * , .. [
.,q 19 1q. . : 'g. I; I 1=1 I I
. . r
. . . . L; :;:
� '* . - . F11 11 I*
-111 11 .111-11,
- - -ill.
1-111- = -
11 11-
SECTION
FITTING, EPDXY -COATED TIE -ROD
AND CLAMPS WRAPPED IN POLY-
ETHYLENE SHEATH, REGARDLESS
IF PIPE IS PVC OR D.I.
\ PIPE MATERIAL AND FITTINGS
AS PER SPECIFICATIONS
3/4' STRAIGHT BALL DRIP VALVE
NPT-TAPPED INTO INVERT OF PIPE
. FIRE DEPARTMENT
SIAMESE CONNECTION,
( ) N.T.S.
VAULT PER PLAN
DATE:
BY:
MY ENGINEERING DIVISION
.
.
-
hamr-12
a
��
p
-.,,
-,�.
:z
n
��-,
n
0
I=
"41
m
�w_
�W__
Q
E5z:
uj
Q�
=E
m
W
:E
0
:m
C�)
�g
u
u
��
�:
w
Q::
u
u
u_-
to-
R
in
:2-1
ui
w
0
V)
==
V)
c
V)
V)
LIJ
LLI
;;_1
Lij
LAJ
:± -,4- -q-
(=) CD E;
C14
1-1 _C�l lc�
(D n 'D
Z� CD '�
�j � 1�q
CD c:)
-9!7b
cc:
.z
- -
a)
(1)
a !�
c=
;� (14
(1)
0 mmmmmgjl;h
.-
0)
r_
� 10 4
w Z; CIJ
(1)
(r a)
I
U) �t �,
+
(1)
-
=
z _:;t
;�� Ld 2
"
..E � c,i
F C?
Z) � -�r
-
c\j
0 co (0
0
.2
in a
�2 0
- a
fmm%
.-
.0
2
smmIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII
ca
JOB NO.
13055
FIRE WATER
N ^
WARNER NO: 018012
I W
J
J
TRAFFIC CONTROL PLAN
JACOBSEN'S MARINE
SITE ADDRESS:
345 ADMIRAL WAY
EDMONDS, WA 98020
PREPARED FOR PUGET LOGGING AND EXCAVAllNG, LLC
(rA-10) Lahe Closure on Two Lane Road Using Flaggers;
NOTES: LANE CLOSURE ON TWO LANE ROAD USING FLAGGERS,
FROM MUTCD (TA-10)
1. Two flaggers will be used for aftennating one lane traffic on Admiral Way.
2- A minimum of a 10 foot wide lane will be maintained for the traffic lane during
working hour&
3. "NO PARKING" Signs widl be placed along Admiral Way 24 hours prior to
implementing traffic control.
4. Appropriate signage will be used to advise motorists of actual road conditions
during non -working hours, such as MOTORCYCLES USE EXTREME CAUTION,
STEEL SHEET ON'ROADWAY, LOOSE GRAVEL, and/or ABRUPT LANE EDGE.
.401
BUFFER DATA
LONCITUMAL BUFFER SPACE a 0
wwwo in I3&I31-IVI4S
ISO
INS Ifial
UNM tf�t4 W
T%ft
PROTECTME VEICLE NON TVA-NOLL AWAD WrAW
vwca m=iw
rvmki. m, ra vv=
SIMumv
YD1= Ton
1211111,T)CUUMM IEW
Orm'"W
11= Im
11,1111
Ifeeti
4 TAM SRO IMM
WRIM wwo 6,000 Lo.
3o w1i.
SUME 10M
AWAIM11110 1101211 9ftL K
nAT WAtlr-
Do ACCOFMANCIt an
611kWACTUM =011480ADW
IM WL
BOLL AHEAD STOPP11110 MTANM 'SUP4 091 PAY
1V A POTECIN VERCUE IS RMNLOM REGUELESS F
A IMA ItS AVALASLF- IF NO TUA IS LZM7HE FWTECM
WNU SUM RE STR47ECICAUT LOCATEO 411 Tit FIELD TO
SIMA 111' 1 1 AM 0 ROLL AHEAD OWAWM 16 SPEM�M
ram to OWM W FM 480111ONAL WORMATM
'A-
0 e. C3 a 0 0 0
40 0 0 0 0
0
0
W3
WZD- 1-. 2.4" 39r
E U W20"
ROA
kUD lnyw. 04 -n1PE II Of-fagents "Sa"OUT nle 1131% M#.h
< R>
14 ROBS PRIOR TO lift N701C UAFF IC CONTROL.
MOR KOTIFICA710111 or-Jr-fe'll. LAW MMCENOT RIOUlm-
-L/ OWNER/CONT-R,-4-,GTOR IS RESPONSIBLE
N nts in City
V x
r CAv, the—tia-ca
d
I 8r6c6b unth 0401fted project.
FOR EROSION `04,,7,001.
k, � AND DRAINAC-E
Applicant shall repair/replace all damage to
utilities or frontage improvements in City
Oght-of-way per Citty standards that is caused
or occuui during the permitted project.
E
STRLIO-d
an 3mm a x if"" too
Owe-
%/W MFW 1*
Am#-
W t1a Artwim
:JV40 Wit
awn um zw#- W
urben st""s
a 1011 W* Uss IWO- III
ou Sim IN W a Or km ON Moto MM 04MIN "UPULIM I
(to ALt SM406 Mr 00 OR*W to QMmftloft k"~ "IM. 91-V00
W11�1100 WdO.6"w". .
In 1.6-4 t..1— WM tP fit I ONNO &WM418ft-
RESus
APR 0 7 2014
ANG DEPAR-IMENT
B"D'y' or
CIT . EDMONDS
CKX411UIZIUO DEVICE SPACI.110 IFEETI
W"
UPER
TAMUMT
SO/To
40
AD
33145
30
60
25M
20
40 _J
MIMALIM
TAPER LENGTH U IN
FEET
Lane
( Width
reer"
2S
ftsted Sbead tMN
30 35 44 45 So
55 So
65 70
10
1051156129AIM14MJ50
a-1-00
--[—[
I -
-
-7
11
11511651mins
Jos Iwo
16-m-
660
at,
LAW
MAD
>� 481HIE At.
ADMIRALWAY,
y 00 P 111V
PEDESTRIAN bETOUN
(WORKtNG HOURS) GENERAL NOTES
6 N AIKTAIN i NINIM111 191DY*H OF W' FOR PEDESTRIAN PATH-
0. COMIACT AND COORDMATE IMPACTED TRANSIT AGENCIES
APP MICR TID 11APLEMENITING ANif CL=KS.
,APP P ADA PE"STRJAN ACCOMMATIGHS MUSt Of AGORESSED AND
MMSIOEAEO FOR Att. VMK OPEMTIONS. EXISMG ADA
JACILITIES MST W NAINTAIRED.
JACOBSEN'S MARINE
SITE ADDRESS:
345 ADMIRAL WAY
EDMONDS, WA 98020
MePMLI�D FOR PLZ "C-
. I
13
BUFFER DATA
LOWITUM& BUFFER SPACE r. B
RAIM
116o14
w Iminal
3*SJXO14n
lows 11161
Gap"q
MTfCtftV0=VNM1ftL — 0STARX I
TvmL roncin
nw-AL MILCWL Wame
Zratem,
44"t 11"L
mna RWLG= Now
WMTQR
at" 11"
. L"
Mevy
-
4 TAM AXAV 74"
-
umm wmT BAW Lv&
30 91N.
SE"a "W6
ummu stm= w" K
V&AT =. EX.
III AccopgAva atif
100 14AX.
I MillOACIMM 111COMMMT00,
OLL AW-0 STWOM
NTMM AZWO DRY LAVDAW
40 A MTECTK VDICLE 6 10011NOW REMM135 IF
A TKA 4 AVAtAKL IF 110 TUA 5 ISM TW M I WIVE
VMS SINALL K S1114702CAM LOCATED IN 19 Fln 0 TO
Small wo"Eft AND No BOLL a4m DISTANCE Is spWra.
RUM TO WAM LN FOR &MMNAL W04WXTDN _I
$as spnwa It 9 itself W
6 gowwav"a
Will W
IMW*.
!I
Omer@
som vp"
fowl.
.%Eg
awcommom
4wo &&"
jw�
L"m Arter"we
njt'% UM
L 15w=.
6M Art*rlsft
.4 to =. a" ts
U130 wu
$reefs
i M,
IS UN w tca 1w- 0
sm 61, a a, Kam w alga %Wit 6"affmc son"ISIP.
I, I 1., 2 =I 1: 0. v*' I = "d to m--~# k"ve — #WWI go-w—
III We son6v I" bo;;;:6d 6. - oft arm is fit "w-ft
C14MVELIZING KVICE SPAC1119 (FEET)
$IN
TAPFA
TAW411T
Sam
40
so
W45
30
too
25.131)
20
40
MINIMUM
TAPER LENGTH (L) IN FEET
Lane
01,
fidth
25
Peated Soosd lmpN
30 35 40 45 So
55 60 65 To
to
I Os
I ric
go
20
'm
wo
3SO
-
iris
m
s
al
in
so
as
wo
END ROAD ROAD
v"
WORK
ADMIRALWAY
7m
5
OEM
ROA
cmim W20-1
RO
WORK SHOULDER
AK WWK
V21-5
.cjt40ncj3:j0 48" 3t 48".
S
.LMqk��.#d3CI q)N101ing
LO
.PEDESTRIAN DETOUR
(WORKING HOURS) GENERAL NOTES
END ROAD
K
>
rege. ot, f t 4or JTo,--,h_(a^ m crinc 31qs A.Pmrdl ljd� a i%amfc r('4 Ks �O P Af
ivt:
A
U.*.%, st
APR 0
_�6 Cky of Lyttmymd
Municipal Golf Cnisme
T
E�UILDING DEPAA,,ME ronim,
F EE)WND
Ak CITY 0
r,!Zi:n sl zE
208rh N, !m
Day! In I St
mt w0stem Phis
Y051 Park
onds I lalbor Imn N
$ I fail LOP
'Way $I wv
LdInOMS W000
40, tin, 11191) 1
Edmonds M h
>
LO
'kw
41.
z;_
.20th 51 SNY 22ath Si SW 220% st sw
LI % t;
L %W
99 R(loch ki�,ket
771
St SW 7-7,9w st sh,
t7
Tenrace, cfeek P,7fk -
t
ILL
SIP
C7
Lake BaIrtriget Park
Mad.ona Schwl
7
r lodge Seanle
mf""'
Burlington Coat
C' -d
Volk7s,. a enq%-,"jIt
244' b SI SVV 2AAlb sl sw
iu-
FD Ib k7
C-emetery :5)
11-31yrood
z
Grisin Wristrier, a
�Richmvnd Beach Paik
Ct ay
Map data 02014 Gcogle 2WOft
Trvck fla0e-
I
ow
SIGN SCHEDULE
FOR TRAFFIC CONTROL PLAN
JACOBSEN'S MARINE
1.
ROAD WORK AHEAD .
W20-1
(2 SIGNS)
2.
ONE LANE ROAD AHEAD
W20-4
(2 SIGNS)
3.
FLAGGER
W20-7A
(2 SIGNS)
4.
NO PARKING
R8-3
(3 SIGNS)
S.
SHOULDER CLOSED
W21-5
(I SIGNS)
6.
SIDEWALK CLOSED
R9-9
(2 SIGNS)
7.
MOTORCYCLES /CAUTION
W21-1701
(2 SIGNS)
8. STEEL SHEET ON ROADWAY
9. ABRUPT LANE EDGE
10. LOOSE GRAVEL
11. END ROAD WORK
(2 SIGNS)
1-801 (IFAPPROPRIATE)
-7 (IFAPPROPRIATE)
�0-2A (2 SIGNS)
RESUB
APR 0 7 2014
BU ILD IN GFDEEDPMARo"NTMDESNT
CITY 0