620 GLEN ST.PDFiiiiiiiiiiiiii
11422
620 GLEN ST
PLANNING DATA
:FIDLE
New Commercial I Multi -Family Projects
Name:
K kmm
Site Address'. 620
Date. I Z /(( /0
Plan Check BLD - OC9 E �d
Project Description: L/A
- __ + Cof �0 !9imil
Use(s) Proposed: M
llowed Use- 09 1 NO) I V 11
CUP File Number: —
To Allow What Uses: zi.
Legal Nonconforming Land Use Determination Issued: (YES V. Lk I
Reduced Site Plan Provided.- (�01 NO)
Zoning:
Map Page:
Comp Plan Designation
Corner Lot: (YES
Flag Lot: (YES roo
AOB File Number 07-90
LotArea:
Plans Match ADB Approved: NO)
Shoreline Requi red: (YES I
Critical Areas Determination 9: CtA 7— o o-7 o t 2-ff
El Study Required
F�LWaiver
SEPA Determination:
,4� Exempt '2
El 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 notarized form) -
St eet-
10
Side -
Street.-
Side:
1W
Side:
/0
Rear.
1
Lot CoverageA'1'9�equired: qS_%od yW,,r
Lot CoverageiF*KzProvided: —
2�6 %6
Lot Coverage*Al:� Calculations: 60 q
1"Idwg,He4�4ht
Datum Point: Minum4-01- 6 -f- Rek
Datum Elevation:
Maximum Height: _?6 .,o
Actual Height: 7
Subdivision:
Lot Aggregation Required: A/0
Laqds!�a ng. .
pi
Landscaping Matches ADB Approved:
Landscaping Bid Provided. (& I NO)
Bond Amount (100% Bid):
Plan Review 6y.-A, aypc�l, /// 0
IV
IFUL11-D
0
PLANNING DATA STREET
New Commercial I Multi -Family Projects
Business Name Type/Use Parking Tenan Required
n
Ratio �e �a
_A ea Parking
Total Parkiiig Required. -
Total Parking Provided.-
Nuffi-Famil A 7,
r �irkingAnAlysis.
# Bedrooms per Dwelling Unit
Parking Ratio
# Units
Required
Parking
Studio
1_21D.U_
I Bedroom
1.51D.U.
2 Bedrooms
1-8/D.U.
Z_
3 + Bedrooms
2.01D.U_
rotal Parking Required.-
rotal Parking Provided.-
/Ttl/ rV1 k-- 1,61
—IcaA V&6�0_,e
106-26 ,,g- k e, s -
0 -106- eff q Ff.,
T'
106.oZa,�,
Plan Review By:
#P20
CA File No.
Critical Areas Checklist
Site Information (soils/ topography/ hydrology/vegetation)
1.. Site Address/ Location: 6 Z�, �6 2,/_ '57 t2,C--& r-
2. Property TaxAccount Number: Q 0:3 C1 5- 7, /V "Z- 60 -;7 00.
3. Approximate Site Size (acres or square feet).- 6S-0 0
4. Is this site currently developed?)( yes;— no.
If yes; how is site developed?. b" n�x,
5. Describe the general site topography. Check all that apply.
Flat: less than 5-feet elevationchange over entire site.
Rolling: slopes on site generally less than 15% (a vertical rise of 10-fe' t ov'
e er a horizontal
distance of 66-feet).
Hilly: slopes present on site of more than 15% and less than 30% (a vertical rise of 10-feet
over. a horizontal distance of 33 to 66-feet).
Steep: grades of greater than 30% present on site (a vertical rise of 10-feet over a horizontal
distance of less than 33-feet).
Other (please describe):
6. Site contains areas of year-round standing water: Approx. Depth:
7. . Site contains areas of seasonal standing water: Approx. Dept h:
What season(s) of. the year?
8. Site is in the floodway AIQ floodplain A10 of aw.ater.cQurse-
9. Site cont;airq a creek or an area where water floWs across the grounds surface?' Flows are year-round?
A10 Flows are seasonaI7 A10 (What time of year?
10. Site is primarily: forested— meadow ;shrubs— mixed
urban landscaped (lawn, shrubs etc)
1 1. Obvious wetland is present on site: A)o
------ For City Staff Use Ondy
1. Plan Check Number, if applicable? /VA
2. Site is Zoned?
3. SCS mapped s
4. Critical Areas inventory or C.A. map indicates Critical Area on site? NT
5. Site within designated earth subsidence landslide hazard area? 1\fj
DETERMINATION
Reviewed
WAIVER
-C. Jb7
#V20
City. of Edmonds
Development Services Department
Planning Division
Phone: 425.771.0220
Fax: 425.771.0221
The Critical Areas Checklist contained on this form is to
be filled out by any person. preparing a Development
Permit Application for the City of Edmonds prior to
his/hersubmittal of the application to the City. I .
The purpose of the Checklist is to enable City staff to
determine whether any potential Critical Areas are, or
may be, present on the subject property. The information
needed to complete the Checklist should be easily
available from observations of the site or data available at
City Hall (Critical areas inventories, maps, 'or soil
surveys).
Date Received: q1V0 -7
City Receipt#: ==
Critical Areas File #: rP(A 2-oo 10 1 Z 3
Critical Areas Checklist Fee: $135.00
Date Mailed to Applicant:
A property owner, or his/her authorized representative,
must fill out the checklist, sign and date it, and submit it
to the City. -The City will review the checklist,.make a
precursory site visit, and make a determination of the
subsequent steps necessary to complete a development
permit application.
Please submit a vicinity map, along with the signed copy
of this form to assist City staff in fmding and locating the
specific piece of property described on this form.� In
addition, the applicant shall include other pertinent
information .(e.g. site plan, topography map, etc.) or
studies in conjunction with this Checklist to assistant staff
in completing their preliminary assessment of the site.
'Me undersigned applicant, and his/herlits heirs, and assigns,:in consideration on the processing of the application agrees
to release, indemnify, defend and hold the City.of Edmonds harmless from any and all damages, including reasonable
attorn . ey's fees, arising from any action or infraction based in whole or part upon false, . misleading, inaccurate or
incomplete information fumished by the applicant, his/her/its agents or employees.
By my signature, I certify that the information and exhibits herewith submitted are true and correct to the best of my
knowledge and that I am authorized to file this application on the behalf of the owner as listed below.
SIGNATURE oF APPLicANT/AGENT DATE
Property Owner's Authorization
By my signature, I certify that I have authorized the above Applicant/Agent to apply for the subject land use application,
and grant my permission for the public officials and the staff of the City of Edmonds t o* enter the subject property for the
purposes of inspection and posting attendant to this application.
SIGNATURE OF OWNER DATE
I PLEASE PRINT CLEARLY
Owner/Applicant:
Name
P 0.. 6_0 cto
Street Address
E�dMQOdS WA 2 �O 2-0
City State Zip
Telephone: (�iLS-)-771-760
Email address (optional):
AppHcant Representative:
Name
Street Address
City State Zip
Telephone:
Email Address (optional):
APPLICATION
for
The City of Edmonds SIDE SEWER PERAHT EASEMENT No . ..........................................
NEW CONSTRUCTION [] REPAIRS
114-07400
OWNER ............ Al-l.a.n ---- H ....... Al.b.e-r.s .................... ............................. CONTRACTOR ........................................
... . ..... ... .. .. . .......................................................... PERMIT No . ......................
ADDRESS ......... �20 - 622 Glen St.
. ............................................................................................ LEGAL DESCRIPTION: LOT No . .............................................. BLOCK No . ............................................
is
V- -1
L--A
NAMEOF ADDITION .........................................................................................................................................
Dye Tested On Sewer 1972
Approved:
DATE................................................ By ..................... ................................................
Site Improvement Bond Quantity Worksheet S15 Webdate: 0=013
RESUB
L9 King County FEB 112016
BUILDING DEPARTMEW
Department of Permitting & Environmental Review 0" of EDMONDS
35030 SE Douglas Street, Suite 210
Snoqualmle, Washington 98065-9266 For alternate formats, call 206-296-6600.
206-296-6600 TrY Relay 711
Project Name: John Reftenmier 620/622 Glen Street Condos, Edmonds,WA Date: 9-Feb-16
Location: 620/622 Glen Street, Edmonds, WA Project No.: BLD20150771
Activity No.:
Clearing greater than or equal to 5,000 board feet of timber?
yes
If yes,
Forest Practice Permit Number:
(RCW 76.09)
9&/-r676(- 3c)Wb AW)UNr
1710+A-L, IWIFUIX MFt4T5
Page 1 of 9
John Reftenmier Bond Quantity Worksheet 2-9-16.xisx
x no
2- 7- 19 q .09 X
Note: All prices include labor, equipment, materials, overhead and
profit. Prices are from RS Means data adjusted for the Seattle area
or from local sources if not included in the RS Means database.
96W ZZ, 11717 - Oq
'filivorr, (307Y.01
TOT*L. /63./o
I ao % = 10 Z- (' (' 38 . CY / -Pe'rF
67 q 1 /0 3 .10 A J 5 %& -- I -� 1 -7 08
L
r
I r) Sf to �, F'-e45
Unit prices updated: OW12JO2
Version: 11/26/2boa
Report Date: 2/10/16
S-31te �mprovement Bond Quant�ty Worksheet S15 Web date: 02/22/2013
Reference 0
Unit
Price
�Unit
Quirift
Rof
'Applicatilons
Cost
EROVOWISEDNEW CONTROL
Number
Backfill & compaction -embankment
ESC-1
$ 5.62
CY
Check dams, 4" minus rock
ESC-2
SWDM 5.4.6.3
$ 67.51
Each
Crushed surfacing 1 1/4" minus
ESC-3
WSDOT 9-03.9(3)
$ 85.45
CY
Ditching
ESC-4
$ 8.08
CY
Excavation -bulk
ESC-5
$ 1.50
CY
Fence, silt
ESC-6
SWDM 5.4.3.1
$ 1.38
LF
125
173
Fence, Temporary (NGPE)
ESC-7
$ 1.38
LF
Hydroseeding
ESC-8
S\AIDM 5.4.2.4
$ 0.59
SY
Jute Mesh
ESC-9
SWDM 5.4.2.2
$ 1.45
SY
Mulch, by hand, straw, 3" deep
ESC-10
SWDM 5.4.2.1
$ 2.01
SY
Mulch, by machine, straw, 2" deep
ESC-1 I
S\A(DM 5.4.2.1
$ 0.53
SY
Piping, temporary, CPP, 6"
ESC-12
$ 10.70
LF
Piping, tempora!y, CPP, 81'
ESC-13
$ 16.10
LF
Piping, temporary, CPP, 12"
ESC-14
$ 20.70
LF
Plastic covering, 6mm thick, sandbagged
ESC-15
SWDM 5.4.2.3
$ 2.30
SY
Rip Rap, machine placed; slopes
ESC-16
WSDOT 9-13.1(2)
$ 39.08
CY
Rock Construction Entrance, 50'xl5'xl'
ESC-17
SWDM 5.4.4.1
$ 1,464.34
Each
1
1
1464
Rock Construction Entrance, 1 00'xl 5'xl'
ESC-18
SWDM 5.4.4.1
$ 2,928.68
Each
Sediment po�nd riser assembly
ESC-19
SWDM 5.4.5.2
$ 1,949.38
Each
Sediment trap, 5' high berm
ESC-20
SWDM 5.4.5.1
$ 17.91
LF
Sed. trap, 5' high, _dprapped spillway berm section
ESC-21
SWDM 5.4.5.1
$ 68.54
LF
Seeding, by hand
Sodding, 1 " deee, level ground
ESC-22
SWDM 5.4.2.4
$ 0.51
SY
ESC-23
S\NDM 5.4.2.5
$ 6.03
SY
Sodding, 1" deee, sloped ground
ESC-24
SWDM 5.4.2.5
$ 7.45
SY
TESC Supervisor
ESC-25
$ 74.75
HR
Water truck, dust control
ESC-26
SVVDM 5.4.7
$ 97.75
HR
WUROTE-M-ITEHS (Seig [Q&Q&j9
Each
Straw Wattles
$ 0.851
Protective Orange Fencing
I $ 1.101
ESC SUBTOTAL:
30% CONTINGENCY & MOBILIZATION:
ESC TOTAL:
COLUMN:
John Reftenmier Bond Quantity Worksheet 2-9-16.xlsx
$ 1,636.84
$ 491.05
$ 2,127.89
A
Unit prices updated: 02/12/02
Version: 11/26/2008
Report Date: 2/10/16
Site Improvement Bond Quantity Worksheet
Web date: 1210=008
Existing
Right -of -Way
Future Public
Right of Way
& Drainage Facilities
Private
Improvements:
Quantity Completed
(Bond Reduction)*
Quant
r OMHA+A
Cost
Unit Price
Unit
Quant.
cost
Qu nt
a
Cost
Quant cost
GENEBALiTEM5
No.
Backfill & Compaction- embankment
G1 - 1
$ 5.62
CY
Backfill & Compaction- trench
GI-2
$ 8.53
CY
Clear/Remove Brush, U hand
GI-3
$ 0.36
SY
Clearingi/Grubbing/Tree Removal
GI-4
$ 887616
Acre
0.15
1,331.42
Excavation - bulk
GI-5
$ 1.50
CY
75
112.50
Excavation - Trench
GI-6
$ 4.06
CY
14
56.84
16
64.96
Fenc1M, cedar, 6 high
GI-7
$ 18.55
LF
Fencing. chain link, vinyl coated, 6'hiqh
GI-8
$ 13.44
LF
Fencing, chain link, gate, vinyl coated, 20'
GI-9
$ 1,271.81
Each
Fencing, split rail, 3' h!Sh -
G1 - 10
$ 12.12
LF
Fill & compact - common barrow
G1 - 11
$ 22.57
CY
Fill & compact - gravel base
GI - 12
$ 25.48
CY
Fill & compact - screened topsoil
G1 - 13
$ 37.85
CY
Gabion, 12'deep, stone filled mesh
G1 - 14
$ 54.31
SY
Gabion, 19' deep, stone filled mesh
GI - 15
$ 74.85
SY
Gabion, 36'deep, stone filled mesh
GI - 16
$ 132.48
SY
Gradi2q, fine, by hand
GI - 17
$ 2.02
SY
Grading, fine, with grader
G1 - 18
$ 0.95
SY
Monuments, Vong
GI - 19
$ 135.13
Each
Sensitive Areas Sign
GI - 20
$ 2.88.
Each
Sodding, 1" deep, sloped ground
GI - 21
$ 7.46
SY
Surveying, line & grade
GI - 22
$ 788.26
Day
Surveying, lot location/lines
G! � 23
$ 1,556.64
Acre
Traffic control crew ( 2 flaggers
G1 - 24
$ 85.18
HR
Trail, 4" chipped wood
G1 - 25
$ 7.59
SY
Trail, 4" crushed cinder
GI - 26
$ 8.33
SY
Trail, 4" top course
GI - 27
$ 8.19
SY
,Wall, retaining, concrete
GI - 28
$ 44.16
SF
,lWall, rockery
G1 - 29!
$ 9.49"
SF
2751
2,609.751
1
Page 3 of 9
SUBTOTAL
56.84
4,118.63
Unit prices updated: 02/12/02
*KCC 27A authorizes only one bond reduction. Version: 11/26/08
John Rettenmier Bond Quantity Worksheet 2-9-16.xlsx Report Date: 2/10/16
Site �rnprovernent Bond Quantity Worksheet
Web date: 12/02/2008
Existing
Aigotwof-way
Future Public
Right of.Way
& Drainage Facilit es
Private
Improvements
Bond Reduction*
Quant.
Compfete
Cost
Unit Price
Unit
Quant Cost
Quant. Cost
Qu�nt. Cost
RQAQ PMPR9—V-EMENI:
AC Grinding, 4'wide machine < 1000sy
RI-1
$ 28.00
SY
AC Grinding, 4'wide machine 1000-2000sy
RI-2
$ 15.00
SY
AC Grinding, 4'wide machine > 2000sy
RI-3
$ 7.00
SY
AC Removal/Disposal/Repair
RI-4
$ 67.50
SY
20
1,350.00
Barricade, type I ,
RI-5
$ 30.03
LF
Barricade, type III ( Permanent
RI-6
$ 45.05
LF
-
Curb & Gutter, rolled
RI-7
$ 17.00
LF
Curb & Gufter, vertical
RI-8
$ 12.50
LF
60
750.00
Curb and Gutter, demolition and disposal
RI-9
$ 18.00
LF
60
1,080.00,
Curb, extru ed asphalt
RI - 10
$ 5.50
LF
Curb, extruded concrete
Rl - 11
$ 7.00
LF
Sawcut, asphalt, 3'depth
RI - 12
$ 1.85
LF
140
259.OQ
Sawcut, concrete, per T' depth
Rl - 13
$ 1.69
LF
Sealant, asphalt
Rl - 14
$ 1.25
LF
140
175.00
Shoulder, AC, ( see A6 road unit price
Rl - 15
$ -
SY
Shoulder, qravel, 4" thick
Rl - 16
$ 15.00
SY
Sidewalk, 4" thick
Rl - 17
$ 35.00
SY
51
1,785.00
Sidewalk, 4" thick demolition and disposal
R1 - 18
$ 29.50
SY
Sidewalk, 5" thick
R1 - 19
$ 38.50
SY
53
2,040.5G
Sidewalk, 5" thick demolition and disposal
Rl - 20
$ 37.50
SY
Sign, handicag__
RI - 21
$ 85.28
Each
Striping, per stall
R1 - 22
$ 5.82
Each
Striping, thermoplastic, ( for crosswalk
RI - 23
$ 2.38
SF
Striping, 4" reflectorized line
rR!i j-;
- $ 0.25
LF
Page 4 of 9
SUBTOTAL
5,654.50
1,785.00
Unit prices updated: 02/12/02
*KCC 27A authorizes only one bond reduction. Version: 11/26/08
John Rettenmier Bond Quantity Worksheet 2-9-16.x1sx Report Date: 2/10/16
Site Improvement Bond Quantity Worksheet
Web date: 12102/2008
Existing
:Right. -of -way
FuturePtiblic
Right of.WPY
Drainacle Facilities
Private
Improvements
Bond Reduction*
Quant...
Complete
Cost
Unit Price
'Unit
Quant. Cost
�Quant. :..Cost
Quant.� Cost
ROAD SUBfACIN :.W Rock 2.5 base!& 1.6'top course):'�: For'93 KCRS 6.57 Rock= 5" base & I Ytop course)
For KCRS'93, (additional 2.6'base) add:
RS - 1
$ 3.60
SY
AC Overlay, 1.5" AC
RS-2
$ 11.25
SY
AC Overlav, 2" AC
RS - 3
$ 15.00
SY
AC Road, 2', 4" rock, First 2500 SY
RS-4
$ 21.00
SY
100
2,100.00
AC Road, Z% 4" rock, Qty. over 2500SY
RS - 5
$ 19.00
SY
AC Road, W, 4" rock, First 2500 SY
RS-6
$ 23.30
SY
40
932.00
AC Road, 3'. 4" rock, Qty. over 2500 SY
RS-7
$ 21.00
SY
AC Road, 6% First 2500 SY
IRS - 8
$ 27.60
SY
AC Road, 6', Qty. Over 2500 SY
RS-9
$ 25.00
SY
AC Road, 6% First 2500 SY
RS-10
$ 33.10
SY
AC Road, 6% Qty. Over 2500 SY
RS - 11
$ 30.00
SY
Asphalt Treated Base, 4" thick
RS - 12
$ 20.00
SY
Gravel Road, 4" rock, First 2500 SY
RS - 13
$ 15.00
SY
Gravel Road, 4" rock, Qty. over 2500 SY
RS - 14
$ 8.50
SY
PCC Road, Y, no base, over 2500 SY
RS - 151
$ 27.00,
SY
PCC Road, 6', no base, over 2500 SY
RS - 1�
$ 25.50
1 SY
Thickened Edge
RS - 171
$ 8.601
LF
1 60
516.00
Page 5 of 9
SUBTOTAL
*KCC 27A authorizes only one bond reduction.
John Rettenmier Bond Quantity Worksheet 2-9-16.xlsx
3,548.00
Unit prices updated: 02/12/02
Version: 11/26/08
Report Date: 2/10/16
Site Improvement Bond Quantity Worksheet
Web date: 12/02/2008
E;is Ing
..:Right-of-way
Future Public
Right of Way
Drai e Facilities
Private
Improvements
Bo.nd Reduction*
Q * uanf.
Complete
C65t
Unit Price
Unit
Quant. .1 Cost
Quant.,T�7m
Quant. st
Co
DRAINAgE rrugated Plastic Pipe, N12 or Equivalent)'
(cp� cb For Culvert prices, Ave go of 4.'oover Was assumed. Assurrie ftrated PVC is same prim.as solid pipe.
Access Road, RID
D - 1
$ 21.00
-SY
Bollards - fixed
D-2
$ 240.74
Each
Bollards - removable
D-3
$ 452.34
Each
(CBs include frame and lid)
C13 Type I
D-4
$ 1,257.64
Each
1
1,257.64
C13 Type IL
D-5
$ 1 ' 433.59
Each
CB Type 11, 48" diameter
D-6
$ 2,033.57
Each
3
6,100.71
for additional depth over 4'
D-7
$ 436.52
FT
1.5
654.78
C13 Type 11, 54" diameter
D-8
$ 2 ' 19254
Each
for additional depth over 4'
D-9
$ 486.53
FT
C13 Type 11, 60" diameter
D-10
$ 2,351.52
Each
for additional depth over 4'
D-11
$ 536.54
FT
CB Type 11, 72" diameter
D - 12
$ 3,212.64
Each
for additional depth over 4'
D - 13
$ 692.21
FT
Through -curb Inlet Framework (Add)
D - 14
$ 366.09
Each
Cleanout, PVC, 4"
D - 15
$ 130.55
Each
Cleanout, PVC, 6'
D- 16
$ 174.90
Each
Cleanout, PVC, 9'
D- 17
$ 224.19
Each
Culvert, PVC, 4"
D- 18
$ 8.64
LF
160
1,382.40
Culvert, PVC, 6'
D- 19
$ 12.60
LF
20
252.00
28
352.80
Culvert, PVC, 8"
D-20
$ 13.33
LF
Culvert, PVC, 12'
D - 21
$ 21.77
LF
Culvert, CMP, 8"
D - 22
$ 17.25
LF
Culvert, CMP, 12'
D - 23
$ 26.45
LF
Culvert, CMP, 16'
D - 24
$ 32.73
LF
Culvert, CMP, 18"
D - 25
$ 37.74
LF
Culvert, CMP, 24"
D - 26
$ 53.33
LF
Culvert, CMP, 30"
D - 27
$ 71.45
LF
Culvert, CMP, 36"
D-28
$ 112.11
LF
Culvert, CMP, 48"
D - 29
$ 140.83
LF
Culvert, CMP, 60"
D - 30
$ 235.45
LF
Culvert, CMP, 72"
D-31.
$ 302.581
LF
Page 6 of 9 SUBTOTAL
*KCC 27A authorizes only one bond reduction.
John Rettenmier Bond Quantity Worksheet 2-9-16.xlsx
1,509.64
8,490.69
Unit prices updated: 02/12/02
Version: 11/26/08
Report Date: 2/10/16
Site Improvement Bond Quantity Worksheet
Web datB: 12102/2008
DRAINAGE CONTINUED
Existing
Right-of-way
w
F uture Public
Right of Way
& Drai e Facilities
Private
Improvements'
Bond Reduct lon*
Quant.
complete
cost
No.
Unit Price
Unit.
Quant.
Cost
Quant.
cost
Quant.
cost
Culvert, Concrete, 8"
D-32
$ 21.02
LF
Culvert, Concrete, 12'
D - 33
$ 30.05
LF
Culvert, Concrete, 16'
D-34
$ 37.34
LF
Culvert, Concrete, 19'
D - 35
$ 44.51
LF
Culvert, Concrete, 24"
D - 36
$ 61.07
LF
Culvert, Concrete, 39'
D - 37
$ 104.18
LF
Culvert, Concrete, 36'
D - 38
$ 137.63
LF
Culvert, Concrete, 42'
D - 39
$ 158.42
LF
Culvert, Concrete, 49'
D - 40
$ 175.94
LF
Culvert, CPP, 6"
D - 41
$ 10.70
LF
Culvert, CPP, 8"
D-42
$ 1 6.10
LF
Culvert, CPP, 12'
D-43
$ 20.70
LF
73
1511.1
Culvert, CPP, 1 1
D - 44
$ 23.00
LF
Culvert, CPP, 19'
D - 45
$ 27.60
LF
Culvert, CPP, 24'
D - 46
$ 36.80
LF
48
1766.4
Culvert, CPP, 3(Y'
D-47
$ 48.30
LF
Culvert, CPP,
D - 48
$ 55.20
LF
Ditching
D - 49
$ 8.08
CY
12
96.96
Flow Dispersal Trench (1,436 base+)
D - 50
$ 25.99
LF
French Drain (3'depth)
D - 51
$ 22.60
LF
80
1808
Geotextile, laid in trench, polypropylene
D - 52
$ 2.40
SY
Infiltration pond testing
D - 53
$ 74.75
HR
Mid -tank Access Riser, 48" dia, 6'deep
D - 54
$ 1,605.40
Each
Pond Overflow S2!llwaY
D - 55
$ 14.01
SY
Restrictor/Oil Separator, 17'
D - 56.
$ 1,045.19
Each
Restrictor/Oil Separator, 16'
D - 57
$ 1,095.56
Each
Restrictor/Oil Separator, 18"
D - 58
$ 1,146.16
Each
Riprap, placed
D-59
$ 39.08
CY
Tank End Reducer (36" diameter)
D-60
$ 1,000.50
Each
Trash Rack, 12'
D - 61
$ 211.97
Each
Trash Rack, 16'
D - 62
$ 237.27
Each
Trash Rack, 19'
D - 63
$ 268.89
Each
ITrash Rack, 21"
D - 64
$ 306.84
Each
Page 7 of 9
SUBTOTAL
1511.1
3671.36
Unit prices updated: 02/12/02
*KCC 27A authorizes only one bond reduction. Version: 11/26108
John Rettenmier Bond Quantity Worksheet 2-9-16.xlsx Report Date: 2/10/16
Site Improvement Bond Quantity Worksheet
Web date: 12102/2008
Existing
Right-of-way
Future Public
Right of Way
& 6s
Draina e Faciliti
Private
Improvements.
Bond Reduction*
Quant.
Complete
cost p
Unit Price
Unit.
Q uant. Price
:Q �,:Cost
Quant, T Cos .. t
PARKING LOT SURFACIR9
2" AC, 2'top course rock & 4!'borrow
PL - 1
$ 21.00
SY
2" AC, 1.5" top course & 2.5" base course
PL-2
$ 28.00
SY
4" select borrow
PL - 3
$ 4.55
SY
1.6'top course rock & 2.5!'base course
I PL-41
$ 11.41
SY
UTILITY POLES & STREET LIGHTIM9 Utility ipole relocation costs rhust be accompanied by Fr . anchise Utilitl's Cost Statement
Utility Pole(s) Relocation
UP-1
I Lump Sum
11
28501
Street Light Poles w/Luminaires.
UP-2
Each
WRITE -IN -ITEMS.
(Such as detentiontwater quality vaults.)
NQ.
wl - I
Each
Wl - 2
SY
Trash Enclosure with Gate
Wl - 3
$ 1,850.00
Each
1
1,850.00
Concrete Paving
Wl - 4
$ 19.00,
sy
165
3,135.00
Concrete Gutter
Wl - 5
$ 6.00
FT
30
180.00
Trench Drain
Wl - 6
$ 385.00
EACH
1
385.00
anitary ewer 6'Pipe
Wl - 7
$ 16.80
LF
8
134.4
24
403.20
Sanitary Sewer 6" Cleanout
WI-8
$ 174.90
EACH
1
174.9
1
174.90
Yard Basins
WI-9
$27.50
is
EACH
5
137.50
Water Service Line
W-10
3.02
LIF
--------
901
271.801
SUBTOTAL
3,159.30
6,537.40
SUBTOTAL (SUM ALL PAGES): 15,439.38 24,603.08 V
CONTINGENCY & MOBILIZATION: qt i4.q;A//(,7-7,38/93
b 4�. 81
071.19
. 4B C D
GRANDTOTAL: .2 2 071.19 :3 A?A?P.7631,484.01
COLUMN:
Page 8 of 9
*KCC 27A authorizes only one bond reduction.
John Rettenmier Bond Quantity Worksheet 2-9-16.xlsx
E
Unit prices updated: 02/12/02
Version: 11/26/08
Report Date: 2/10/16
Site Improvement Bond Quantity Worksheet Web date: 12102r2008
Original bond computations prepared by:
Name: DONNA L. BRESKE, PE Date: 9/1/15
PE Registration Number: 27367 Tel. 0: 425-334-9980
Firm Name: DONNA L BRESKE PE, LLC
Address: DonnaBreske(cD_comcast. net Project No: BLD20150771-
ROAD IMPROVEMENTS & DRAINAGE FACILITIES FINANCIAL GUARANTEE REQUIREMENTS
Stabilization/Erosion Sediment Control (ESC)
Existing Right-of-Way'Improvements
Future Public Right of Way & Drainage Facilities
Private Improvements
Calculated Quantity Completed
Total Right -of Way and/or Site Restoration Bond*/**
(First $7,500 of bond* shall be cash.)
Performance Bond* Amount (A+B+C+D) = TOTAL
Reduced Performance Bond* Total �
Maintenance/Defect Bond* Total
NAME OF PERSON PREPARING BOND* REDUCTION:
PERFORMANCE BOND*
AMOUNT
(A) $ 2,127.9
(B) $ a)§gZ- -2./ 2'0!1:�
I 1�. I
(C) $
(D) 7D 3 �.O
1
(A+B) $ -Z 2\2
M Mv— 54\"3.1
minimarn 56w- amount iss2uw.
i5q, 1o3.,1
BONWAMOUNT
REQUIRED AT RECORDING OR
TEMPORARY OCCUPANCY —
6-71-141
.01
(E) $
T x 0.31) 1 OR
(T-E) sO .) 7 F - n\54-, �1
Use larger of fXL30% Or (T-El\
PUBLIC ROAD & DRAJNAGE
MAINTENANCE/DEFECT BOND*
(B+C) x
0.25 $ ;4\1,3�e, 82- 5,017.8
Date:
NOTE: The word "bond" as used in this document means a financial guarantee acceptable to King County.
NOTE: KCC 27A authorizes right of way and site restoration bonds to be combined when both are required.
The restoration requirement shall include the total cost for all TESC as a minimum, not a maximum. In addition, corrective worK both on- and off -site needs to be included.
Quantities shall reflect worse case scenarios not just minimum requirements. For example, if a salmonid stream maybe damaged, some estimated costs for restoration
needs to be reflected in this amount The 30% contingency and mobilization costs are computed in this quantity.
NOTE: Per KCC 27A, total bond amounts remaining after reduction shall not be less than 300A of the original amount (T) or as revised by major design changes
I I
REQUIRED BOND* AMOUNTS ARE SUBJECT TO REVIEWAND MODIFICATION BY DDES
Page 9 of 9
Check out the DDES Web site at wwwAinucaunty.goylpermits
John Rettenmier Bond Quantity Worksheet 2-9-16.xlsx
Unit prices updated: 02/12/02
Version: 11/26/08
Report Date: 2/10/16
v
&t,D,,P0 /!'>— --0 7 -7
STREET FILE
JUN 19 2015
DEVELOPMENT SERVICES
COUNTER
Drainage Report
for
John Rettenmier 4-Unit DweHing Project
Date : May 2 6, 2015
Site Address: 620/622 Glen Street
Edmonds, WA 98020
Donna L Breske PE, LLC
6621 Foster Slough Road
Snohomish, WA 98290
Phone: (425)334-9980
Mobile: 206-715-9582
Email: donnabreske@comcast.net
5-26-15
OVERVIEW:
VFRIA,
A
The project is the construction of a 4-UnIt Condomimu on 2 existing lots I cated at
620/622 Glen Street in Edmonds, WA. The proposed stormwaCtertion-s em for the
project was designed to accept stormwater runoff from a total of 4 926 square feet of impervious
area (see exhibit included with this report). The detention system was designed using the #E72
simplified stormwater sizing for category I small site projects.
Per the city of Edmonds Stormwater Management (SWM) Drainage System Design, and
Erosion & Sediment Control Requirements handout #E72 the 4-Umt Condominium
Development is categorized as Category I Small Site Project.
Edmonds Stormwater Code SwRlement Small Site Reguirements #1-5:
Small Site Minimum Requirement #I: Preparation of a Stormwater Site Plan, Steps 1-7
ESWCS Section 5. 1
Step 1: Collect and Analyze Information on Existing Conditions.
A boundary and topographic survey was provided by Pacific Coast Surveys, Inc.
Information obtained from this map includes parcel boundary and distances, and
topography.
Step 2: Prepared Preliminary Development Layout
Professional Engineer, Donna L. Breske, combined the information from the boundary
survey, existing conditions, Edmonds Stormwater Code Supplement Requirements,
and the building design from the Architect to create an overall site plan.
Step 3: Perform Off -Site Upstream and Downstream Analysis.
Per the City of Edmonds Basin Map, the project is located in the Shell Creek
Drainage Basin.
Upstream Analysis:
No significant storm drainage enters from upstream to the site. Stormwater flows
from Glen Street will continue to flow along Glen Street conveyance system.
Downstream Analysis:
The storm drainage leaving the site will enter a private storm water detention
system on site. Said private system will convey flows to a catch basin in Glen St. were
flows will continue west along Glen Street towards 6 th Ave north.
Step 4: Determine Applicable Small Site Minimum Requirements.
0 Minimum Requirements #145 are applicable as follows:
Because the proposed project results in less than 5,000 SF of net new impervious area
and there is less than I -acre of land, disturbing activity, City of Edmonds Stormwater
Code Supplement's Category I Small Site MM'imum Requirements #1 - #5 apply to
this drainage plan.
Step 5: Prepare a Permanent Stormwater Control Plan
A Permanent Stormwater Control Plan is included within the titled Road and
Drainage Plan Sheet. Specific design elements on the plan sheet include; sloped
driveway, 3-Type 2 Catch Basins, Control structure, and 2' diameter detention pipe.
Step 6: Prepare a Stormwater Pollution Prevention Plan (SWPPP)
0 The 12 Elements of the SWPP are shown on the TESC and Clearing Plan Sheet.
Step 7: Complete the Stormwater Site Plan
A Permanent Stormwater Site Plan signed by Donna L. Breske, P.E. is 'included in the
submittal for this project. The NPGIS and PGIS will be conveyed to the detention
system with a flow restrictor releasing flows to a catch basin within Glen Street.
Small Site Minimum Requirement 2: Construction Stormwater Pollution Prevention Plan
ESWCS 5.2
SWPP elements are included on the TESC and Grading Plan Sheet.
Small Site Minimum Requirement 3: Source Control of Pollutants
ESWCS 5.3
Per Section 5.3 of Edmonds Stormwater Code Supplement, specific source controls are
not required since there is less than 5,000 square feet of PGIS.
Small Site Minimum Requirement 4: Preservation of Natural Drainage Systems and
Outfalls
ESWCS 5.4
Said flows will be released to Glen Street conveyance system.
Small Site Minimum Requirement 5: On -Site Stormwater Management
ESWCS 5.5 Revision #1: June 19, 2014
Small Site Minimum Requirement #5 requires that stormwater is ifiltrated, retained, or
dispersed on -site to the maximum extent feasible without causing flooding or erosion impacts,
and to reduce hydrologic disruption to the maximum extent feasible. Implementation of LID
for this project is not advised due to the close proximity of lots and structures and thus limited
area(s) to implement LID techniques.
AWAFI-� 0 �?Akj
r- — — — — — — — — -
ROOFTOP 2W
n?aVT WVM &58 5F
WA =A Y- 4M W
AUY WIW- M W
7IM91 AM 877
4,9Z 7
97E ARE4.- 6597.7
ig a 151 ACAES
ROOFTOP
42'X 70' = 2W SF
I'x 9'= 9 W
2W SF
t2v RooF ovmmG---4
ti�-SA
IMPERWOUS AREA EXHIBIT
GLEN SMEET CONDO'S
ffloom m�- WERVIOUS SURFACE AM EnMTF
DONM4 L BRESKE PE, LLC FOR
6621 FOSTER SLOUGH RD.
SNOHOMISH, WA 9a29O GLEN SMET 4-UN7T CONDOMMUMS
PHON& (425) 334-9980 SITE ADDRESS. 620162-2 GLEN STREET, EDMONDS, WA 98026
DannaBreskeftomcastnet SC4LE, IM I LATE. 05-25-2015 -T FIGURE. I of I
Fig"e-A
Determining Applicability of Stormwater Management Code ECDC Chapter 18.30
If any of the descriptions in the Blue Boxes apply to your project or project site, the
Stormwater Management Code applies.
Does your Project Site require the issuance of a City
permit under any of the following:
ECDC Title 18 - Engineering Division
ECDC Tide 19 - Building Division
A Stormwater permit2
No
Are you submitting a Subdivision application per
ECDC Chapter 20.75? 1
No
Does your Project site involve any of the following:
500 square feet or more of land -
disturbing activity, new impervious
surface, or replaced impervious
surface?
A utility or other construction project
consisting of 500 lineal feet or more
of trench excavation?
Is located in, adjacent to, or drains
into (currently or as a result of the
project) a Critical Area or a Critical
No
Stormwater Management
requirements of ECDC Chapter
18.30 are not applicable to your
Project or Site 1
Yes
Yes
Stormwater
Management
requirements of ECDC
Chapter 18.30 are
applicable to your
Project or Site.
Note: The definitions of the terms in italics are found in ECDC Chapter 18.30.010 and the Stormwater Code Supplement.
'Mis chart provides an initial screening for determining the applicability of ECDC Chapter 18.30. The results from using this chart
do not substitute for a determination of applicability by the Public Works Director or Designee per ECDC Chapter 18.30.030 and
the relevant portions of the Supplement.
2 If ECDC Chapter 18.30 is applicable to the proposed project and it does not require any other City -issued permit, a Stormwater
Permit and associated fees will be required.
E72-SWM—Erosion—Coittrol-05.18.15.pdf Page 3 of 12
Figure-B
Project Classification
If you have deteffnined that the Stormwater Management Code
gpplies to your "ro ect (Figure -A), follow the Blue boxes in the chart
below to deterritine the Classification of your project.
Does the project involve I -
acre or more of land -
disturbing activityl
Is the project part of a larger
common plan of development or
sale where the total disturbed area
for the entire plan will total I -acre
or more of land -disturbing activity?
Does the Project involve one or more of the
following:
2,000 square feet (sf) or more of new
impervious surface, regulated replaced
impervious surface or new plus regulated
replaced impervious surface?
OR
7,000 sf or more of land-AINturbing activity?
OR
50 cubic yards or more of either grading, fill, or
excavation as defined in Chapter 1840.000
ECDC?
No
Minor Site Project:
See Stormwater Supplement
Chapter 6 for specific
requirements
Large Site Project:
See Stormwater Supplement
Yes Chapter 4 for specific
requirements.
Does the project create or add 5,000 square feet or
more of new impervious sur/ace, regulated
replaced impervious surface or new plus
regulated replaced impervious surfiice'!
OR
Convert 3/4 acre or more of native vegetation to
lawn or landscaped area
OR
'Ibrough a combination of creating effective
impervious surface and converted pervious
surfaces, causes an increase of 0.1 cubic feet per
second in the 100-year flow frequency from a
threshold discharge area as estimated using an
approved model?
No Yes
Category 1 Stnall Site Project: Category 2 SmaH Site Project:
See Stormwater Supplement See Stormwater Supplement
Chapter 5 or specific Chapter 5 for specific
requirements I requirements
Notes:
Terms in bold italics are described in the Glossary on pages 10- 11. The definitions of the all terms in italics are found in ECDC
Chapter 18.30.010 and the Stormwater Code Supplement
'Me Classification flowchart assumes the project in question meets the applicability requirements of ECDCl 8.30.030.
Land -disturbing Activity: Any activity that results in the movement of earth, or a change in the existing soil cover (both
vegetative and non -vegetative) or the existing soil topography. Land disturbing activities include, but are not limited to grading,
filling, excavation, and compaction associated with stabilization of structures and/or road construction.
E72-SWM—Erosion—Coiilrol-05.18.15.pdf Page 4 of 12
. b
OV
City of Edmonds
_1P
Site Classification Worksheet
Page I of 2
The project's Site Classification will dictate the specific stormwater management
requirements applicable to your site. Completing this worksheet will help determine the amount of
regulated impervious surface and whether your project falls into the classification of a Small Site
(Category I or Category 2), or a NUnor Site. Please reference the GlossM (pp. 10-11), Fiores D and
E, (12p. 8-9), and Examples (pp. 11-12), to assist with completion of this worksheet.
1) Is Permeable Pavement' Proposed For Use on this Site? Yes Q No
Refer to Stormwater Supplement Chapter 5.1 1
If YES, the subjectarea is to be considered impervious for initial site classification purposes. Include total
permeable pavement area in the calculation of Non-RegWated, Rolaced and/or New impervious surface
areas in the table below.
2) Determine the Amount and Type of Existing & Proposed Impervious Surface for the Site
Refer to Stonnwater Supplement Chapter 2 and Fig. C I
Line 1: Identify the Non -Regulated Impervious Surface Area.
Line 2: Identify the Replaced Impervious Surface Area, dividing the total between ExeMpt and Regulated; either or both
may be zero. Note: For project classification purposes, Replaced Impervious may only be considered exempt
under certain conditions. Refer to the Glossary and Figure D.
Line 3: Identify the New Impervious Surface Area for your project. All impervious areas created post -July 7, 1977 or
after the date of annexation into the City are regulated & should be included in this total unless they can be
categorized separately as a Replaced -Regulated area.
Line 4: Enter the sum of the total Replaced-RegMIated plus the t otal New impervious areas.
Line 5: Identify the total area currently mitigated by an existing city -approved storinwater management system.
Line 6: Enter the sum of the value in Line 4 less the value in Une 5 to identify the total Regulated area in which
stormwater controls have not yet been applied.
Line 7: Identify the total area proposed to be mitigated through the use of Low Impact Development Techniques.
Line 8: Identify the total area proposed to be mitigated through conventional Stormwater Management Techniques.
** Provide a copy of the following table on the drainage plan sheet for the proposed project
Line
Type
Area (square feet)
Non -Regulated
Exempt
Regulated
2.
Replaced
0
3.
4.
(Postl977) 444 444
Total Regulated Impervious Area
Mitigation required if in excess of 2000sf
+
14,926
14,926
5.
6.
Total Are a AMUgated by Existing Stormwater Management System(s)
Regulated Area Not Yet Mitigated
0
0
E8. I
Area Proposed to be Mitigated by Low Impact Development Techniques
Area Proposed to be Mitigated through Conventional SWM Techniques
926 sf
I (e.g. porous asphalt, porous concrete, paver blocks, concrete open ceflcd paving grids, or plastic lattices filled with turf or stone)
E72-SWM—Erosion_Control-05.18.15.doc Page 5 of 12
of EbA,
City of Edmonds ---� >P�1�0.
6
Site Classification Worksheet
Page 2 of 2
3) Determine the Total Area of Land Disturbing Activity 6, 1 600 sf
Refer to Stormwater Supplement Chapter 8
FET Determine the Quantity of Grading, Fill and/or Excavation FILL: 10 CY CUT: —�15 0 cy
5) Will the project convert 3/4 Acre or More of Native Vegetation to Lawn or El Yes 0 No
Landscaped Area?
6) Identify the Watershed the Existing Site Runoff Discharges to
. Refer to Stormwater Supplement Chapter 2.3
Based on Site Location and Watershed Map — Figure-C. Check all that apply.
A. [:] Direct Discharge B. E) Creek or Lake Basin
• Edmonds Way Basin
• Puget Sound Basin
o Puget Sound Piped Basin
DETERMINE PROJECT CLASSIFICATION USING THE INFORMATION ABOVE
AND THE PROJECT CLASSIFICATION CHART (Figure B, pg 4)
12 Small Site - Category 1 El Small Site - Category 2 E Minor Site
Stormwater Supplement Stormwater Supplement Stormwater Supplement
Chapter 5 Chapter 5 Chapter 6
Revised on 310512012 E72-SIVALErosion.Contral-03.05.12.d4gc Page 6 of 12
'; i
Table I
Detention Pipe Look -Up Table
Category I Small Site Projects
Contributing New Plus
Replaced Impervious
Surface Area (sf)
Le of Pipe (ft) For Given Inside Diameter
18-inch
24-inch
30-inch
36-inch
2,000
41
22
15
11
2,500
49
30
18
12
3,000
61
33
23
16
3,500
74
39
24
17
4,000
81
45
29
20
4,500
95
.49
'32
23
5,000
112
56
35
25
sf — square feet
Orifice Size:
= 0.5 (1/2) inch diameter
= 0.625 (5/8) inch diameter
0.75 (3/4) inch dia
0.875 (7/8) inch diameter
Note: Multiple pipes in parallel connected together (manifolded) can be used to meet length requirements, if site has conswaints.
Table 2
Approved Detention Pipe Material and Catch Basin/Manhole Structure Sizing
Detention Pipe
Inside Diameter WDOT
(inches) Detention Pipe Material Catch Basin/Manhole
I R All wes in list halm tablc Tmc 11, - hagin
24 All tvDes in list below table TvDe 2. 48-inch diameter manhole
I All Concrete & CPEP Type 2, 54-inch diameter manhole
F_PvcP Type 2, 60-inch diameter manhole
36 Metal& RPP Type 2, 54-inch diameter manhole
All concrete, CPEP. & PVCP Tvve 2, 60-inch diameter manhole
WDOT - Washington Department of Transportation
List of Approved Pipe Materials for Detention
Metal:
ACSP - Aluminized Corrugated Steel Pipe (Type 2
meets AASTO designations M274 and M36)
ASRP - Aluminum Spiral Ribbed Pipe (16 gauge or
better)
CAP -Corrugated Aluminum Pipe (16 gauge or
better)
DEP - Ductile Iron Pipe (Class 50 or better)
Concrete.
PCP - Plain Concrete pipe
RCP - Reinforced Concrete Pipe
-2-
Plastic:
PVCP - Polyvinyl Chloride Pipe (SDR 35 or better)
CPEP - Corrugated Polyethylene Pipe (smooth
interior wall, or N- 120 pipe)
RM- Ribbed Polyvinylchloride Pi
Revised 9/30/13
I
Figure-C
City of Edmonds Watersheds�
FIGURE 3
CITY OF EDMONDS
WATERSHEDS
Creek or Lake
Direct Discharge (includes Edmonds Way Basin)
0 2,000 2,000 4,OW 6.000 6,000
Fw%wr%EF
I in = 2,000 ft
T
", - , ;. , � ..
No -w�iTdfit�
!�fany,"sorf; -
" ;;, 7, '. , I
indbdi ----- --
__P9. avpc�u
Ail ness or
3
accb �-ucf.
L
Glen Street
A larger version of the Edmonds Watershed Map is available in the Development Services Office and on the City of Edmonds
website at ci.edmonds.wa.us.
John Reftelnyvl(ev,
cczl
. ip-c
-7- ,v 481i c,K--k
T pe
L i've
YVI
7,5-12
21
-L,
1p
USe- 5-6 -
10
j5 L4D 7 7
LffU & ASSOCUTES9INC.
Earth Science
Gi-t—Zwcal Engineering Engineering Geology
Mr. Rick Klenun STREET HLE
North Crest Development RECEIVED
P. 0. Box 340
Edmonds, WA 98020 JUN 19 2015
DEVELOPMENT SERVICES
Dear Mr. Klemm: COUNTER
Subject: Geotechnical Investigation and Recommendations
Proposed Condominium Buildings
620 Glen Street
Edmonds, Washington
L&A Job No. 8AO60
INTRODUCTION
We have completed a geotechnical investigation for the site of the proposed two condominium
buildings, located at the above address in Edmonds, Washington. The general location of the site
is shown on Plate I — Vicinity Map. The purpose of this investigation is to characterize the
subsurface conditions of the site and provide geotechnical recommendations for grading, surface
and ground water control, erosion mitigation, foundation design and construction of the proposed
condominium buildings, etc. Presented in this report are our findings and recommendations.
PROJECT DESCRIPTION
The subject site is about 60 feet wide along Glen Street by about 110 feet deep. As shown on
Plate 2 — Site Plan, the proposed two condominium buildings will be stacked in the north -south
direction, set at about 8 feet apart. The north building will be set back at about 20 feet from the
north property line and the south building will be set back at about 22 feet from the south
property line, and both buildings will be set back at about 10 feet from the east and west property
19213 Kenlake Place HE - Kenmore, Washington 98028
Phone (425) 483-9134 - Fax (425) 486-2746
July 18, 2008
Two Condominium Buildings
L&A Job No. 8AO60
Page 2
lines. The buildings will each be a three-story, above -grade, wood-fi-amed structure, with their
ground levels constructed of slab -on -grade floors to serve as parking garages. Each building is to
contain two condominium units. The parking levels of the north and south buildings will be
accessed from Glen Street and the alley way, respectively. The site is relatively flat, and
construction of the buildings would require minimal cut and fill.
SCOPE OF SERVICES
Our scope of services for this geotechnical investigation comprises specifically the following:
I Review the geologic and soil conditions at the site based on a published geologic map.
2. Review the geotechnical report on the adjoining site to the west of the subject project site
and visit this adjoining site for soil conditions.
3. Perform necessary geotechnical analyses and provide geotechnical recommendations for
site grading, site stabilization, erosion abatement surface and ground water control, and
foundation design and construction.
4. Prepare a written report to present our findings, conclusions, and recommendations.
SITE CONDITIONS
SURFACE CONDITIONS
The subject project site is situated on a gentle to moderate, westerly -declining slope. The terrain
within the site generally slopes down very gently northwesterly across the site at gradients less
than 5 percent. It is bounded by Glen Street to the north and an alley way to south, and is
adjoined by a single-family residence to the east and a multi -dwelling building currently under
construction to the west. The site is currently occupied by a house in its southern half, with a
LW & ASSOCIATES, INC.
July 18, 2008
Two Condominium Buildings
L&A Job No. 8AO60
Page 3
paved driveway and garage lie to the east of the existing house. The open, unpaved areas around
the house and garage is mostly covered with lawn grass.
GEOLOGIC SETTING
The Geologic Map of the Edmonds East and Part of the Edmonds West Quadrangles, Snohomish
and King Counties, by James P. Minard, published by U. S. Geological Survey in 1983, was
referenced for the geologic and soil conditions at the residence site. According to this
publication, the surficial soil units at and in the vicinity of the subject site are mapped, in a
descending sequence, as Advance Outwash (Qva), Transitional Beds (Qtb) and Whidbey
formation (Qw).
The geology of the Puget Sound Lowland has been modified by the advance and retreat of
several glaciers in the past and subsequent deposits and erosions. The latest glacier advanced to
the Puget Sound Lowland is referred to as the Vashon Stade of the Fraser Glaciation which had
occurred during the later stages of the Pleistocene Epoch, and retreated from the region some
14,500 years ago.
The advance outwash soil unit is composed of stratified sand and gravel with minor amounts of
silt and clay, deposited by the meltwater of advancing glacial ice. Due to its generally granular
composition, the advance outwash unit is of moderately high permeability and generally drains
well. The advance outwash deposits had been overridden by glacial ice and is generally dense to
very dense in its natural, undisturbed state, except the top 2 to 4 feet where exposed which may
be weathered to a loose to medium -dense state. The advance outwash soils can stand in steep
cuts or natural slopes for a prolong period when undisturbed. Where exposed on slopes with
poor vegetation cover and subjected to storm runoff, the advance outwash deposits can be
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gradually eroded and may slough off and re -deposited to a flatter inclination. The advance
outwash deposits in their native, undisturbed state can provide good foundation support with
little selttlement expected for light to moderate residential structures.
The tr�nsitional beds soil unit, normally underlying the advance outwash soil unit, is composed
of glacial and -non -glacial deposits consisting mostly of massive, thick or thin beds and laminae
of gray to dark -gray clay, silt and fine to very -fine sand. The sediments were mostly deposited
during the transitional period near the close of pre -Fraser interglacial (Olympia Interglaciation)
time and into early Fraser glacial time. The transitional beds soil unit is very stiff to hard in its
natural, undisturbed state, but often contains fissures and joints in the upper few feet of this soil
unit. The Whidbey formation is composed of non -glacial river flood -plain deposits. It consists
of light -brown to gray, fine -sandy silt to clayey silt with occasional gravel. The Whidbey
formation deposits are generally very -stiff to hard in their native undisturbed state. The
transitional beds and Whidbey formation deposits are of extremely low permeability and tends to
perch stormwater infiltrating into the more permeable surficial soils.
SOIL CONDITIONS
The adjacent site (616 Glen Street), adjoining the west side of the subject site, on which a multi-
dwelling building is under construction, was explored for its subsurface conditions with three
hand -dug holes by Dennis A Bruce. The soil conditions of this adjoining site encountered by
theses three test holes consist of 6 inches of loose, organic topsoil underlain by dense sand, as
presented in Bruce's 7/17/2006 geotechnical report. We also visited this adjoining site and
observed the soils exposed on the cut banks of the building footprint excavation for the
construction of a multi -dwelling building. The building footprint excavated was cut down about
4 feet and exposed on the cut banks is a brown to light -brown, medium -dense to dense, fine to
medium sand deposit overlain by a thin layer of dark -brown topsoil. This fine to medium sand
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deposit appears to be of the advance outwash soil unit described above. We expect the soil
conditions underlying the subject project site to be similar to those of the adjoining site described
above. ki
GROUNDWATER CONDITION
The advance outwash deposits underlying the subject project site are of high permeability and
would allow stormwater to seep through easily. The infiltrating stormwater would perch over a
transitional beds soil unit normally underlying the advance outwash deposits. We expect the
surface of the underlying transitional beds soil unit to be at such greater depth that groundwater
under the subject site should have little or no impact on the excavation and construction of the
subject condominium buildings.
DISCUSSIONS AND RECOMMENDATIONS
GENERAL
Based on the subsurface conditions of the site described above, it is our opinion that the site is
suitable for the development of the proposed buildings from a geotechnical engineering
viewpoint, provided that the recommendations in this report are fully implemented and observed
during construction. Conventional footing foundations placed into the medium -dense to dense,
advance outwash sand soils may be used to support the proposed condominium buildings.
GEOLOGIC HAZARDS
Landslide Hazard
The site is underlain by medium -dense to dense, advance outwash sand deposits which become
denser with increasing depth. These sandy deposits are of moderately high to high strength. The
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site is also very -gently sloped. Therefore, the risk for deep-seated landslides to occur on the site
should be nil.
Erosion Hazard
The surficial topsoil and loose to mediurn-dense weathered advance outwash sand soils are of
low resistance against erosion. The site, however, is very -gently sloped, which should make the
eros . ion potential of the site minimal. To further mitigate erosion hazard of the site, the exposed
unpaved ground within the site resulted from construction activities should be re -vegetated and
landscaped as soon as possible. The re -vegetated areas should be covered with clear plastic
sheets, as required, to protect them from erosion until the vegetation is fully established.
Concentrated stormwater should not be discharged uncontrolled onto the ground within the site.
Storm runoff over impervious surfaces, such as roofs or paved driveways, should be captured
with underground drain line systems tied to roof downspouts and by catch basins installed in
paved driveways. Water collected in these underground drain line systems should be tightlined
to discharge into a nearby storm sewer if one is available. Otherwise, collected stormwater
should be disposed onsite with infiltration trenches.
— Seismic Hazard
The Puget Sound region is classified as Seismic Zone 3 by the Uniform Building Code (UBC).
The site is underlain at shallow depth by medium -dense to dense, advance outwash sand
deposits, which become denser with increasing depth. These sandy soils are of moderately -high
to high shear strength. Also, there is a lack of presence of a continuous, extensive, static
groundwater table at shaflow depth under the site. Therefore, the potential for seismic hazards,
such as la. ndslides, liquefaction, lateral soil spreading, to occur on the site should be minimal.
The proposed condominium buildings should, however, be designed for seismic forces induced
by strong earthquakes. Based on the soil conditions encountered by the test pits, it is our opinion
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that Seismic Use Group I and Site Class D should be used in the seismic design of the triplex
building in accordance with the 2003 International Building Code (IBC).
SITE PREPARATION AND GENERAL GRADING
Vegetation within construction limits should be cleared and grubbed. The existing structures on
the site to be demolished should also have their foundations removed. Topsoil and medium -
dense weathered sandy soils should be completely stripped down to the light -brown to light -gray,
dense, fresh advance outwash sand deposit within the building pads, while topsoil and unsuitable
soils in the root zone should be stripped down to the brown, medium -dense, weathered advance
outwash sand soils within paved driveways. The exposed soils should be compacted to a non -
yielding state with a compactor and proof -rolled with a piece of heavy earthwork equipment.
TEMPORARY EROSION AND DRAINAGE CONTROL
A silt fence should be erected along the downhill boundaries of the site to prevent sediment from
being transported onto neighboring properties or the streets. The bottom of filter fabric of the silt
fence should be folded inward and anchored in place with ballast of onsite soils. Storm inlets
adjacent to the site should be covered with a filter sock which should be cleaned periodically to
prevent clogging and be removed at the completion of the construction work. The surficial weak
soils over the site are sensitive to moisture and can be disturbed easily by construction traffic. A
layer of clean quarry spalls should be placed over excavated areas and areas of frequent traffic,
such as entrance to the site, as requi red, to protect the subgrade soils from disturbance by
construction traffic. Cut and fill slopes should be covered with plastic tarp, as required, for
erosion protection.
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EXCAVATION AND FILL SLOPES
Under no circumstance should excavation slopes be greater than the limits specified by local,
state and federal safety regulations if workers have to perform construction work in excavated
areas. Unsupported temporary cuts greater than 4 feet in height should be no steeper than I H: 1 V
in the surficial topsoil and brown, medium -dense, weathered advance outwash sand soils and no
steeper than 3/4H:1V in the underlying gray, dense, fresh advance outwash sand soils.
Permanent cut banks, if any, should be no steeper than 2-1/4H:IV in the surficial topsoil and
weathered advance outwash sand soils, and no steeper than 2H: IV in the underlying dense, fresh
advance outwash sand soils.
Permanent fill embankments required to support structural or traffic load, if any, should be
constructed with. compacted structural fill placed over undisturbed, proof -rolled, dense, fresh,
advance outwash soils after the surficial unsuitable soils are completely stripped. The slope of
permanent fill embankments should be no steeper than 2H:IV. Upon completion, the sloping
faces of permanent fill embankments should be thoroughly compacted to a non -yielding state
with a hoe -pack.
The soil units and stability of cut banks should be verified by a geotechnical engineer during
excavation. The above recommended cut and fill slopes are under the assumption that
groundwater seepage will not be encountered during construction. If groundwater seepage is
encountered, the construction should be immediately halted and the slope stability re-evaluated.
The slopes may have to be flattened and other measures taken to stabilize the slopes. Surface
runoff should not be allowed to flow uncontrolled over the top of cut or fill slopes. Permanent
cut slopes or fill embankments should be vegetated as soon as possible for long-term stability,
and should be covered with clear plastic sheets, as required, to protect them from stormwater
until the vegetation is fully established.
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STRUCTURAL FILL
Structural fill is the fill that supports structural or traffic load. Structural fill should consist of
clean granular soils free of organic and other deleterious substances and with particles not larger
than four inches. Structural fill s hould have a moisture content within one percent of its
optimum moisture content at the time of placement. The optimum moisture content is the water
content in the soil that enable the soil to be compacted to the highest dry density for a given
compaction effort. Onsite, clean, sandy soils may be used as structural fill if they meet the above
requirements for structural fill. Imported material to be used as structural fill should be clean,
free -draining, granular soils containing no more than 5 percent by weight finer than the No. 200
sieve based on the fraction of the material passing No. 4 sieve, and should contain particles no
larger than four inches.
The ground over which structural fill is to be placed should be prepared in accordance with
recommendations in the SITE PREPARATION AND GENERAL GRADING and
EXCAVATION AND FILL SLOPES sections of this report. Structural fill should be placed in
lifts no more than 10 inches thick in its loose state, with each lift compacted to a minimum
percentage of the maximum dry density determined by ASTM D 1557 (Modified Proctor Method)
as follows:
Application
Within building pads and under foundations
Roadway/driveway subgrade
Retaining/foundation wall backfill
Utility trench backfill
% of Maximum DEy Density
95%
95% for top 3 feet and 90% below
92%
95% for top 4 feet and 90% below
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BUILDING FOUNDATIONS
Conventional footing foundations may be used to support the proposed condominium buildings.
The footing foundations should be constructed on or into the underlying, undisturbed, dense,
fresh advance outwash sand soils, or on compacted structural fill constructed over these
competent basal soils. To reach the fresh advance outwash soils, excavation depths of 3.5 to 4.0
feet below existing grade would be required. Footing bearing soils exposed at bottom of footing
trenches should be compacted to a non -yielding state with a vibratory compactor, and should be
covered with a minimum 4-inch layer of compacted 2-inch-minus crushed rock, as required, for
protection against disturbance by construction traffic. Water should not be allowed to
accumulate in excavated footing trenches. Disturbed soils in footing trenches should be
completely removed and replaced with compacted structural fill prior to pouring concrete for the
footings.
If the above recommendations are followed, our recommended design criteria for footing
foundations are as follows:
Allowable soil bearing pressure, including dead and live loads, should be no greater than
3,000 psf for footings poured on or into the undisturbed, dense, fresh advance outwash
soils, and no more than 2,500 psf on structural fill constructed over these competent basal
soils. The footing bearing soils should be verified onsite by a geotechnical engineer after
the footing trenches have been excavated and before the footings are poured.
The minimum depth to bottom of perimeter footings below adjacent final exterior grade
should be no less than 18 inches. The minimum depth to bottom of the interior footings
below top of floor stab should be no less than 12 inches.
The minimum width should be no less than 16 inches for continuous footings, and no less
than 24 inches for individual footings, except those footings supporting light -weight
decks or porches.
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A one-third increase in the above recommended allowable soil bearing pressure may be used
when considering short-term, transitory, wind or seismic loads. For footing foundations designed
and constructed per recommendations above, we estimate that the maximum total post -
construction settlement of the buildings should be 3/4 inch or less and the differential settlement
across building width should be 1/2 inch or less.
Lateral loads on buildings can be resisted by the friction force between the foundations and the
subgrade soils or the passive earth pressure acting on the below -grade portion of the foundations.
For the latter, the foundations must be poured "neat " against undisturbed soils or backfilled with
a clean, free -draining, compacted structural fill. We recommend that an equivalent fluid density
(EFD) of 325 pcf (pounds per cubic foot) for the passive earth pressure be used for lateral
resistance. The above passive pressure assumes that the backfill is level or inclines upward
behind the foundations for a horizontal distance at least twice the depth of the foundations below
final grade. A coefficient of friction of 0.60 between the foundations and the subgrade soils may
be used. These are unfactored values, and a proper factor of safety should be used in calculating
the resisting forces against lateral loads on the buildings.
SLAB -ON -GRADE FLOORS
Slab -on -grade floors should be constructed on firm subgrade soils prepared as outlined in the
SITE PREPARATION AND GENERAL EARTHWORK and the STRUCTURAL FILL sections
of this report. Where moisture control is critical, the slab -on -grade floors should be placed on a
capillary break which is in turn placed on the compacted subgrade. The capillary break should
consist of a minimum four -inch -thick layer of free -draining gravel or crushed rock containing no
more than 5% by weight passing the No. 4 sieve. We recommend that a vapor barrier, such as a
6-mil plastic membrane, be placed over the capillary break to keep moisture from migrating
upwards.
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DRIVEWAY PAVEMENT
Performance of driveway pavement is critically related to the conditions of the underlying
subgrade soils. We recommend that the subgrade soils under the driveways be treated and
prepared as described in the SITE PREPARATION AND GENERAL EARTHWORK and
STRUCTURAL FILL sections of this report. Topsoil and unsuitable soils in the root zone
should be stripped down to medium -dense weathered advance outwash sand soils within the
footprints of driveways. Prior to placing base material, the exposed subgrade soils should be
compacted to a non -yielding state with a vibratory compactor and proof -rolled with a piece of
heavy construction equipment, such as a fully -loaded dumptruck or watertruck. Any areas with
excessive flexing or pumping should be over -excavated and re -compacted or replaced with
compacted structural fill.
We recommend that a minimum 4-inch layer, compacted, crushed rock base (CRB), consisting of
7/8-inch crushed rock, be constructed over the above prepared subgrade soils. This crushed rock
base should be topped by 3-inch-thick Class B asphalt concrete (AC) or 4-inch-thick concrete
pavement.
ONSITE STORMWATER DISPOSAL
Stormwater collected over impervious surfaces from development of the condominium buildings
should be discharged into a storm sewer if possible. If this is not an option, then onsite
stormwater disposal with infiltration trenches may be considered. The clean, advance outwash
sand* soils underlying the site at shallow depth are of high permeability and will be able to
adequately support infiltration trenches for onsite stormwater disposal.
The Soil Surygy of Snohomish County Area of Washinglon published by in U. S. Department of
Agriculture in cooperation with Washington State Department of Natural Resources 'and
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Washington State University Agriculture Research Center, was also referenced for the surficial
soil unit at the subject residence site. According to Sheet 56 of this publication, the clean,
advance outwash sand deposit underlying the subject residence site is also classified as Everett
gravelly sandy loam 8 to 15 percent (Type 18) by the Soil Conservation Services (SCS)
Classification System. Table 14 of this same publication lists the permeability of this clean, fine
to medium sand deposit to be in the range of 6.0 to 20.0 iph (inches per hour). Based on our
experience and infiltration tests conducted in this soil deposit in nearby project sites, the in -situ
infiltration rate in this soil deposit should be in the range from 40 to 60 iph. We recommend that
an infiltration rate not to exceed 5 iph (including a minimum factor of safety of at least 4.0) be
used for the design and sizing of the infiltration trenches for the subject residence project.
The infiltration trenches should be set back at least 10 feet from adjacent buildings and 5 feet
from property lines. Stormwater collected over impervious surfaces, such as roofs and paved
driveways, should be routed into an oil -water separator/sediment control structure before being
discharged into the infiltration trenches.
Our recommendations for the construction of infiltration trenches with a single dispersion pipe
and multiple dispersion pipes are presented on Plates 3 and 4, respectively. The infiltration
trenches with single dispersion pipe should be at least 24 inches wide. Multiple dispersion pipes,
if used in infiltration trenches, should be placed at least 1.5 feet off the trench walls and spaced at
no closer than 3.5 to 4 feet on centers.
The bottom of infiltration trenches should be excavated at least 6 inches into the underlying light -
brown to light -gray, clean, dense, fi-esh advance outwash sand deposit. The soil layer into which
stormwater is to be dispersed should be verified in the field by a geotechnical engineer after the
infiltration trenches are excavated. The side walls of the trenches should be lined with a layer of
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non -woven filter fabric. The trenches are then filled with clean washed 3/4 to 1-1/2 inch gravel
or crushed rock to within about 12 inches of the finish grade. The dispersion pipes should be
constructed of 4-inch rigid or 6-inch flexible perforated PVC pipes and laid level in the gravel or
crushed rock filled trenches at about 12 inches below the top of trenches. At such elevation, the
dispersion pipes should have sufficient separation from winter high groundwater level. The
gravel or crushed rock fill should be densified to a non -yielding state with a concrete vibrator.
The top of the gravel or crushed rock fill should also be covered with the filter fabric liner. The
remaining trenches should then be filled with compacted onsite clean sandy soils.
DRAINAGE CONTROL
Building Footprint Excavation
Excavation for the footprints of the proposed condominium buildings, if encountering
groundwater, should have the bottom of excavation sloped and ditches excavated along the bases
of cut banks to direct groundwater seepage to flow into a sump pit from which water can be
pumped out of the pit into a nearby storm inlet. A layer of 2-inch crushed rocks should be placed
over firm subgrade soils under footings, as required, to protect the soils from disturbance by
construction equipment and foot traffic. This crushed rock base should be built to a few inches
above groundwater level, but not less than 4 inches thick. The crush rock base should be
compacted in 12-inch lifts to a non -yielding state with a vibratory mechanical compactor.
Building Footing Drains
A subdrain should be installed around the perimeter footings of each of the proposed
condominium buildings to minimize accumulation of groundwater under the buildings. The
subdrains should consist of a 4-inch-minimum-diarneter, perforated, rigid, drain pipe, laid a few
inches below the bottom of perimeter footings. The trenches and the drain lines should have a
sufficient gradient (0.5% minimum) to generate flow by gravity. The drain lines should be
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July 18, 2008
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embedded in washed gravel completely wrapped in non -woven filter fabric to within about 12
inches of finish grade. The remaining trenches may be backfilled with onsite soils. Water
collected by the perimeter footing subdrain should be tightlined, separately from the roof and
surface stormwater drain systems, to discharge into a storm sewer or infiltration trenches
installed pre recommendations in this report.
Runoff Over Impervious Surfaces
Storm runoff over impervious surfaces, such as roofs and paved driveway, should be collected by
underground drain line systems connected to downspouts and by catch basins installed in the
driveway. Stormwater thus collected should be tightlined to discharge into a storm sewer or
infiltration trenches.
Surface Drainage
Water should not be allowed to stand in any areas where footings, on -grade -slabs, or pavement is
to be constructed. Finish ground surface, except paved areas, should be graded to direct surface
runoff away firom the proposed condominium buildings. We recommend the finish ground be
sloped at a gradient of 3 percent minimum for a distance of at least 10 feet away from the
buildings, except in the areas to be paved.
Cleanouts
Sufficient number of cleanouts at strategic locations should be provided for the underground
drain line systems. The underground drain line systems should be maintained periodically to
prevent clogging.
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LMTATIONS
This report has been prepared for the specific application to the subject project for the exclusive
use by North Crest Development and their associates, representatives, consultants and
contractors. We recommend that this report, in its entirety, be included in the project contract
documents for the information of the prospective contractors for their estimating and bidding
purposes and for compliance to the recommendations in this report during construction. The
conclusions and interpretations in this report, however, should not be construed as a warranty of
the subsurface conditions. The scope of this study does not include services related to
construction safety precautions and our recommendations are not intended to direct the
contractor's methods, techniques, sequences or procedures, except as specifically described in
this report for design considerations.
Our recommendations and conclusions are based on soil conditions observed on the adjacent site
to the west, our engineering analyses, and our experience and engineering judgment. The
conclusions and recommendations are professional opinions derived in a manner consistent with
the level of care and skill ordinarily exercised by other members of the profession currently
practicing under similar conditions in this area. No warranty, expressed or implied, is made.
The actual subsurface conditions encountered during construction may vary from those described
in this report. The nature and extent of such variations may not become evident until
- construction starts. If variations occur then, we should be retained to re-evaluate the
recommendations of this report, and to verify or modify them in writing prior to proceeding
finther with the construction work.
LIU & ASSOCIATES, INC.
July 18, 2008
Two Condominium Buildings
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CLOSURE
We are pleased to be of service to you on this project. Please feel free to call us if you have any
questions regarding this report or need'fin-ther consultation.
Four plates attachei
'ours very truly,
nITJ & 0C
0,
S. (Julian) Liu, Ph.D., P.E.
onsulting Geotechnical Engffieer
TES, INC.
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Geotechnical Engineering
Engineering Geology . Earth Science
SITE PLAN
TWO CONDOMINIUM BUILDINGS
620 GLEN STREET
JOB NO. EDMONDS, WASHINGTON
8A060— I DATE 7/17/2008 PLATE 21
4 10
PLAN VIEW
NTS 4- rigid or 6" flexible
perforated pipe
.................. ............. r
---------------------- 1111-1� ------------------
infiltration trench
PLAN VIEW
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- — - — - — - — - — - — - — -
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- - - - - - - - - - - - - - - - - - - - - - - - L - - - - - - -
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EQUIPMENT & PROCEDURES LEGAL DESCRIPTION LEGEND
MMOD OF SURW. LOTS 7 AND 8, BLOCK 102, PLAT OF BR4CKETI'S FIRST ADDITION TO 0 SET 112- X 24- REBAR WICAP "L.S. 37536-
SURVEY PERFORMED BY FIELD TRAVERSE EDMONDS, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 8
AUDITOR'S CERTIFICATE lNMMEWA'n0N. OF PLATS, PAGE 47, RECORDS OF SNOHOMISH COUNTY; WASHINGTON. 0 EXISTING REBAR WICAP, AS N07-ED
LEICA TCRA 1105 ROBOTIC ELECTRONIC TOTAL STATION SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. /��r FOUND CONCRETE MONUMENT AS NOTED
FILED FOR RECORD THIS -- DAY OF 2008, PRECZON.- I kv,511
MEETS OR EXCEEDS STATE STANDARDS WAC JJ2-IJO-090 (PER CHICAGO TITLE INSURANCE A.LTA COMMITMENT J5214547.) RIGHT OF WAY CENTERLINE
SW OF BEaNG.
AT M., IN BOOK -- OF SURVEYS, AT PAGE THE MONUMENTED CENTERLINE OF GLEN STREET,
AS THE BEARING OF NORTH 895951" EAST, PER
AT THE REQUEST OF PACIFIC COAST SURVEYS, INC. THE GLEN STREET CONDOMINIUMS SURVEY, AS
RECORDED UNDER AFJ200612185001.
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THIS MAP CORRECTLY REPRESENTS A SURVEY MADE BY ME OR UNDER MY VA . I & A
I PROFE55IONAL LAND SURVEYING
RICK KLEM
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DIRECTION IN CONFORMANCE WITH THE REQUIREMENTS OF THE SURVEY P.O. BOX 3286
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COR EVERE7 WA 98213
[RECORDING ACT AT THE REQUEST OF RICK nEmm IN MAY, 2008. SW 114, NW 1141 SE
C24/ T.27N, R.3E., Wm.
cf) DARREN J. RIDDLE, PLS PH. 425.508.49.51 FAX 425-357-3377 DRAWN BY DATE DRAWING FILE NA E SCALE, f NO.
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GENERAL NOTES SNOHOMISH COUNTY, WA
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THE GENERAL CONTRACTOR IS TO PROVIDE SUBGRADES 4" BELOW HARD SURFACES PLUSIMINUS 1 FOOT.
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ALL STONES LARGER THAN 1.5' DIAMETER SHALL BE REMOVED FROM THE L GROWING MEDIUM.
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TOPSOIL SHALL BE PLACED AT A MINIMUM DEPTH OF 4" IN ALL LAWN AND BED AREAS.
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TOPSOIL SHALL BE TILLED INTO THE EXISTING SUBGRADE TO ELIMINATE SOIL INTERFACE PROBLEMS.
TOPSOIL SHALL BE RED—E'S WINTER MIX OR APPROVED EQUAL.
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ALL BED AREAS TO RECEIVE 2" OF FINE GROUND FIR OR HEMLOCK BARK, COMPOSITION MULCHES ARE NOT AN ACCEPTABLE
ALTERNATIVE.
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TREES
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314" HIGHER THAN THE LEVEL THAT THEY WERE GROWN IN THE NURSERY.
BARK
MULCH IS NOT TO
BE
PLACED ABOVE THE ROOT
CROWN.
ALL PLANTS SHALL AT LEAST CONFORM TO THE MINIMUM STANDARD ESTABLISHED BY THE AMERICAN ASSOCIATION OF NURSERYMEN.
LAWN AREAS ARE TO BE HYDROSEEDED WITH VAN DEN AKKER'S EMERALD VELVET MIX PER MANUFACTURER'S SPECIFICATIONS, OR
APPROVED EQUAL. REMOVE ALL STONES LARGER THAN 1" FROM LAWN AREAS.
SUBSTITUTIONS ARE STRONGLY DISCOURAGED. IF PLANT AVAILABILITY IS A PROBLEM, CONTACT THE LANDSCAPE ARCHITECT FOR SOURCES
OR ACCEPTABLE ALTERNATIVES.
IF THE SITE WORK IS DIFFERENT THAN SHOWN ON THE LANDSCAPE PLAN, OR POOR SOILS AND DEBRIS ARE DISCOVERED, REQUIRING
CHANGES TO THE LANDSCAPE PLAN, CONTACT THE LANDSCAPE ARCHITECT FOR INSTRUCTION.
THE LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR MAINTAINING THE LANDSCAPE DURING INSTALLATION, UNTIL FINAL ACCEPTANCE BY THE
OWNER'S REPRESENTATIVE.
THE LANDSCAPE CONTRACTOR SHALL WARRANTY ALL MATERIALS AND WORKMANSHIP FOR A PERIOD OF ONE YEAR, FROM THE TIME OF
FINAL ACCEPTANCE.
DURING THE WARRANTY PERIOD, THE LANDSCAPE CONTRACTOR WILL NOT BE RESPONSIBLE FOR PLANT DE4TH CAUSED BY UNUSUAL
CLIMATIC CONDITIONS, VANDALISM, THEF� FIRE, OR POOR MAINTENANCE PRACTICES. THE LANDSCAPE ARCHITECT SHALL HAVE SOLE
AUTHORITY TO DETERMINE THE CAUSE OF DEATH.
PLANT COUNTS PROVIDED ARE ESTIMATES ONLY. CONTRACTOR IS RESPONSIBLE FOR CALCULATING ALL FINAL AREA AND COUNTS.
LaWDSCAPE PLANTING SCHEDULE
TREES
SYMBOL
QYY
BOTANICAL / COMMON N"E
SIZE
CONDITION
19
Charnaecyparis nootkatensis 'Pedula' / WEEPING ALASKA CEDAR
6' MIN. HT.
B&B
3
Pyrus calleryana 'Chanticleer' / FLOWERING PEAR
1 314 " CA L.
B&B
2
Acer circinatum / VINE MAPLE
8' MIN. HT.
B&B
4
Cercidiphyllum japonicum / Katsura Tree
3 " CAL.
B&B Branched at 6'
GLEN STREET
TRELLIS SEE
DETAIL 313
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SYMBOL QTY BOTANICAL/ COMMON AAME SIZE CONDIT[ON . A A
9 Rhododendron sp.'Cunninghom White'/RHODODENDRON 21" MIN. HT. CON. GRWN, 5' O.C.
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0 19 Berberis thunbergii 'Crimson Pygmy' / CRIMSON PYGMY BARBERRY 2 GAL. CON. GRWN. 3' 0. C. a:
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Cotoneoster dommeril BEARBERRY COTONEASTER 4" POTS CON. GRWN, 24" O.C. EM �0
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07-1 BUILDING DEPARTMENT
CfTY OF EDMONDS
CITY OF EDMONDS PLANNING AND
DEVELOPMENT SERVICES
APPROVED FOR CONSTRUCTION
425.750.5965
DATE:
FEBRUARY 14, 2008
TJG JOB NO.: 08-0931
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BACKFILL WITH E)(ISI
SOIL. IF UNSUITA
SOIL IS FOUND, CONT
LANDSCAPE ARCHM
FINISH GR
NOTE: DRIVE STAKES UNTIL FIRM IN GROUND TO SUPPORT TREE.
TREE STAKING
SCALE. N7S
INSTALL 1" ABOVE
CONTAINER DEPTH
PLACE 2" LAYER OF
SPECIFIED MULCH
OVER PLANTING BED.
BACKFILL PLANTING
PIT WITH SPECIFIED
MIX OF NATIVE AND
IMPORTED SOIL.
MOUND CENTER
OF PLANTING PIT
COMPACT TO SUBGRADE
DENSITY.
CHAINLOCK TREE TIE
2" BVC ROUND STAKES SET
ITSIDE ROOTBALL
EMOVE AFTER ONE YEAR.)
,RK MULCH 2" DEPTH
'EP CLEAR OF TRUNK BASE
1. BERM/WATER BASIN
IT AND REMOVE TWINE
ID BURLAP FROM TOP
ID SIDES OF ROOTBALL.
EMOVE ALL WIRE
,SKETS.)
IMPACTED NATIVE SOIL
REMOVE UNTREATED BURLAP
1.5 D FROM TIP 1/3 OF ROOTBALL.
REMOVE TREATED BURLAP
Rootball 6 OR WIRE BASKETS
Diameter COMPLETELY.
("D") CONTAINER PLANTS —SCORE
ROOTBALLS IN 3 PLACES
Ao TO 1/2" DEPTH.
TOP DRESSING
FERTILIZER. SEE SPECIFICATION.
PROVIDE WATER
SAUCER.
FINISH GRADE OF SOIL.
PLANT TABS. QUAN11TY
ACCORDING TO MANUFACTURER'5
SPECIFICATIONS.
NOTE:
DETAIL APPLIES TO TREES, SHRUBS AND GROUNDCOVER PLANTINGS.
SHR UB PLANTING
SCALE: N7S
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COMPACTED SUBGRADE
TRELLIS
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RESUB
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IRRIGATIONNOTES
IRRIGATION TRENCH DEPTHS, 18" FOR MAINLINE, 12" FOR LATERAL LINES. TRENCHES SHALL BE FREE
OF ALL DEBRIS THAT CAN RESULT IN DAMAGE TO THE PIPING.
SET VALVE BOXES SQUARE TO ADJACENT BUILDINGS, WALKS OR PARKING.
PLAN IS DIAGRAMATIC, STANDARD TRADE PRACTICES TO BE EMPLOYED TO INSURE ECONOMY OF
TRENCHING AND SLEEVING. EXACT LOCATION OF LINES AND HEADS MAY BE ALTERED BY CONTRACTOR
TO PROVIDE BEST WATER COVERAGE. MANUFACTURER'S RECOMMENDED HEAD SPACING SHALL BE
EXCEEDED ONLY WITH PERMISSION OF LANDSCAPE ARCHITECT.
OWNER TO PROVIDE DEDUCTIEXEMPT METER AS REQUIRED BY WATER PURVEYOR.
SWING JOINTS TO BE EITHER TRIPLE SWING JOINTS OR TORO FUNNY PIPE.
LEAVE A MINIMUM OF 3' OF ADDITIONAL CONTROL WIRE LOOPED AT EACH VALVE BOX. ATTACH
CONTROL WIRES TO THE ADJACENT PIPING WITH ELECTRICAL TAPE, AT LEAST EVERY 20'. RUN 3
EACH VALVE BOX TO FARTHEST
SPARE WIRES ALONG ENTIRE LENGTH OF MAINLINE, LOOP THROUGH
VALVE BOX EACH DIRECTION.
IRRIGATION SCHEDULE
SYMBOL
7YPE
MANUFACTURER
DESCRIP77ON
Q T H TQ F
SPRAY
1806 SERIES 30 PSI 8, 10, 12', 15' RADIUS.
POP-UP
RAINBIRD
SST, CST, ES NOZZLE AS NEEDED TO PROVIDE HEAD
In
SHRUB
TO HEAD COVERAGE OR APPROVED EQUAL.
EST SST CST
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Q T H TO F
SPRAY
1806 SERIES - 30 PSI 8', 10'* 12', 15' RADIUS.
POP-UP
RAINBIRD
SST, CST, ES NOZZLE AS NEEDED TO PROVIDE HEAD
a S 0
LAWN
TO HEAD COVERAGE OR APPROVED EQUAL.
EST SST CST
1806 SERIES - 30 PSI - 8, 10" 12', 15' RADIUS.
S� sh 0 'ID
ROTOR
RAINBIRD
SST, CST, ES NOZZLE AS NEEDED TO PROVIDE HEAD
Q T H TQ F
HEADS
TO HEAD COVERAGE OR APPROVED EQUAL.
G (D E)
BUBBLERS
1804 SERIES 30 PSI 5'R STREAM BUBBLER
POP-UP
RAINBIRD
NOZZLES.
Q T F
SHRUB
ZONE#
AUTOMATIC
100 PEB SERIES WITH VALVE SIZE, GPM, AND
CONTROL
RAINBIRD
HYDROZONE #
VALVE
STANDARD OR JUMBO AS NEEDED - OR APPROVED
SIZE GPM
VALVE BOX
AMTEK
EQUAL.
METER
RAINBIRD
314 " INSTALL PER CITY STANDARDS.
DOUBLE
CHECK
FEBCO
1 Y4" 825Y - OR APPROVED EQUAL.
ASSEMBLY
QUICK
RAINBIRD
3RC W1 33D KEY - OR APPROVED EQUAL.
COUPLER
0
GATE VALVE
NIBCO
T1-1 OR APPROVED EQUAL.
Fc-1
CONTROLLER
RAINBIRD
ESP-LX Plus - 12X SERIES - OR APPROVED EQUAL.
Poc
POINT OF CONNECTION.
MAINLINE
RAINBIRD
1 Y2" SCHEDULE 40 PVC
- - - - - -
LATERAL
RAINBIRD
CLASS 200 - SEE SCHEDULE OF PIPE SIZES.
LINE
SLEEVING
RAINBIRD
SCHEDULE 40 2X'S DIAMETER OF PIPE.
PIPE SIZES
GPM
PIPE SrZE
0-8
3
14
9-15
1 so
16-22
1 !14
23-35
1 72
36-55
2
SNAP-TITE WIRE
CONNECTORS AND
EXPANSION COILS, 10
WRAPS AROUND 1/2" PIPE
DURABLE WEATHER
RESISTANT PLASTIC VALVE
BOX NTH EXTENSIONS AS
NECESSARY
INSTALL VALVE BOX 1/2"
ABOVE. FINISH GRADE IN
TURF AND 2"IN SHRUB
AREAS
FINISH GRADE
PEB SERIES ELECTRIC
CONTROL VALVE (SIZE
PER SPECIFICATIONS)
PVC ELL
4" PEA GRAVEL BASE
MAINLINE WITH PVC TEE
OR ELL
VALVE WIRE FROM
CONTROLLER
COMMON ORE FROM
CONTROLLER TO ELECTRIC
CONTROL VALVE AND ON
TO NEXT VALVE
REMOTE CONTROL VALVE
SCALE. NTS
S.E.1/4, SECTION 24, TOWNSHIP 27 N, RANGE 3 Ej W.M.
SNOHOMISH COUNTY, WA
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LATERAL LINE
IRRIGA TION PLAN
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"'C OR GALVMIZED ELL
UBLE CHECK ASSEMBLY
'C OR GALVANIZED ELL
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ASS UNION
S REQUIRED)
HEDULE 80, BRASS OR
LVANIZED NIPPLE
S REQUIRED)
MAINLINE
OR GALVAMZED ELL
NOTE:
INSTALL PER LOCAL
CODES AND
MANUFACTURER'S
RECOMMENDATIONS
INSULATE AS REQUIRED
BACK FLOW PREVENTOR
SCALE. NTS
--OF WALL
GRADE
---AD FLUSH WITH
GRADE
OP -UP SPRAY
HYLENE RISER
H AS REQUIRED)
FREET ELL
kL LINE WITH
_E OR ELL
ILE 80 NIPPLE
SWING JOINT -
PVC STREET ELL AND
PVC ELL
POP UP SPRAY HEAD
SCALE. N7S
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MAR 0 3 2016
BUILDING DEPARTMENT
CrTy Of EDMONDS
CITY OF EDMONDS PLANNING AND
DEVELOPMENT SERVICES
APPROVED FOR CONSTRUCTION
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APPLICANT:
John Rettenmier
425.750.5965
DATE:
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TJG JOB NO.: 08-0931
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BOUNDARY AND TOPOGRAPHIC SURVEY -INFORMATION
SURVEKD BY- PACIRC COAST SURVEM INC.
DA 7UU.- ASSUMED 100 00' ON 7HE MONUMEN r A r 6 7H A WNUE NOR 7H AND GOV STREET
BASS OF BEARINa THE MONUMENZED CEN7ERUNE OF GLEN S71W AS THE BEARING OF NORIH 89-5951- EAST, PER PIE GtEN STREET CONDOMINIUMS SURVEY, AS RECORDED UNDER AF000612185001.
LDT 10
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SITE INFORMA TION
SITE ADDRESS.
6201622 GLEN STREET
S17E AREA:
6,597 SQUARE FEET
ZONING.
RM 1.5
PROPOSED PROJECT-
NEW 4 UNIT CONDOMINIUM
LOT COVERAGE.
43%
PARKING REQUIREMENTS. 2 PER UNIT
PARKING PROVIDED
8 STALLS W17HIN
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NO SIGNIFICANT TREES ON SITE
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HEIGHT CALCULATIONS
A
104.99
B
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C
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TOTAL 424.07/4
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I NEW SHEF ADDED TO DIMMING 59 PER C17Y REVIEW COMMENTS DATED 8-14-15 8-28-15
2 Shift building J—feet south and ircrease fmnt decks to be 6—feet deep J-2-16
4
5
U7Z97Y CONFMCT NOTE:
7HE CONTRACTOR SHALL BE RESPONSIBLE FOR MWFVNG 7HE LOCA710N, DIMENSION AND DEPTH OF ALL EVS17NG UIIL171ES ME7HD?
SH01W ON THESE PLANS OR NOT, By POTHOLING 7FE U71U77ES AND SURVENNG 7HE HORIZONTAL AND NW17CAL LOC477ONS PRIOR TO
CONS7RUC770N. THIS SHALL INCLUDE CALLING U71UTr LOC47F AT 1-800--424-5555 AND THEN POTHOIJNG ALL OF 7HE IXS71MG
U77UTIES AT 7HER LOC4710NS OF NEW U77UTY CRMNGS To PHYSICALLY VMFY oHETHER OR NOT CONFLICTS 0ST LOC471ON OF
SAID U77LI71ES AS SHOW ON THESE PLANS ARE BASED UPON THE UNVIRRED PUBLIC INFORMA77ON AND ARE St19,ECT TO VARIATFON.
EAST ELEVATION
SCALE. 1" =10'
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LEGAL DESCRIPTION
LOTS 7 AND 8, BLOCK 102, PLAT OF BRACKETTS FIRST ADDIIION TO EDMONDS,
A CCORDING TO THE PLA T THEREOF, RECORDED IN Va UME 8 OF PLA IS, PA GE 4 7,
RECORDS OF SNOHOMISH COUNTY, WASHINGTON.
S17UAIE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON.
(PER CHICAGO 177LE INSURANCE A.L. TA. COMM17MENT 1521454Z)
PROJECT CONTACT MST
OWNERIDEVELOPER: Cl WL ENGINEER: ARCH17ECT.-
JOHN RET7NMIER DONNA L. BRESKE, RE NASH & ASSOCIATES ARCH17ECT5
PHONE (425) 750-5965 6621 FOS7ER SLOUGH RD. 8003 118 7H A VE NE
john.rettenmierghotmall.com SNOHOMIW WA 98290 KIRKLAND, W4. 980JJ
PHONE. (425) JJ4-9980 PHON& - (425) 828-4117
EMAIL donnabreske@comcast.net EMAIL: nosh—orchitects.com
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SHEET INDEM I APPROVED FOR CONSTRUCTION
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SHEET 1
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S17E PLAN
CITY OF EDMONDS
SHEET 2
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TESC. & GRADING PLAN
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SHEET 3
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DRAINAGE, PAWNG, SEWER & WATER
SHEET4
SHEET 5
OF 8
OF 8
FRONTAGE IMPROWENT & TESC DETAILS
N07ES & DETAILS, DRAIG, DCVA & FENCE
DATE:
SiR EET FILE
SHEET 6
OF 8
DETAILS, PAVING & SIDEWALK
SHEET 7
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TRAFFIC CONTROL PLAN —FRONTAGE
SHEET 8
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CIT "ENEERING�IMSION 6201622 GLEN STREET
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PMPMED B K . SITE PLAN RESUB
DONNA L. BRESKE MAR 0 3 2016
., P.E. FOR BUILDING DEPARTNIEfff
6621 FOSTER SLOUGH RD. CITY OF MMONDS
SNOHOMISH, WA 98290 JOHN RETTENMIER 4—UNIT
PHONE: (425) 334-9980 TAX 0: 00395710200700 PFN: BLD20150771
DonnaBreske@comcast.net DEVELOPER John Reffenmier, Phow 425-7W-5965
SCAM. 1!= 10' 1 HSU DAM: 11-18-15 SM NO. I OF 8
NW 114., SEC 24, TWP 27N., RNG 03E,
W. M.
GLEN STREET
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MAINTENANCE- OF SILTATION BARRIERS.- G)
SLTA77ON BARRIERS SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED
RAINFALL NECESSARY REPAIRS 7D BARRIERS 01? REPLACEMENT SHALL BE ACCOMPLISHED PROMPTLY SEDIMENT
DEPO-97S SHOULD BE REMOVO AF7D? EACH RAINFALL THEY MUST BE REMOVED HHEN 7HE LEIv1!L OF DEPOS1710N
REACHES AFPROVUAIELY ONE-HALF THE HECHT OF IHE BARRIER. SHALL BE DRESSED 70 CONFORM 70 7HE EVS71NG
GRAD& PREPARED AND SEEDED. ANY SEDIMENT DEPOWS REMAINING IN PLACE AFTER 7HE BARRIER IS NO LONGER'
REQUIRED.
BOUNDARY AND TOPOGRAPHIC SURVEY INFORMATION
SURIEYED BY- PACIFIC COAST SURVEM INC.
DA IUM. ASSUMED foa oo' ON THE MONUMENT AT 67H AVENUE NORTH AND GLEN STREET
BASS OF BE41?/Na 7HE MONUVENTED CENTERLJNE OF GLEN S7REET, AS THE BEARING OF NOINH 89-59-5f - EAST,
PEI? 7HE GLEN S7REEr CONDOMINIUMS SURVEY, AS RECORDED UNDER AFflOO612185001.
OF EROSION CONTROL ELEMENTS: 0
ALL EROSION AND SEDIMENT CONIROL BYPs SHALL BE REGULARLY 1111.5RECAD AND MAINTAINED BY 7HE OWD? 70 DvSURE
COIV71NUED PERFORMANCE OR THEIR INTENDED FUNC71ON ALL MAINTENANCE AND REPAIR 91AU BE CONDUCTED IN
ACCORDANCE IWIH THE MANUAL AND VNIIL CONSIRUC71ON AND LANDSC-4P1.NG IS COMPLETED AND INE POTENTIAL FOR
ON-97F EROWN HAS PASSED.
SIL TA 77ON BARRIERS 91ALL BE INSPECTED IUMEDIA TEL Y AFTER EACH RAINFALL AND A T LEAST DAIL Y DURING PROLONGED
RAINFALL SEDIMENT DEPOSITS SHOULD BE REMOVED AFTER EACH RAINFALL THEY MUST BE RmViv mEN THE LEVEL OF
DESPOSHON REACHES APPROVMATELY ON -HALF OF THE HfIGHT OF THE BARRIER. ANY SEDIMENT DEPOS17S REMAINING IN
PLACE AFTER 7HE BARRID? IS NO LONGER REQUIRED SHALL BE DRESSED 70 CONFO1?M 70 THE EVS71NG GRADE, COMPOST
AMENDED AND SEEDED AN DOR OTHERWSE PERMANENTLY SIABIUZED.
07HER 8MPs AS REQIUIRED BY 7HE CITY AND APPROPRIATE FOR 7HE SITE' 70 MIRGATE 7HE EFFECTS OF INCREASED RUNOFF
SHALL BE APPLIED.
GRADWG QUAN77
CUT- 250 CY
FIU: 10 CY
GRADING QUAN71TIES ARE ROUGH
CALCULA TONS 7HA T DO NOT TAKE
IN70 ACCOUNT WIRINKAGE OR
SMWGE
ALL DISIURBED AREAS� (NOT 07HOWSE COM?ED BY IMPERVIOUS AREA), ON
AND OFF 97& SHALL MEET 7HE COMPOST AMENDED REQUIREMENTS OF BYP
M13 IN THE 200.5 DOE STORMWAM? MANUAL VOLL)WE V, CHAPTER 5
CALCULA TED AMENDMENT RA 7ES MAY BE MET 7HROVGH USE OF Ta%VL AND
DUFF FROU THE PROPERTY AMENDED 70 MEET THE CARBON 70 N17ROGEN
RAW REQUIREMEN M AND MEETING THE CON 1AMINAM T STANDARDS OF GRADE
A COMPOST
TOPSOIL DEPIHS SHALL HAW A MINIMUM DEP7H OF E7GHT INCHES EXCEPT
IWD?E W ROOTS LIMIT THE DEPTH OF INCORPORA770N OF AMMENDM07S
NEEDED 70 MEET 7HE CRITERIA.
SUBSOIL BELOW THE IVPSOfL LAYER SHOULD BE SCARIFIED AT LEAST 4
INCHES Iff TH SOME INCORPORA 7101V OF 1HE UPPER MA MWAL 70 A VDID
SIRATIFIED LAYERS IVIERE FE49BLE
COIVSIRUC71ON SWPP` B"ENTS
(EUIWENT I., MARK CLEARING UM17S, PLAS77r, METAL OR, STAKE WRE FENCE MAY BE
DUSED 70 MARK 7HE CLEARING LM17S
ELEMENT k ESTAWSH CONSTRUCHON ACCESS USE E)9S71NG PAVED DRIVENAY
ELOVENT a- CONTROL FLOW RATES
ELEMENT 4. INSTALL SEDIMENT CON7ROLS,
ELEMENT 5. SIABIUZE SOILS, SOILS 70 BE STABILIZED AS US70 IN 7HECOVE? MEIHOD
NOTES.
ELEMENT 6. PR07ECT SLO1%'1 CUT AND FILL SLOPES 91ALL HE DESIGNED AND
CONS7RUCTED IN A MANNER THAT WILL MINIMIZE EROSION.
ELEMENT 7- PROTECT DRAIN INLETS
ELEMENT & SrABIUZE CHANNELS AND OUTLEM NIA
ELEMENT 9: CONIROL POLLUTANTS. ALL POLLUTANTS, INCLUDING WASTE MATERIALS AND
DEMOLJ71ON DEWS 7HAT OCCUR ON-97E DURING C0NS7RUC71ON SHALL BE HANDLED AND
DISPOSED OF IN A MANNER 7HAT DOES NOT CAUSE CONTAMINA770N OF S70RUWATER.
ELSWENT I& CONIROL DE-RAhERING.
ELEMENT It. MAINTAIN BMP&
ELEMENT fl- MANAGE THE PROECT
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LEGEND
SITE GRADING AND EROSION CONTROL NOTES:
EXISTING
EVSHNG MONUMENT AS N07ED
EVSIING PIPEIREBAR AS N07ED
ALL GRADING SHALL COMPLY 70 CHAP7EI? 18 OF IHE INTERNA710NAL BUILDING CODE
(LD)
COURSE OR DISTANCE PER LEGAL DESC.
2 THE PLACEMENT OF EXCA VA TED MA WWAL MOE CONSISTENT NIIH SAFEW AND SPACE CONSIDERA IIONS SHALL BE
83 Icv
IRRIG47ION CONIROL VALVE
PLACED ON 7HE UPHILL SIDE OF TRENCHES
j. TE&C, MEASURES SHALL BE INSTALLED PRIOR 70 ANY SITE WRK (SEE ATIACHED DETAILED TE&C, PLAN).
ED WM
WA TER METER
FH
FIRE HYDRANT
4. PUBLIC SIRCEIS ARE 70 BE KEPT CLEAR OF DIRT AND DEWS DURING EXCAV477ON AND FILL OPERAIIONS.
WV
WATER VALVE
4. STOCKPILES ARE 70 BE LOCATED IN SAFE AREAS AND ADEQUATELY PROTECTED WININ 24 HOURS 70 PREVENT
PP
PORIER POLE
EROSION. HYDROSEED PREFERRED.
C- GA
GUY ANCHOR
6 DURING PERIODS OF NET WAINER, THE GRADING CONTRACTOR 91AU TAKE ALL PREC,40ONS 70 LIMIT SURFACE
DISTURBANCE AND PR07ECT IHE 37F GRADING AREA FROU EXCESSIVE' RUNOFF DWON.
-X—X—
FENCE
Z AREAS 70 RECHIC FILL 91ALL BE CLEARED OF ALL WGETA710M AND DELETMOUS MATm?.
0 CB
04TCH BASIN
a ALL FILL MATERIALS USED SHALL BE FREE OF WGETA71ON AND DELETERIOUS MATTER AND SHALL NOT CONTAIN ROCKS
G —
GAS LINE
GREATER THAN 6 INCHES IN DIAMETER
:W—
WA TER LINE
9. SMUCIURAL FILLS SHALL BE PLACED IN 8' 70 100 7711CK LOOSE HORIZONTAL LIFTS AND SPREAD UNIFORMLY
SD—
STORM DRAINAGE UNE
—SS—
SANITARY ME? LINE
ta ALL smucium FILLS giALL BE compAc7ED 70 A MINIMUM OF 95X OF MAMMUM DEN9TY AS DETERMINED BY MODIFIED
OSSMH
SANITARY SERIER MANHOLE
PROC7OR TEST (AS7M D-1557-70).
ROCKERY
It- DISIURBED AREAS TO BE STABIU20 1417H HYDROSEED OR SIRAW MULCH WTHIN 24 HOURS OF COMPLE77ON OF RAIAL
GRADING DURING NET NFAIHER
PROPOSED
@
STORM DRAIN MANHOLE
COVER METHODS:
0
C47CH BANN
PR07ECT DISIURBED SLOPES BY MULCHING (2�-4- IHICKNESS). THIS CAN BE DONE BEFW OR AFTER
>
INVIERTICULVERT
PERMAAIENr SEEDING, THE T?PES OF MULCHES AVAILABLE ARE DESM80 BELOW (TAKEN FROVf INE
SEVIER MANHOLE
D.O.E I).
SIRAW - MOS 'COMMONLY USED IN CONPJNCIION NITH SEEDfNa 17S USE IS RECOMMENDED AHERE IMMEDIATE PROTEC77ON
-&
FIRE HYDRANT
IS REQUIRED AND PREFERABLY *HERE INE NEED FOR PR07EC7701V RILL BE LESS IHAN 3 MONTHS 7HE STRAW SHOULD
0
WA M? METER
COME FROM WEAT OR DAM AND MAY BE SIWAD BY HAND OR MACHINE SIRAW CAN BE RINDBLOON AND MUST BE
N
VAL W
ANCHORED DONN (ROLLING OR PUNCHING W70 SOIL. COvmNG A! 7H NETTING, SPRA nNG TA=ER).
CORN STALKS - THESE SHOULD BE 91REDDED IN70 4 70 6-INCH LENGIHI STALKS DECOMPOSE SLOREY AND ARE
X-1
Fli
BEND
TEE
RESISTANT 70 WNDBLOW
10.
THRUST BLOCKING
WOOD CHIPSAARK CHIPS - SUITABLE FOR AREAS THAT RILL NOT BE CLOSELY MONO, AND AROUND ORNAMENTAL
1*
REDUCER
PLANTINGS CHIPS DECOMPOSE SLO*t Y AND DO NOT REQUIRE 7ACRING, WOOD CHIPS MUST BE 7REA TO NF7H 12 POUNDS
N17ROGEN PEI? TON 70 PREVENT NUTRIENT DEFICIENCY IN PLANTS (NOT NECESSARY FOR BARK). MOOD AND BARK CHIPS
I
CAPIPLUG 01? MECH. JOINT
TEND 70 RASH DORN SLOPES OF MORE THAN 6 PERCENT AND CREATE PROBLEMS BY CLOGGING INLET GRA 7M ETC AND
c
PLISH-ON JOINTINUS
ARE THEREFORE NOT RECOMMENED FOR USE IN THOSE AREAS
#
COUPLING
WOOD FIBER - USED IN HYDRO -SEEDING OPERARONS; APPLIED AS PART OF 7HE SLURRY IHIS FORM OF MULCH DOES NOT
CnMCIR
ROCKERY
PROVIDE SUFFICIENT PROIEC770N 70 DW&E SOILS 70 BE USED ALONE DURING THE HEAT OF SUMMER OR FOR LATE FALL
SEEDINGS. MOD FIBER HYDRO -SEED SLURRIES MA Y BE USED 70 TACK SIRA W MULCH. INIS COMBINA 71ON 7REA IMENT IS
MODULAR BLOCK WALL
RIELL SUITED FOR STEEP SLOPES AND CRI71CAL AREAS
SILT FENCING
NETS AND NA 7S - USED ALON& NET77NO DOES NOT REIAIN SOIL M01S7URE OR MODIFY SOIL TEMPERA WRE IT STABILIZES
FENCE
THE SOIL SURFACE NHILE GRASSES ARE 8BNG ESTA&ISHED, AND IS USEFUL IN GRASSED WATERWAYS AND ON SLOPES.
CLE4RING LINITS
L16HT NETTNG MAY ALSO BE USED 70 HOLD 07HER MULCHES IN PLACE 11S RELA77WIY HIGH COST MAKES IT MOST
SUITABLE FOR WALL SITES
TEMPORARY COVEWD
MWPORARY SEED TO PROVIDE SOIL STABILIZA 71ON BY PLAN71NO GRASSES AND LEGUMES TO AREAS *11CH WOULD NEWAIN
BARE FW MORE THAN 7 DAYS (FROM MAY 1 70 SEPT 30) OR 2 DAYS (FROM OCT 1 70 APRIL 30) PHERE PERMANENT
COVER IS NOT NECESSARY OR APPROPRIATE A MINIMUM OF 2-4 INCHES OF 77LLED TOPSOIL IS REQUIRED FOR IHE
SEEDBED. PLAN71NO 91OLILD PREFERABLY BE DONE BETRIEEN APRIL I AND JUNE 30, AND SEPT I 7HROUGH OCT it. IF
PLAN71NG IS DONE IN THE MONTHS OF JULY AND AUGUST, IRRIG47ION MAY BE REQUIRED. F PLAN77NG IS DONE BETIM
NOV I AND MARCH 31, MULCHING 91ALL BE REQUIRED IMMEDIATELY AFTER PLANTNG. THE SEED MIX OF RE07OP(IOX),
ANNUAL RYE(40X), CHERINGS FESCUS(40X), AND NHITE Dumamoov SHALL BE USED AS A GUIDE (SVCHOWISH
COUNTY TO APPROW SEED MIX). WYDRO-SEED/NG' APPUCA7101VS WTH APPROVED SEED-MULGH-FERTILIZER MIX7URES
MAY ALSO BE USED. THE SOIL COVER METHODS LISTED UNDER 'COVER DURING WINTER CON0177ONSO MAY ALSO BE USED
AS TEMPORARY COVER AT MY 77ME
a -EAR PLAS77C COVERING PR07ECT DISIURBED SLOPES BY COVIERING N17H CLEAR PLAS77C, THIS MEIHOD
OF COW? IS GOOD FOR PR07EC77NO BARE AREAS MICH NEED IMMEDIATE COW? AND FOR WNTER
PLANIINGS IT IS ALSO QUICK AND EASY 70 PLACE 7HE SHEETING WILL RESULT IN RAPID, IOOX RUNOFF
RHICH MAY CAUSE SERIOUS EROSION FROOLMS ANDIOR FLOODING AT 7HE BASE OF SLOPES UNLESS THE
RUNOFF IS PROPERLY INMWIED AND SAFELY CONVIENED BY A COLLEC71NG DRAIN. 7HIS IS SIRICILY A
TEMPORARY MEASUR& SO PERMANENT STAOIUL47ION IS STILL REQUIRED. THE PLASTIC MUST BE ANCHORED.
CLM PLAS17C SHEIFUNG 91ALL HAW A MINIMUM IHICKNESS OF 6 MIL AND MEET 7HE REQUIREMENTS OF
RISDOTIAPRA, SEC71ON 9-It5. COWRING 91ALL BE INSTALLED AND MAINTAINED 71GHTLY IN PLACE BY
USING SANDBAGS OR TRES ON ROPES WTH A MAMMUM 10 FOOT GRID SPAaNG IN ALL DIRECRONS, ALL
SEWS 91ALL BE TAPED OR M96HIED DOW FULL LENGIH AND THERE SHALL BE AT LEAST A 1 70 2
FOOT OMW OF ALL SEAMS SEAMS SHOULD 7HEN BE ROLLED AND STARED OR TIED. COVEWNG SHALL
BE INSTALLED IMMEDIATELY ON AREAS SEEDED BETREEN NOV 1 70 MAR 1. AND REWAIN UNIX WGETA77ON
IS FIRMLY ESTAWSIED. NHEN IHE COW?ING IS USED ON UNSEEDED SLOPM IT 91ALL BE LEFT IN
PLACE UN 71L THE NEXT SEEDING PERIOD. SHEIING SHOULD BE 700 IN AT THE 70P OF 7HE SLOPE 70
PREVENT SURFACE FLOW BEIVE47H THE PLASIla SHEETING SHOULD BE REMOVED AS SOON AS IS
POSSIBLE ONCE WGETA IION IS WELL GROW 770 PREVENT BURNING THE WGETA 71ON 7HROUGH THE PLASIIC
SHEETING.
RN. DESCM77ON DATE
I CHANGE SHEff NUMBERING AND RE-RaE4SE AS PART OF 7-SHEET SET 8-28-15
2 SHIFT BUILDING J-FEL7 70 THE SOUTH 3-2-16
3
4
—5
V7ZUTY CONFMCT NOTE:
THE CONTRACTOR SHALL BE RESPONSIBLE FOR WRIFYING 7HE LOC477ON, DIMENSION AND DEP7H OF ALL EVSIING U77LITIES WIFIHER
SHORN ON INESE PLANS OR NOT BY POIHOUNG NE U77LI71ES AND SURWWNG 7HE HORIZONTAL AND V071CAL LOC47IONS PRIOR 70
CONS7RUC770N. INS SHALL INCLUDE CALLING U71UTY LOC47E AT 1-800-424-5555 AND 7HEN P07HOLING ALL OF 7HE EVS77NG
U71U77ES AT 7HETR LOrA471ONS OF NEW U77UTY CRWNGS 70 PHYSICALLY VRIFY IWEIHD? OR NOT CONFLICTS EXIST LOC47ION OF
SAID U711.177ES AS 910VON ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMA770N AND ARE SU&,ECT 70 VANA710N.
mwl)-50-10�1
D ONNA L. BRESKE., P. E.
6621 FOSTER SLOUGH RD.
SNOHOMISH, WA 98290
cl§ PHONE: (425) 334-9980
r DonnaBreske@comeast.net
c3b
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATE:
BY: — vl—,�,l j
bl� dENGINEE WASION
z
W
n
z
6201622 GLEN STREET
EDMONDS, WA
TESC & GRADING PLAN RESU
FOR MAR 0 3 201
JOHN RETTENMIER 4—UNIr
TAX /D: 00395710200700 PFN. BLD20150771
DEVELOPER- JOHN REIliENUIER, PHONE- 425-750-5965
SCALE. I!= 20' 1 ISSUE DATE: 11-09-15 1 SHT NO. 2 OF 8
1XSI1NG FH AT THE CORNO? OF 67H AVE- N & GUN STREET
8' C/ 8"CI
/7;;�7 7777
BY ELEVARON 100.00'
CY PIPE INSTALLED AS PART OF MICHEL CONSTRUCTION 21aff
CONDO PR0,ECT LOCA IED AT 618 GLEN STREET AND
ADJAbENT TO THE REST OF SURECT DEVELOPMENT
C8 RIM 102.27'
-12 = 98.72
4- PVC (S) = 98.72'
1Ej(E)--9&72-1N NEW e6
"OX //7L74-� S
COWRE7E SIDEWALK
Lime: / 178'
0TY nF FnAdnNnS S17F CLASVRCA77ON MRKSHEET
T)pe
Am (square feet)
on egulat ed
N -R
Exempt
Regulated
Replaced
0
0
New (Post 1977)
444444-)
+
4,926
4.
Total qeplated M 9 Area
(Mitigation Required if in exc71W2000 sf)
4, 926
a
rotat Area urugated by adsting stormwater managment sptem(s)
0
6.
Regulated Arm Not Yet Mithgated
0
Z
Arm proposed to be MfUgated by Low Impact Development Techniques
0
8.
Area proposed to be Mittgated through Conventknaf SM Techniques
4926
0.51
DRAINAGE BASIN
SHELL CREEK DRAINAGE BASIN
ROW Q
308
NW 1 SEC 24., TWP 27N., RNG 03E., W.M.
20 RGVX 2* RGV
7-1
U77LITY PATCH PER REMOVE EVSIING WATER ME7ER.
CUT & CAP AT THE WATER MAIN.
6
EDMONDS SID E2.3
KU T LINE 3' FROM PROPOSED FA CE OF CURB TO
DRIVEWAY ENTRANCE
r6 ALLOW FOR MINIMUM 2' ASPHAL T PA 7CH BACK. HEA T
& TACK SEAL NTH ASPHALT SEALER
ID
PER SM . E2.26
Al"!
-2
W 2-48-6 ;� 71CAL CURB r9
ER SM. EZ8
GLEN STREET R
Z MP= f0187 po
IV a09*51*
--Cbr-1, TYPEII
TOP= 103. 18 1
1E(S�W,E)=9q.JJ
W1
STREET TREE (2 TYR) ft
SEE LANDSCAPE PLAN
SIDEWALK
9? SID E2.1J
COU MAILBO)ES
.1 WA F
4 LANDaGAPE 1.4
7 CONCRETE kIWA
g"LV, Coh Ln
FOUNP REBAR AND CAP. LSJ8977 AT
V �Y7�
CONCRE RSI E w
di. I * - . PROPERTY CORNER.
0
Ir
FOOTING DRAINS
tANDSCAPE PLAN $ff DETAIL THIS
120 ROOF OVS*HANG -;-�--15' BS6L
DECK -'L
DECK . -t< --------XARD DRAIN 0
4 IW=104.8
IE=101.60
1�.99 �c
GE PAD 105.9
1050 Q)
'U" F Flo-
4.
1�11120 ROOF OVERHANG
'N WINnER RO"aW, 7
LOCAPON, = & TYPEI
ro BE spraRM BY1
RRE SPR1NkLE7?1 NOTE- ROOF DRAINS ARE 70 BE
COMPANY CONNECTED 70 YARD I)RAINS
F
L
NEW 4 UN17 CW"INIUM B(ZILDING
'd '14 IF LORR 0 10100'
C1 10' BSBL
LOT 9
LOT 7 LOT 8
RISER ROOM LOCA100 wJ
/* 4 GROUND FLOOR
F---7 F- J--7 F --1
1 1 1 V0 j+ cmu^r r1w - I
VER77CAL CURB C3 �kCa AM? UNE 70
#�G W
11-01 IJ OBTNN A ISRE ERINKip 10"
.4 LINE 'AND ;F DO TIC
2p -2% WAO LINE INSW OCVA
OWN SW,
-2% -2% MIN. 80 LF '0j R? Ur 0
222 7V I FULL R1 Ra Ip/p/ G
L t
.2 INTERCEPTOR 7RDICH Bm,
An RRE &Pd SIOVER.
3* COUP. DEPTH CLASS "B"
-j C,
cn
SAWCUT NOTE. NEAT LINE CUT, CLEAN, HEAT & ASPHALT CONCRETE &WAGE FAD awGE P41) CS TOP=104.8
TACK EDGES KITH SEALER CSS-1 AND SEAL WTH YARD DRAIN C ELEY - 105.0 ELEY = 1010
3" COMP. DEPTH ATR 70P=104.6 I IE= 10114
HOT ASPHALT CEMENT. CUT SHALL BE AT LEAST PZ C D
1.0' INSIDE EXISTING EDGE OF PAVEMENT 6m MIN. COUP. DEPTH 106.26 106.86
GRA VEL BASE
60 SANITARY SEVER CLEMOUT---- 1111MI111 111 1MMITM
RONTAGE IMPROVEMEN IE=101.50
GLEN STREET F cop 'i WMCH DRAlff MP=104.95- .
N. T S.
20p
CURB- & GU= NOM
1. IF ANY POR71ON FO THE EXIS77NG CURB, NEST OF THE PROJECT SITE, IS DAMAGED DURING
INSTALLA77ON OF THE STORM DRAINAGE SYSTEM IT SHAU BE REMOVED AND REPLACED TO
CITY STANDARDS.
Z DUE TO EXIS71NG CURB ELEV77ONS ON GLEN STREET, THE GUTTER PAN OF 774E NEW
Not +
�p Dc
6"
;e E)QS11NG S1W NEW 2 DOM
4
4
A
F -�EBAR AND CAP,
OUND
LS22969 I AT PROPERTY CORNER.
IRELLIS; SEE LANDSCAPE PLAk
2* WATER LINF-190' L)NE C900 PWITO-
SPRINKLER RISER ROOM AS SHOW1
NECT INZERCEPTO? TRENCH 70
9f 7H 4 - SOLID P VC 0 2 OX MIN.
CB-4, Tff
SOLID UO
7W--104.6 FA
1E(NE)=99.W
IE(S)=101.2
IE(E & 0=101.2
5t--4* PW 0 IOX
B
YARD DRAIN J/2
W=104.7
1�1�IE=101.7
)ARD DRAIN CWN&
F007ING DRAINS 70 YD
70P=104.85
IE=101.0
308 LOT 5 LOT 6
0.
I ZO, 2.5'
SIDEWALK LIGHT BOLLARD
RAO LIGHTING MODEL- BUD-35
36- HIGH (4 TYR)
AU 4
2W-6w PVC SIDE SM 15-B6
0 ZOX MIN. SLOPE
C8 RIM 105. CON ETE DPVV1CW4r C&CRE DR�IVEWAY
55
8- RCP (W) 104.25' <
-'*%VMCE DETNL < 4
J' RCP (SE) 104.55 r15
IRA91
8797
�1� < Ile
4
LOT 10
FOUND REBAR AND �AP, L,-j8.977a2' EAST OF
PROPERTY CORNER.
I
Ssco my = 10am,
N 89 15,9151 PE IrA96'
Jdr.�-
FOUND NAIL AND �KASHERLS22�69 0. 1' EAST OF --4 .. ................. . ..... .. <
PR dP- T Y -CO-R-ME) f
-0-
6�
117-7
8* CLAY
SS
80 CLAY
60 SANITARY SEM za,
r
RE-LLX41E E)USA(G 77LJTY POLE PV?
CLEANOUT W1 12 CAST
IRON LAMPHOLE COVER.
PUD TS.
ASPHALT 7RAN97ION KI 8
20 ASPHALT OVERA Y FROM PROPERTY
SANITARY SM 6' PVV SIDE SERR COIVNEC77ON LINE 70 PROPERTY UNE GNND A 14 THICKENED EBMWE AT 6
1E = 101 1 MUMUM. CONTRACTOR TO VERIFY REQUIRED PER DEIAIL 6,-
IF INM?T ISOM TER THAN 101.0 AND THE REQUIRED �Ow- 6
29 MIN. SIDE SEM SLOPE OWN07 BE GOMM,
CONTRACTOR IS 70 CONIACr ENGINEE)? OF RECORD.
CURBIGUTTER MLL BE PAVED OVER. CURB AND GUTTER SHALL BE CONSMUCTED Ru. DESCRFUON DATE
CONSISTENT WTH CITY STANDARDS. 1 Add Frvntage Improvent Detail, Aedress City Review comments per letter dated B-14-15 8-28-15
2 Add CB14 to ensure I private cmnection to main per City review 10-26-16, Move bldg 3-2-16
3
4
BOUNDARY AND TOPOGRAPHIC SURVEY INFORMATION Know what's below. 5
SURWM BY- PAaRC COAST SURVE'M 1Nr.
Call 811 two business days ffHEff.10ffNRAcCO3,fiRm,,ffALL 'BEOTRESPON&BLE FOR W?1F)ING 7HE LOCATION, DIMENSION AND DEPTH OF ALL EVS77NG U77LIlIES IWEIHER
DA 7UM.- ASSUMED 100. 00' ON THE MONUMENT A T 6 7H A VENUE NORTH AND GLEN STREET SHO1W ON THESE PLANS 01? NOT, BY POTHOLING ME UTILITIES AND SURVENNG THE HORIZONTA AND VERTICAL LOCATIONS PRIOR TO
BASIS OF BEARINa THE MONUMDVIED CENM?UNE OF GLEN STREET, before you dig. CONSTRUCTION!. MIS SHALL INCLUDE CALLING UTILITY LOr.47E` AT 1-800-424-5555 AND THEN P07HOLJNG ALL OF THE EVS71NG
AS THE BEARING OF NORTH 8959'51* EAST, PER THE GLEN STREET CONDOMINIUMS SURVEY, AS RECORDED UNDER AFP006 UlIU77ES AT THEIR LOC4710NS OF NEW UTILITY CROZNGS 70 PHYSICALLY VE1WFY WETHER OR NOT CONFLICTS EVST LOCATION OF
SAID UlIU71ES AS SHOW ON THESE PLANS ARE BASED UPON THE UNVMRED PUBLIC INFORMA770M AND ARE SUBZCT TO VARVA710N.
ASPHALT
i.gaor
4
'A'
T-
I
C0 RIM = 105. 11'
12- HOPE (N) = 98.81'
12- HOPE (SW) = 100.61'
12- RCP (SE) = 99.21'
0
0- 5 10
15
Scale 1 10'
CB RIM = 104.94'
12* HDPE (NEY = -101.5,e
4- PVC` (SW) = 101.74-
CASPERS STREET
jWz
VICINNY MAP
A, >
& HAUL BOUTE
N.TS,
LEN ST,*j
z
n -&F -
D
z
SITE
co BELL
0)
15�
cn
MAIN STREET
Lq
DAYTON STREET
Cn
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cn
WALNUTSTREET
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W
z
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z
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PINE STREET
6' OR 40 PIC FDOMG
WM auccWH (TVP)
SOLID HWE LOOM LID
V No I
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATE: 26& 11 �2
ik-
ADS M-12 MSM-12'MA
;IMM PB*M70 HOLES
6201622 GLEN STREET
EDMONDS, WA I
PREPARED BY.- I ROAD DRAINAGE WATER & SEWER PLAN
DONNA L. BRESKE, P.E. FOR RESUB
6621 FOSTER SLOUGH RD. JOHN RETTENMIER 4 - UNIT MAR 0 3 1016
SNOHOMISH., WA 98290
PHONE: (425) 334-9980 TAX ID: 00395710200700 PFN: BLD20150771 BUILD111401 DEPf RTMEh
CITY OF Mh ONDS
DonnaBreske@comcast.net, THOT.- John Reffenmkr, Phme-' 425-750-5965
1 SCAM. I m�= 10' 1 ISSUE DATE. 11-09-15 SHT NO. 3 OF 8
NW 114, SEC 24, TWP 27N., RNG 03E. W.M.
: a
0
leifl
FILTER SOCK VATH
OVER FLOW HOLES
A
CATCH BASIN
4:
THIS APPLICATION SHALL BE
MAINTAINED AT ALL TIMES DURING
CONSTRUCTION PERIOD.
SEDIMENT SHALL BE REMOVED ON
A REGULAR BASIS TO MAINTAIN
FILTRATION EFFECTIVENESS.
CITY INSPEC11ON REQUIRED ON ALL EROSION CONTROL
MEASURES BEFORE WORK CAN BEGIN. I
TEMPORARY SEDIMENT TRAP FOR CBS e-n
/ 2
NOT TO SCALE Edmonds S7D E1.3 \, 2
IXS77NG RI AT 7HE CORNER OF 67H AWE N & GLEN S7REE7T
MIN. RADIUS
QHA Ry SPALLS
24 4 ' MIN ? IA
8 _1 2 MIN DEPTH
,"QUIRED ON A0
ZOL MEASURES
BEGIN. PROVIDE FULL WIDTH OF INGRESS/
7z EGRESS AREA
CONTRACTOR SHALL MAINTAIN TEMPORARY CONSTRUCTION ENTRANCE
DURING THE CONSTRUC71ON PERIOD.
STABILIZED
CONSTRUCTION ENTRANCE (go
NOT TO SCALE Edmonds S7D E1.2
W
80 Cl
-9-
_/777 7111 ///7--7-/
BY ELEVA17ON 100.00'
co PIPE INSTALLED AS PART OF MICHEL CONSIRUC77ON
COMBO PROECT LOC,47ED AT 618 GLEN SIREET AND
ADJAbBVT TO 7HE REST OF SUBECT DEVELORMiNT
80 C1
CS RIM = 102,27'
12- N-12 (W) = 98.;
4- PVC (S) = 98.72'
IE(E)=9a 72-IN NEW
1-ox Sly2t±Z=
4 4 CONtREX SIDEWALK
4'
178'
ulu-
FILTER FABRIC
SECURED M 2n X 2"
14 GA. WIRE FABRIC
EQUAL
2" X 2" WOOD OR
EQUIVALENT 2'-Ow
-ON
8*- 12"
FILTER FABRIC MATERIAL IN
CONTINOUS ROLLS. USE STAPLES
OR WIRE RINGS TO ATTACH
FABRIC TO WIRE.
WIRE MESH SUPPORT I
TO SUPPORT FILTER F
_BURY BOTTOM OF FILTER
U MATERIAL 8" M 12"
8* 6' MAX.
PLACE 3/4--l.5- WASHED GRAVEL IN
THE TRENCH AND ON BOTH SIDES OF 2" X 2" WOOD POSTS OR
FILTER FABRIC FENCE ON THE SURFACE. EQUIVALENT
CONTRACTOR/I)EVELOPER SHALL MAINTAIN AND REPLACE CITY INSPEC11ON REQUIRED ON ALL
STRAW BALES TO INSURE PROPER EROSION CONTROL EROSION CONTROL METHODS BEFORE
OTHER WORK CAN BEGIN.
TEMPORARY FILTER
FABRIC FENCING
N. T S. EDMONDS S7D E1.1
I
GL EN S TREE T
WfiCgVE GUTTEli-
1-1
4
4
-4
CONCRUE, ORNEWAY
CD
4-
'4.
r---
4
SCALE. IN-- 10'
CEMENT CONCRETE PURPOSE & FUNCTION OF
VALLEY GUTTER CONCRETE GUTTER
DRIVEWAY 6" STORY WA IER SHEET FLOW FROM THE PROPOSED
UITIVEMAT NILL rLUVY IVUITIIIVYAKU IUWAKU ULtIV
SNEET. IN ORDER TO CAPIVRE ON-SIIE
DRIVEWA Y SHEET fLOW AND CONVEY IT TO THE
STORY DRAINAGE DEIENRON SYSIER, THIS
ENGINEER HAS DESIGNED A CONCREIE GUTIER TO
2 CONWY SURFACE STORY WAIER FLOE NESTWARD
TO THE GRA IED INLET OF 012, AND THUS INTO
CONCRETE GUTTER THE ON-SIIE STORM WAIER DEIEN71ON SYSIEM.
NOT TO SCALE
NOIE. 1HE ABOVE CONCREIE GUTIER DETAIL WAS THIS EXHIBIT IS PROWDED IN RESPONSE TO
ALSO PROWDED ON PAGE 5 OF 7 OF THE CIWL THE BELOW CITY REWEW COMMENT INCLUDED
DESIGN DRA WNG SET PREPARED BY THIS IN A REV1EW MEMO DA IED OCTOBER 26, 2015:
ENGINEER AND DAIED 8-28-15. ADD171ONALLY, *THERE IS A GUTIER CALLED OUT BETHEEN
STORY WA IER SHEET FLOW ARROWS WERE ALSO THE DR1ffWA Y AND THE SIDEWALK. HOW WLL
SHOW ON SHEET J OF 7 OF THE 8-28-15
DRA WNG SET. THIS DRAIN?"
PREPARED BY, JOHN RETT&NMLffR PROJECT CONCRETE GUTTER EMBIT
DONNA L BRESKE PE, LLC
6621 FOSTER SLOUGH RD. ADDRESS. 620 GLEN STREET
SNOHOMISH, WA 98290 EDMONDS, WA PLAN CHECKI BLDG20150771
PHONE. (425) 334-9980
DONNABRESKEDCOM04ST NET SCALE. IN= 10' ISSUE DATE. 10-29-15
2" RGVXX
2" RGV'
/777
7771 7777
U7XITY PA Tal PEI?
REUOVE EVS71NG WA7ER MEM?.
CB RIM 105. 11'
6 EDMONDS S7D E2.3
CUT & CAP AT 7HE WA 70? MAIN.
12 HDPE (N) = 98.81'
12- HDPE (SW) = 100.61'
"N0
JT UNE 3' FROM PROPOSED FACE OF CURB TO
12 RCP (SE) 99.21'
DRI VEWA Y EN IRANCE
ALLOW FOR MININUM 2'ASMALT PATCH BACK. HEAT
PER ST2. E2.26
& TACK SEAL W7H ASPHALT SEALER
r9'
GLEN STREET
CS-2 TYPE 2-48
WNICAL aIRB
PER SID. EE22.8
RES7 ' R1C7DR
\A�l
N& 7Z)P=lq
IE(SW & =99.82-IN
390.01'
70P=10.181
IE(S�W,E)=94.33
)711
LUI
DE7EN710N PIPE
S7REET 7REE (2 TYR)
BEWING DETAIL
SEE LANDSCAPE PLAN
7 SIDEW4LK
PER SM 13 zfl
,7�11_
-Io-USPS CUU MAILBO&S
EMSUNG S1W & Rff
(!2
.4< 4 -7�0m,
FOUNI 1h;A1 AND CAP,
LS22961 AT PROPERTY CORNER Aft/
Know what's below.
Call 811 two business days
before you dig.
AM ' I
Lj
W
FRONATAGE IMPROVEMENT DETAIL
SCALE: I"= 10'
- pi� � I qv � I
4
r iXtIING .41W
CONCNE7E SIDEWALK
4
. C A nPE 2-48'
ML-10; J5
4 IE(Ifq=lk�06 T-,
IE(S)=101.2
.1
C13 RIM = 104.94'
T2 'HDPE (NE) = 151.54
4- PVC (SW) = 101,74'
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATE: -A -.7. 0 1 1/1
BY: 4TAYM Witr,61'
CITY WG�EERING \DIVISION
RESUB
MAR 0 3 2016
BUILDING DEPARTMENT
6201622M & E�IM
EDMONDS, WA
4"0 PVC —
PERF. PIPE
1" — 3" 0 --
WASHED ROCK
LINE TRENCH BOTTOM & SIDES Foe— ;i7-9
WITH MIRAFI 140N FILTER FABRIC 6
OR EQUAL
INTERCEPTOR TRENCH
CROSS SECTION
N. TS.
�Zczfto
MAR 3 0 2016
"NOINEERiNG DIVISION
NW 114., SEC 24, TWP 27N, RNG 03E., W.M.
LANDSCAPE
DRAINAGE NOTES
1. A LOCKING GRATED LID SHALL BE INSTALLED ON ALL CATCH BASINS UNLESS OTHERMSE
NOTED.
2. ALL CATCH BASINS SHALL HAVE EIGHTEEN (18-) MINIMUM SUMP, TRAMC BEARING CS RIM,
AND PIPE REQUIRED FOR ALL DRIWNG SURFACE LOCATIONS.
J. ALL PIPE MATERIALS SHALL BE PVC AS7M J034-SDR35, ADS(N-12 OR HEAVY DUTY
HIGHWAY GRADE), DUC77LE IRON, CONCRETE, OR EQUAL AS APPROVED BY THE CITY
ENGINEER.
4. ALL NEW OR RECONSTRUCTED IMPERWOUS DRIVEWAY AND PARKING AREAS MUST BE SERVED
BY AN OILIWER SEPARATOR BEFORE DISCHARGE INTO STORM DRAIN SYSTEM OR PUGET
SOUND. AS A MINIMUM, OILIWA7ER SEPARATOR SHALL CONSIST OF A TYPE -I CATCH BASIN
NTH A PVC TEE INSTALLED INSIDE NTH 12" MINIMUM TAILPIPE AND 12" MINIMUM RISER PIPE.
ALSO REQUIRED MINIMUM 12" CLEARANCE FROM BOTTOM OF TAILPIPE TO BOTTOM OF CB AND
MINIMUM 6m CLEARANCE FROM TOP OF RISER PIPE TO TOP OF CB.
5. ANY DEWA77ON FROM APPROVED PLANS MLL REQUIRE WRITTEN APPROVAL ALL CHANGES
SHALL BE SUBMITTED TO THE CITY
6. A COPY OF APPROVED STORM WATER PLANS MUST BE ON SITE WFIENEVER CONSTRUCTION IS
IN PROGRESS.
INSPECTION NOTE
1. CALL THE CITY ENGINEER INSPEC77ON LINE (425-771-0220, EXT 1326) 24 HOURS IN
ADVANCE FOR ALL ENGINEERING INSPECTIONS.
GENERW NO TES:
1. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE NTH THE LATEST ADD177ON OF aDOT
STANDARD SPEC117CATIONS FOR MUNICIPAL WORKS CONSTRUC77ON AND CITY OF EDMONDS
CODES AND STANDARDS.
Z THE CITY OF EDMONDS SHALL BE PROWDED WTH AS -BUILT PLANS AS REQUIRED AT THE
COMPLE77ON OF CONSTRUCTION
__PLAS11C CAST RON GRATE
0.1.
'�A i..;
0'5' LINE BOTrOM AND SIDES
WrHDPE
EMMBILRANE OR
I 4o *MIN111
If M Ir N-12 OR RW PIPE
APPROVED EQUAL
"�'NOTE-
CORE-DRILL HOLM
FOR YARD BASINS
VA7H MULTIPLE
coNNEcnoNs
.� . n . :- . ,
YARD BASIN DETAIL
N.TS.
C TO 8' PVC PIPE
GROUT PIPE TO BASIN
r CONCRETE BASE
5' PANEL TYP.
60
El"'E"T
3 to
4 3.5 2,500 PSI CONCRETE
NOTE: PLACE LATCHING MECHANISH ON
OUTSIDE OF GATE, (SOUTH FACE), AT THE
INTERFACE OF THE TWO PANELS.
CEDAR FENCE DETAIL
(REFUSEIRECYLE ENCLOSURNFE-)
N.TS.
CONSTRUCTION SEQUENCE NOTES:
1. SCHEDULE A PRE-CONSIRUC170N MaWNG INTH CITY ENGINEERING DNISON AT 425-771-0220, D(T. 1326. TW DAY
(46 HR) N0710E IS REQUIRED.
I REWEW MIPORARY EROSION AND SEDIMENT CONTROL N07M
J. CALL FOR UTILITY LOCA IM
t INSTALL ZESC MEASURES AND MAINTAIN DUST CONTROL NALE PREVENTING DISTURBANCE OF ANY AREAS OF
VEGIETA710N OUTSIDE 7HE CONSIRUC77ON ZONE.
a HAVE EROWON CONTRa MEASURES INSPECTED BY CITY OF EDMONDS CITY ENGINEERiNG INSPECTOR. ALL MWPORARY
SEDIMENTA710N AND EROSON CONIRaMEASURES MUST BE IN PLACE AND INSPECTED PRIOR 70 ANY C0NS7RUC770N OR
97E CLEMING, EROSION AND SEVIMENTAIION CONIRaPRACIICES ANDIOR DEWCES SHALL BE MAINTNNED UN71L
PERMANENT VEGETA77ON IS ESTABLISHED.
6. DEMOU91 IXS71NG S7RUC7URES WIERE APPLICABLE
Z ROUGH GRADE SITE AS REQUIRED TO INSTALL DRAINAGE FE47URES
8. CLEAR, GRUB & ROUGH GRADE SITE: REIEGETATE DIS711ROED AREAS NOT SUSECT 70 ADD177ONAL SURFACE
DISTURBANCE IMMEDIA7ELY AFTER ROUGH GRADINa (07HER EXPOSED AREAS SHALL BE STABIUZED PER EROSION
CONTROL N07ES BELO*)
9. INSTALL UTILITIES AND OMER 37E IMPROMWENN INCLUDING FRONTAGE IMPROVEWENTS WERE APPLICABLE
If. STABILIZE AND COMPOST AMEND ALL DFOSEV SOILS PRIOR 70 REIEGEIA 71LW OF DV77RE SITE.
12. ESTABLISH LMDSCARNG AND PERMANENT WGETA710N ALL TEMPORARY EROSION Comm MEASURES SHALL
BE Rams UPON RNAL 97E STABILJZ477ON AND APPROVAL BY CITY INSPECTOR
1
F-6"
4"0 PVC �S.
PERE PIPE
WASHED ROCK
I" - 3" 0
LINE TRENCH BOTTOM & SIDES `
W/20-MIL HDPE NON -PERMEABLE
GEOMEMBRANE OR APPROVED
EQUAL
INTERCEPTOX TRENC
CROSS SEOTION
N. T S.
1" X 6" CEDAR PLANK
T-STRAP HINGE
(4-TYP.)
6" X 6" PRESSURE
TREATED POST
2" X 4m
BRACING
CA TCH &ASIN T)PE 2
PEI? NVOT STANDARD
PLAN B-10.20-01
RISER ELEV = 101.82
PIPE SUPPORTS 2 (nP.
CAULK SPACE BETNEEN PVC ADAPM? & PIPE STUB
60 PVC PIPE STUB - IE=99.82 -
COUPLER OP71ONAL
6& P60UTLET I I I
GASKET (TYP)—
PVC ADAPTE?* W/ DOUBLE G4S0(E`T AND ADHESW
BONDED SAND RN12f ON EXTEMOR. MIN 70 LONG —
NON -SHRINK GMT
4-112- CLEARANCE
DRILLED ORRCE IN PW IN.SIDE C4P PLUG
ORJRCE DIA. 718m
to (pa�) SAFETY
TYPE MANHOLE STEPS
LOCA70 AT t2m ac
PLAN VIEW
0*
CONNEC71ON AND
-CONTROL DEWCE
60 PVC OUTLET PIPE
ALLOWABLE OUTLET
LOC4770N 70 BE
MINIM 135' RANGE
FLOW CON7ROL SRUCUE CONNEC77ON & 0117LET LOCA 77ON
N. T S.
24' GRATED LID INIH
LOCANG BOLTS
RIM ELE14=10187
EDMONDS STD E5.4
CINai ANCHOR
WRE ROPE CLIP (SS)
DEFORMED J180 STEEL ROD --
(SS OR ALUMINUM) LENG7H 70 RT
PVC PIPE & CROSS
FLOW CONTROLi�
STRUCTURE
FLOW CON7ROL S7RUC7URE PIPE SUPPORT DETAIL
N. T S.
IV
2& DOM,,Pff Pay 2' MIN CO VER
LINE SERWCE TO
1- (POLY) SAFEW CONDOS
60 MIN. TYPE MANHOLE STEPS
I — - ALLX47ED AT 120 04
II, c::::===
�-- 6' PW RPE
r_�_
— SET SCREW 70
PREVENT ROTA 7700V CONTROL DEWCE ASSEMOLY 70 BE
REMOVABLE FROM �INSDE T�HEFAC
INV �997.82
-6' PIAC PIPE CROSS
1'-0` MIN
I �-6m MAX
zo, Tff # C4TCH BASN 48-INCH
DIAMETER (JOINT LOCA 7101V
VANES)
STEPS OR LADDER
ITYONTROL MANHOLE SDMH-2, 4870
EDMONDS S7D E5.4 N.TS.
2" DOMESTIC SERVICE
Z 2 2 FIRE SERVICE
" F 11 RK It
C*
12" MIN.
t 30" MAX.
DIRECTION OF FLOW
WILKINS MODEL950XL
DOUBLE CHECK VALVE ASSEMBLY
INDOOR HORIZONTAL INSTALLATION
DCIA FOR FIRE SERIVCE LINE`1`10�
N.TS.
N.TS.
J6 LF - 24" DEIEN77ON PIPE
0.5X SLOPE
EDMONDS S7D E5.4
ELEV 101.82
INV 100.00
SDMH-3, 4810
—to (pay) svm
W MANHOLE STEPS
LOCATED AT 12m O.0
CITY OF EDMONDS APPROVED PLAS71C PIPE MATERIALS FOR WMV)70N.
I. PVCP - POLYI4NVt CHLORIDE PIPE (SOR 35 OR BE77ER)
2- CPEP - CORRUGATED P0L*-7HnfNE PIPE (SWOOTH INTERIOR WALL OR N-12 PIPE
J. RPP - RIM POLYWNKCHLORIDE P1
NO 7E RM 70 a TY HANDOU T A-72A FOR APPRO WD MEIAL AND CONCRETE DEIEN ZION PIPLE
MATERIAL
DETENTION SYSTEM BETWEEN SDMH #2 & SDMH #3
6m 6"[.—
I E� I Pill I E71 I
18m MIN COW R
2-MIN. COW? WA 1ERPaYUNE SERWCE
70 DNaUNG UNITS
----—COMPACTED NA 71W
MA ZERIAL OR
APPROWD RLL AS
REQUIRED
... ...
240 DIA DEOV71ON PIPE
TRUICH RLLED W7H
J14- 70 1-112- WASHED
.36" GRAVa OR PE4 GRAVa
T 6T- I
DETEN77LW PIPE BEDDING DETAIL
N. TS.
Know what's below.
Call 811 two business days
before you dig.
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATE:
ON
RESUB
MAR 0 3 2016
BUILDING DEPARTME14T
crjy OF EDMONDS
6201622 GLEN STREET
EDMONDS, WA
NW 114, SEC 24, TWP 27N., RNG 03E., W.M.
2' MIN SAW CUT
EXISTING PAVEMENT
AIL B
;�v
<24, PA Rt. DIE-
30, k S At
(3
- Cqp �4,4 41
(C6�A, 0,4
u4E�cj "'It) )IPY14 00
"T6114,
Z
1. IF DRIVEWAY WIDTH EXCEEDS
15', INSTALL A FULL DEPTH EXPANSION
JOINT.
2. DRIVEWAY APRON SHALL BE A MINIMUM
OF 6" THICK AND SHALL BE PLACED ON
2" OF 5/8" CSTC AND COMPACTED GRADE.
3. A MINIMUM 2' SAW CUT IS REQUIRED IN THE
ASPHALT WHERE NEW CURB / GUTTER IS
PLACED (SEE DETAIL ABOVE).
CONCRETE SHALL BE CLASS 3- 300OPSI
Py or
�'Rqp
r t/Ate
4 C�-
C/ ry ho
eA(c, at
ANSION JOINT
SEE NOTE "l."
JOINT
1: 12
;g
TYPE "A" CURB AND GUTTER
OR
16" VERTICAL CURB
(TO MATCH EXIST. ONLY)
EXPANSION JOINT
1/2- LIP tz
12 SL-OPE
6" CURB
CURB AND GUTTER SHALL BE POURED
SEPARATELY FROM THE SIDEWALK.
CITY INSPECTION REQUIRED ON FORM WORK
PRIOR TO POUR.
DRIVEWAY CURB TRANS111ONAL DETAIL FOR
CURB AND GUTTER OR VERTICAL CURBS
STANDARD DRIVEWAY ENTRANCE
N.TS. Edmonds ST0 E2.26
CITY INSPECTION REQUIRED ON FORM
WORK PRIOR TO POUR
EXPANSION JOINT
lop DUMMY JOINT
4!
4
-4
44f ' 7V4
A
# 4.
A
16
4.:
d
4
10' O.C. 5' O.C- 2' MIN.
\SAW CUT ACP A MIN.
-OF 2' FROM EDGE OF
PLAN GUTTER.
FULL DEPTH 1/2" EXPANSION
JOINT MATERIAL --,
2' MIN.
SAW CUT
2"- 5/8" MINUS CSTC
UNDISTURBED EARTH OR
COMPACTED NATIVE MATERIAL
UNLESS OTHERWISE SPECIFIED
BY ENGINEER
N 0 T E:
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 NTH 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
CONCRETE SIDEWALK DETAIL
N. T S. EDMONDS S7D. E2. 13
AWHALT OVERLAY
ASPHALT SE4LER
ASPHALT OVERLAY DETAIL
SAW CUT-\ 6- - i
I /- GRIND AREA
6-m-E-3:1il. �rfl 1�"i"IIVAZ11174-71R�01
C(TY RDWMTA 77WW SHALL COAfRRM (DEP7H MAY VARV
LIM17S OF GRINDING OPERA71ONS PRfOR 70
PERFORMANCE FO #WK.
ASPHALT GRIND DETAIL
CALL 3 WORKING DAYS BEFORE YOU DIG
1-800-424-5555
UTILITIES UNDERGROUND LOCATION CENTER
(ID,MTND,ORWA)
82MC - RM SEM - GMEN GAMX'YBJ.OW WRM-PIX
SAMFEMPMMAUnOMN BE&VLqWrM9y TarATV-OPANGE PROPOSM-MM WATM-BUE
C=RW=MATALLTR9MW1NA=WMCr:
WHCUMMOSMSTAMMM
N.TS. PER EDMONDS STD. E2.4
5-1/2"
11" R
1 " BATTER
l"R CITY INSPECTION REQUIRED ON
FORM WORK PRIOR TO POUR
0.05
A7 60
# - * - 4%
4
18" STANDARD
24" ARTERIAL
= 5/8"
NOTES:
1. FORMS SHALL BE TRUE TO LINE AND GRADE
AND SECURELY STAKED.
2. THRU JOINTS SHALL BE PLACED ADJACENT
TO CATCH BASINS,
3. EXPANSION JOINTS SHAH BE EVERY 10 FEET
AND DUMMY JOINTS EVERY 5 FEET.
4. THRU JOINTS SHALL HAVE 1/2- TO 5/8' WIDE
PREMOLDED JOINT FILLER.
5. CONCRETE SHALL BE CLASS 3- 300OPSI.
6. FINISH SHALL BE UGHT BROOM.
7. CURB SHALL BE SPRAYED WITH CLEAR CURING
COMPOUND OR SHALL BE COVERED AND KEPT MOIST
FOR 72 HOURS.
8. ALL SIDEWALKS POURED BEHIND CURB IN
DRIVEWAY AREAS SHALL BE 6* THICK OVER 2" OF
CSTC NTH SUBGRADE COMPACTED TO 95% MAXIMUM
DENSITY.
STANDARD TYPE "A "
CURBIGUTER DETAIL
N. T S. PER EDMONDS STD. E2.8
S CSTC
EXISTING HMA
EXIS11NG
MATERIAL
1-1/4- MINUS -
CSBC PER INSDOT
9-03.9(3)
(SEE NOTES 3&4)
NOTES:
FINAL JOINT SHALL BE A NEAT STRAIGHT LINE AND ALL EXPOSED
EDGES SHALL BE TACKED NEATLY WITH WSDOT STANDARD
SPECIFICATIONS 5-04.3(5)A APPROVED TACK OR APPROVED EQUAL.
SLOPE EXCAVATION TO AVOID UNDERMINING EXISTING PAVEMENT.
1 HMA CLASS 1/2-
PG 64-22
(SEE NOTE 5) 1
V
A
-4.
<4
<4
14
TRENCH NDTH
4--
14
IMPORT OR NATIVE MATERIAL
BACKFILL SHALL BE COMPACTED TO 95%
MAXIMUM DENSITY (SEE NOTE 2)
1 SEE CITY OF EDMONDS MODIFICATIONS TO DIVISION 9 OF THE CURRENT INSDOT 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 6" OR MATCH EXISTING WHIC HEVER IS GREATER. WHEN
MATCHING EXISTING CSBC DEPTH GREATER THEN 6-, THEN CSBC SHALL BE INSTALLED IN
MUL11PLE EQUAL THICKNESS LIFTS NOT EXCEEDING 6".
4. IF TRENCH WDTH EXCEEDS 6 FEET IN WDTH, THE TOP 2" OF CSBC SHALL BE REPLACED NTH A
SEPARATE 2- LIFT OF 5/8- MINUS CSTC PER INSDOT 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 INSDOT STANDARD
SPECIFICATIONS APPROVED JOINT SEALANT OR APPROVED EQUAL.
18
-1- .. .. ...1-- --- '- -6ERFli�LACED!, ik��
PA MWENT OR APPLIED AF7ER NEW PA
THE ASPHALT SURFACE SHALL BE 7HOROUGHLY TACKED.
ASPHALT THICKENED EDGE
N.TS EDMONDS STD. E2. 11
TYPICAL HMA AND UTILITY PATCH 1
N. T S. Edmonds STD E2.3 3
Know what's below.
Call 811 two business days
before you dig.
CEMENT CONCRETE
VALLEY GUTTER
DRIVEWAY
�-24
CONCRETE GUTTER
NOT TO SCALE
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATE: .7 1-) a I I, -
---------------
civ
riv
. , -;1+ E �G DIVISION
N ERIN
RESUB
MAR 0 3 2016
BUILDING DEPARTMENT
CnY OF EDMONDS
6201622 GLEN STREET
EDMONDS, WA
VICINITY MAP
& IMUL ROUTE
N. T S.
w
z
w
(A
z
/ROAID
CONSTRU(
CASPERS
STREET
rz
LEN ST
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43
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En MAIN
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DAYTON STREET
<
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WALNUT STREET
(n
w
w
w
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PINE STREET
5
0
0
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WHITE REFLECTIVE
TAPE (TYP)
N & GLEN SIREE7
< CD
OG- - - x
ORANG�.
(TYP)
///Z- —101, IzI1747" SEY/11171
CONCRE7k SIDEWALK
<
uw- 178'
(W241) (W20-71 A)
1001
WHITE REFLECTIVE-----�
TAPE (TYP)
1001
laq
CA
0
0
-0
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VQ
0
511
CONE
CB RIM =
12- N-127w)-= 98;
4N PVC (S) = 98.72'
NW 114., SEC 24., TWP 27N., RNG 03E., W.M.
w
17
GLEN STREET
S7RET TREE (2 71P.) LAJ
SEE LANDSCAPE PLAN
Rig
xx
IZ17—
DRI IEWA Y EN TRANCE
PER SID. E2.26
M9,51.
60. q>
LAJI
ZREA OF WORK IN
gig
TRAVELED RIGHT—OF—WAY a,
4 jo, . . I — 10*, , . /
. . . -j 'd
4
.7- DUS71NG S1W
4
4
— N 8959'510 E 59.99'
FOUND ZR AND CAP,
LS22961 AT PROPERTY CORNEW. 4J.,
.1. . - 4
4 LANDSCAPE
IREWS� SEE LANDSCAPE PLAk STRIP - 4 CMCRETE DRI
CONCRET WWA Y. tn
4
4 4
�ANDSCAPE PLAN0
TRAFFIC CONTROL PLAN PHASE 1
WA TER CONNECTION INSTALLA TION
1�
BOUNDARY AND TOPOGRAPHIC SURVEY INFORMATION
5 0 5 10 15
SURVM BY- PAaRC COAST SURWM INa EIMEMM
DA TUM. ASSUMED 100.00' ON THE MONUMENT AT 61H AVWUE NORTH AND GLEN STREET Scale 1" = 10'
BASfS OF BEARING.- THE MONUMENTO CENTERI)NE OF GLEN STREET AS THE BEANNG OF NORTH 89-5951- EAST, PER THE GLEN STREET CONDOMINIUMS SURWY, AS RECORDED UNDER AFP00612185001.
MW4 = LANUXAM .4 1 STRIP � --- ' t IQ CONCR
CONCRETE DRI&AY
4 4
onr- rw Au4m �i
TRAFFIC CONTROL PLAN " PHASE 2
FRONTAGE IMPROVEMENT CONSTRUCTION
100
390.01'
:777777
UVS CSU MAILBO)ES
Z///
<4
7'EXt77NG §1W & CONOWN 9DEWALK
&
4— 'A.
;-4. EE
T—,
2 FWN, REBAR AND CAP, LS38977 AT
FY CORNER.
-A
Rff. DECRPHON DATE
I Sheet re —numbered due to added sheets per My review comments dated B-14-15 8-28-15
2 Updated page numbering for re—mlease with 2-8-16 eight —page drawing se 3-2-16
4
5
UTHM CONFMCT NOTE:
THE CONTRACTOR SHALL BE RESPONSOLE FOR �MFKNG THE LOC4770N, DIMSYSON AND DEPTH OFALL EVS77NG U77U77ES 0HE7HER
SHONN ON THESE PLANS OR NOT, BY P07HOIJNG THE U77LI71ES AND SURWWNG THE HORIZONTAL AND W01CAL LOC477oNS PRIOR 70
CONSTRUC770N, THIS SHALL 1NaU0E CALLING U77LIlY LOCATE AT 1-800-424-5555 AND THEN PO1H01JNG ALL OF THE EVS71NG
U77LI77ES AT THEIR LOC471ONS OF NEW UTILITY CROSSINGS 70 PHYSCALLY VMFY NHE7HER OR NOT CONFUCIS E)QST LOCA77ON OF
SAID U71LI77ES AS SHONN ON THESE PLANS ARE BASED UPON THE UNVMRED PUBLIC INFORMA71ON AND ARE SUMCT 70 VARIA710N.
U��NRERAR AND CAP, LS38977 AT
CORNER.
T- -
ROAD N
STRUCTION
AH EAD ZI
CB RIM = 105. 11'
12" HOPE (N) = 98.81'
12- HDPE (SW) = 100.61'
12' RCP (SE) = 99.21'
CB RIM = 104.94' C
12* HDPE (NE) —=101.54' 1.
4 PVC 101. 74 1.
11
C8 RIM = 104.94'
12" HDPE (NE) = 1U1 5-4
4" PVC (SW) = 101.74'
APIPROVED FOR CONSTRUCTION
I I CITY OF EDMONDS RESUB
DATE:
MAR 0 3 2016
BUILDING DEPARTMENT
CITY OF EDII�MDS
BY:
6201622 GLEN STREET
CITLE_NNEERING�' D"IMSION
EDMONDS, WA
PREPARED BY.-
TRAFFIC CONTROL PLAN
- FRONTAGE
D ONNA L. BRESKE., P. E.
FOR
6621 FOSTER SLOUGH RD.
SNOHOMISH, WA 98290
JOHN RETTENMIER
4-UNIT
PHONE: (425) 334-9980
MX 0: 00395710200700 PFN:
BLD20150771
DonnaBreske@comcast.net
DMOPER. JOHN RUUMIER, PHONE 425-750-5965
SCAU.- lm�= 10'
1 NSUE DATE: 11-09-15
SET NO. 7 OF 8
NW 114, SEC 24, TWP 27N., RNG 03E, W.M. CASPERS STREET
rz-
VICINI77 MAP
& MUL ROUTE
N.TS. LEN ST-QJ z
QAI__
z
z SITE
Co BELL CY)
4�
Z�p
MAIN STREET
Lq DAYTON STREET
cn
w cn cn WALNUTSTREET tn
M
z
4 <1 CONCRETE SDEWALK 4 z
CWtRM SIDEW&K < 7' IXS77NG S/W 4 4 4 7�1 J7, EVS17NG �41W
4 '9
4
A .. zl� A 4 C6 10 94' UJI
z
12" PE (NE) = 101,54'
N 8959'510 E 59.99' L-4 .< Cn
PVC (SW) 101.74' in
T PINE STREET
FOUND 4LR AND CAP, 41
LS22969 AT PROPERTY CORNER.
4
4
7RELiMJS SEE LANDSCNAPE PMLA�k I-,,, d LAWSCAPE 4 1 V 1 1 104
s7mp CWGRETE DRI
FWN13 AR AND CAP, LSW927 AT
CONCRETE DRI"AY <
jfwf7�Y CMER. B:i
>
Z4.
zi
LANDSCAPE PLAN 4.
. . :'6 " 0
12 ROOF OVMANG BSBL 1 104 k__
DECK I
DECK 4
H-L-
499 1019
-3
10' BSBL- - LOU
z§ 4.
12" ROOF OW?hANG
L
_J L_ -i L_ _j L
7"J
L
4
NEW 4 UN11r WNDOMINIUM BUILDING
4
FF LONN 0 105.00'
10' BSBL
LOT 4
LOT 5 LOT 6
LOT 9
F —LOT
LOT 7 8
uGHr BouAw
RAB L16HUNG MOI am-m
36- HIGH (4 nP.)
ITI
wo
.4
wo
L
_J L _J L _J L
C
D
14106.26
106.W
4
15 Bs
CB RIM 105.55'
CONCRETE �fRJWWAY C(WCRETE DR�tVAY
8- RCP (W) 104.25'
3- RCP (SE) 104.55
< 4
-0-
CLOSED --N\
AL ACCESS
ONLY //
87 SF &.
.IeO < . . I . ;111
1-1 1 nymn NA it A mn wAcurp I C9901RO n i I r*Aer f�w r. N 8959'51 ','E 1r9.96'
PRdWTYZ6W_6f_
1117-1
ss 80 CLAY
CAU 3 WORIKING DAYS BEFORE YOU DIG
1-800-424-5555
UTILMES UNDERGROUND LOCATION CENTER
(ID,MTND,ORWA)
UCM-RM sem-ORM GAWL-yam &RVEY-PW
EWAFM PPBC�AUT MON S.HAM 1E By TEMN-ORMM PROPOSM-WWE WATM-SW
CWTRWMWATAMTMMMWNXaMMM
vmmm3ffosmsrmwm
BOUNDARY AND TOPOGRAPHIC SURVEY INFORMATION
SURVEYED BY- PACIRC COAST SURVIEM INC. 5 0 5 10 15
DATUM. ASSUMED 100.00' ON THE MONUMENT AT 67H AVENUE NORTH AND aEN Sn?a7 Scale 1" 10'
BASIS OF BEON6% THE MONUMINTED CIENTERLINE OF WN S7REET, AS THE BWING OF NORTH 89-5951- EAST, PER WE aEN SIREET CONDOMINIUMS SURVEY, AS RECORDED UNDER AFOM12185001.
LOT 10
FouND Rem AND �Ap, Lsm977a2' EAST OF
PROPERTY CORNER.
I
SSCO RIM = 10900'
4 4, x — x _T
1111_111� all
'd
Z V
74
ss
80 CLAY
-LOC4 TE EXSJ?NG U77LITY POLE PEI?
�,,RE
FPRMVUID T&
2" ASPHALT OVMY FROM PROPERrY
LINE TO PROPERTY LINE GNND A§,
REWIRED PEI? DETAIL 907 6,-,
Noz��
TRAFFIC CONTROL PLAN
ALLEY ASPHALT OVERLAY
mv. ZSCMMON DATE
I Updated page numbering for m—rolease with 2-8-16 eight —page dmwing se 3-2-16
2
4
5
UTIZFff CONUCT NOTE:
THE CONTRACTOR SHALL BE RESPONNSLE FOR VMFTNG THE LOCA71ON, DIMENSON AND DEPTH OF ALL EVS17NO U71LIlIES WETHO?
SHOW ON THESE PLANS OR NOT, BY POTHOIJNG THE UlIU71ES AND SURVIEWNG 7HE HORIZONTAL AND V19NICAL LWA71ONS PRIOR 70
CONS7RUC71ON, THIS SHALL INCLUDE CALLING U77UTY LOr.4 TE AT 1-800-424-5555 AND THEN POTHOUNG ALL OF WE EXS77NG
UTILITIES AT 7718R LOCA71ONS OF NEW U77UTY CROSSINGS 70 PHYSICALLY VERIFY WE770? OR NOT CONRJCIS EXIST LOCATION OF
SAID UTILITIES AS SNOW ON THESE PLANS ARE BASM UPON THE UNVMRED RIBLIC INFWMA170N AND ARE SU6,ECT 70 VARIATION.
I —
ASPHALT
CLOSED Xs
AL ACCESS
0 N LY //
RESUB
MAR 0 3 2016
BUILDING DEPARTMENT
MY OF EDMONDS
6201622 GLEN STREET
EDMONDS, WA
PREPARED BY.- TRAFFIC CONTROL PLAN - ALLEY
DONNA L. BRESKE.. P.E. FOR
6621 FOSTER SLOUGH RD.
SNOHOMISH, WA 98290 JOHN RETTENMIER 4-UNIT
(425) 334-9980
PHONE. TAX ID: 00395710200700 PFN: BLD20150771
DonnaBreske@comcast.net 'E"'Of.' JOHN Rmmm"R, PHONE 425-750-5956
SCAU. I "�= 10' ESUR DATE. 11-09-15 SHT NO. 8 OF 8
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATE:
BY:
CITY ENGIN&ANG DIM�10N
FOUND 3* BRASS DISC
SURFACE MONUMENT
MARKED W1 -X- & PUNCH
(MAY, 2008)
— - — - — - — - — - — - — - —
210,00'
FOUND REBAR AND CAP,
LS22969 AT PROPERTY
CORNER.
-----------------------
vo
c
FOUND NAIL AND WASHEA
LS22969 AT PROPERTY
CORNER.
------------------------
6.0'
7. 1 '
FOUND 3' BRASS DISC I
GLEN STREET SURFACE MONUMENT I
MARKED W1 7- & PUNCH
N 89*59'510 E 660.01' (BASIS OF BEARING) (MAY, 2008) ------
60.00' ------- J90.01,
7
cs
FOUND REBAR AND CAP,
LSJ8977 AT PROPERTY
N RQ54'51" F 60-nn' CORNER.
LOT 7
SITE
62o GLEN 5TREET
AREA = 81597 SQ.
N 89*5951- E 60.00'
ALLEY �,
LOT 8
FT. ±
— A - � - - I I I
cl:
fa
wo I
SCALE. 1 10'
0 10 20
Vol vo-� "o
BRACKETT'S F1'ST ADD.
9
TO EDMONDS
VOL. 8 - PG. 47
'OUND REB4R AND CAP,
�-SJ8977 AT PROPERTY
'ORNER.
- - - - - - - - - - - - - - - - - - - - - - - - L - - - - - - -
zo
-----------------------------------------------------------------------------------------------------------------
EQUIPMENT & PROCEDURES LEGAL DESCRIPTION LEGEND
MMOD OF SUff". LOTS 7 AND 8, BLOCK 102, PLAT OF BRACKETI-S FIRST ADDITION TO 0 SET 112- X 24- REBAR WICAP I.S. 37536-
4ZI 191117V 0J7PC'/)Pli.-n PY 97171 n TPAVrPqr' EDMONDS ACCORDING TO THE PLAT THEREOF RECORDED VOLUME 8
AUDITOR'S CERTIFICATE tNMM&ffA770N. OF PLATS, PAGE 47, RECORDS OF SNOHOMISH COUNTY, WASHINGTON. 0 EXISTING REBAR WICAP, AS N07ED
LEICA TCRA 1105 ROBOTIC ELECTRONIC TOTAL STATION SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. FOUND CONCRETE MONUMENT AS NOTED
FILED FOR RECORD THIS ---- DAY OF 2008, PRE0SIM. I uwv
MEETS OR EXCEEDS STATE STANDARDS WAC JJ2-IJO-090 (PEI? CHICAGO TIRE INSURANCE A.LTA COMMITMENT J5214547.) RIGHT OF WAY CENTERLINE
aW OF HEMNG.
AT M., IN BOOK -- OF SURVEYS, AT PAGE THE MONUMENTED CENTERLINE OF GLEN STREET,
AS THE BEARING OF NORTH 89-59751- EAST, PER
AT THE REQUEST OF PACIFIC COAST SURVEM INC. THE GLEN STREET CONDOMINIUMS SURVEY, AS
RECORDED UNDER AF#200612185001.
COUNTY AUDITOR
DEPUTY COUNTY AUDITOR
SURVEYOR'S CERTIFICATE
THIS MAP CORRECTLY REPRESENTS A SURVEY MADE BY ME OR UNDER MY
DIRECTION IN CONFORMANCE WITH THE REQUIREMENTS OF THE SURVEY
RECORDING ACT AT THE REQUEST OF RICK KLEMM IN MAY, 2008.
3
0
no
G -. = ILL,
r. >
C:, X NJ
co
rl
9t
.DARREN J. RIDDLE, PLS -
REGISTRATION NO. 37536
cD
s�
m
M
M
C=
c�
C=
C>
cla
Pacift Coast Survevc- Inc.
1-11
PROFESSIONAL LAND SURVEYING
P.O. BOX 3286
EVERE7T WA 98.213
PH. 42,5.so8.4951 FAX 42.5-357-3577
www.PC5urveys.net
A. F, NO.
RECORD OF SURVEY FOR:
Rlry KI-EM a A
1�1.. , 10* . ".-- - /vj
sw 1/4 NW 114., SEC24,, T,27N.,, RJE, Wm.
I ,
DRAWN BY DATE DRAWING FILE NAME I SCALE JOB NO.
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DEVELOPMENT SERVICES
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MICHEL CONSTUC71ON
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Vol 9
FOUND RqBAR AND CAP,
LSJ8977 P' 2' EAST OF
PROPER" CORNER.
SS ASPHALT
4-
FILTER FABRIC FILTER FABRIC MATERIAL IN
SECURED TO 2" X 2" CON11NOUS ROLLS. USE STAPLES
14 GA. WIRE FABRIC OR WIRE RINGS TO ATTACH
EQUAL �XR �IC FABRIC TO WIRE.
2" X 2" WOOD OR
EQUIVALENT
,.-0- WIRE MESH SUPPORT FEN.
TO SUPPORT FILTER FABFI
T.-O I
8"- 12"
E�ff ' I
-6" _BURY BOTTOM OF FILTER
MATERIAL 8* TO 12"
6' MAX.
8" - I — _N '*\
MAUL 3/'� —1-u vvM-lnr-w 2" X 2" WOOD POSTS OR
THE TRENCH AND ON BOTH SIDES OF EQUIVALENT
FILTER FABRIC FENCE ON THE SURFACE.
CONTRACTOR/DEVELOPER SHALL MAINTAIN AND REPLACE CITY INSPECTION REQUIRED ON ALL
STRAW BALES TO INSURE PROPER EROSION CONTROL EROSION CONTROL METHODS BEFORE
OTHER WORK CAN BEGIN.
TEMPORARY FILTER
FABRIC FENCING
N. TS. EDMONDS ST01 El. 1
BYP T5 13 POST CLVSTRUC77ON SOIL QUAL17Y AND DEPTH
ALL DISTURBED AREAS, (NOT 07HERWSE COVERED By IMPERVIOUS AREA), ON
AND OFF SITE, SHALL MEET 7HE COMPOST AMENDED REQUIREMENTS OF amp
T5. Ij IN THE 2005 DOE STORMWA 7ER MANUAL WXUME V, CHAP7ER 5
CALCULAIED AMENDMENT RATES MAY BE MET THROUGH USE OF TOPSOIL AND
DUFF FROM THE PROPERTY AMENDED 70 MEET 7HE CARBON 70 NITTOGEN
RA770 REQUIREMENTS AND MEEIING THE CONTAMINANT STANDARDS OF GRADE
A COMPOST
TOPSOIL DEPTHS SHALL HAW A MINIMUM DEP77i OF EIGHT INCHES EXCEPT
WIERE TREE R007S LIMIT THE DEPTH OF INCORPORA71ON OF AMMENDMENIS
NEEDED TO MEET INE CRIIV?IA.
SUBSOIL BELOW 7HE TOPSOIL LA YER SHOULD BE SCARIRED AT LEAST 4
INCHES WTH SOME INCORPORAIION OF THE UPPER MA7ERIAL 70 AVOID
SIRA 77nED LAYERS WIERE FEA98LE
BOUNDARY AND TOPOGRAPHIC SURVEY INFORMATION
SURVEYED BY- PACIFIC COAST SURVEM INC
DA7UM. ASSUMED 100.00' ON THE MONUMENT AT 67H AVENUE NORTH AND GLiN STREET
BASIS OF BEARINa 7HE MONUMEWED CEWERLINE OF GLEN STREET, AS 7HE BEARING OF NCRIH 8959'51* EAST,
PER 7HE GLEN S7REET CONDOMINIUMS SURVEY, AS RECORDED UNDER AFPOO612185001-
J90.01,
EH- — T_
NW 114, SEC 24, TWP 27N, RNG 03E, W.M.
CONSTRUCTION SWPP ELEMENTS
ELEMENT 1: MARK CLEARING LIMITS, PLASM
METAL, OR STAKE IffRE FENCE MAYBE USED TO
MARK THEaEARING LMITS
ELEMENT 2. ESTABLISH CONSIRUCRON ACCESS
USE EXISIING PAVED DRIVEWAY
ELEMENT I- CONTTOL FLOW RA7ES
ELEMENT 4. INSTALL SOMENT COWROLS
ELE44ENT 5: STABILIZE SOILS. SOILS TO BE STABIL12ED AS
LISIED IN THE COVER METHOD N07ES
ELEMENT 6: PROTECT 5LOPES. CUT AND FILL SLOPES
SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT
WLL MINIM12E EROSION.
ELEMENT 7. PR07ECT DRAIN INLETS
ELEMENT 8. swwE CHANNELS AD OUUM NIA
ELEMENT 9. CONIROL POLLUTANTS. ALL POLLUTANTS,
WaUDING WASTE MATERIALS AND DEMOU71ON DEBRIS 774AT
OCCUR ON-97E DURING CONS7RUCTON SHALL BE HANDLED
AND DISPOSED OF IN A MANNER 7HAT DOES NOT CAUSE
CONTAMINA71ON OF STORUWA7ER.
ELEMENT 10. CONTROL DE-WAIERING.
ELEMENT It: MAINTAIN BYPS
ELEMENT 12: MANAGE THE PROECT
IG
N
CITY INSPECTION REQUIRED ON ALL EROSION CONTROL
MEASURES BEFORE WORK CAN BEGIN.
TEMPORARY SEDIMENT TRAP FOR CBS
NOT TO SCALE Edmonds S7D E1.3
TATAXAVAVA P-
------------
&V-&V�VkVAVAVA
.4 Our
CITY INSPECTION REQUIRED ON
ALL EROSION CONTROL MEASURES -
BEFORE WORK CAN BEGIN.
mom
NOT TO SCALE Edmonds S7D E1.2
SITE GPADING AND ER.OSION MCONTROL NOTES.,
I. ALL GRADING SHALL COMPLY 70 CHAP7ER 18 OF THE 1WERNAZICINAL BUILDING CODE
2. THE PLACEMENT OF EXCAVATED MA7ERIAL IWERE CCINSIS7ENT III TH SAFETY AND SPACE CONSIDERATIONS SHALL BE
PLACED CIN THE UPHILL SIDE OF 7REJVCHES
j. TESC. MEASURES SHALL BE INSTALLED PRIOR TO ANY S17E WWK (SEE ATTACHED DETAILED TES.C. PLAN).
4. PUBLIC STREETS ARE 70 BE KEPT CLEAR OF DIRT AND DEBRIS DURING EXCAVA71ON AND FILL OPERATIONS
A STOCKPILES ARE 70 BE LOCAIED IN SAFE AREAS AND ADEQUA7ELY PROTEC7ED WTHIN 24 HOURS TO PREVENT
EROWON. HYDROSEED PREFERRED.
6 DURING PERIODS OF NET vEA7HER, THE GRADING CONTRACTOR SHALL TAKE ALL PRECAU77ONS TO LIMIT SURFACE
DISIURBANCE AND PR07ECT 7HE 97E CWADING AREA FROM EXCESSIVE RUNOFF EROS(ON.
Z AREAS 70 RECEIVE FILL SHALL BE CLEARED OF ALL WGETAIION AND DELETERIOUS MATTER.
8. ALL FILL MA7ERJALS USED SHALL BE FREE OF WGETA71ON AND DELETERIOUS MATTER AND SHALL NOT CONTAIN ROCKS
GRE47ER 7HAN 6 INCHES IN DIAME7ER.
9. S7RUCTURAL FILLS SHALL BE PLACED IN 8" TO 10' THICK LOOSE HORIZONTAL LIFTS AND SPREAD UNIFORMLY
10 ALL SIRUC711RAL nus SHALL BE compxxv TO A MINIMUM OF 95X OF MAXIMUM DENSITY AS DE7ERMINED BY MOIDIFED
PROCMR 7EST (ASTW D-1557-70).
DISTURBED AREAS TO BE STABILIED W7H HMROSEED 01? STRAW MULCH NIHIN 24 HOURS OF COMPLE71ON OF FINAL
GRADING DURING #ET NEA7HER
COVER METEWDS
PR07ECT DISTURBED SLOPES BY MULCHING (2'�-4' THICKNESS). THIS CAN BE DONE BEFORE OR AFIER
PERMANENT SEEDINa THE 7)FES OF MULCHES A VAILABLE ARE DESCRIBED BELOW (TAKEN FROM THE
D.O.E. MANUAY:
S7RAW - MOS COMMONLY USED IN C0NJVNC7ION WIN SEEDING. 17S USE IS RECOMMENDED WiERE IMMEDIATE PR07EC71ON
IS REQUIRED AND PREFERABLY WfERE THE NEED FOR PR07EC77ON WLL BE LESS THAN 3 MONTll 7HE S7RAW SHOULD
COME FROM WlEAT OR OAM AND MAY BE SPREAD BY HAND OR MACHINE STRAW CAN BE WN0BLOlW AND MUST BE
ANCHORED DOIW (ROLLING OR PUNCHING INTO S011, COVERING W7H NEMNG, SPRAYING TAMRFJ?).
CORN STALKS - 7HESE SHOULD BE SHREDDED INTO 4 TO 6-INCH LENG7Hl STALKS DECOMPOSE SLOK Y AND ARE
RE_qSTANT TO WNDRLOW
WOOD CHIPS111ARK CHIPS - SUITABLE FOR AREAS THAT KILL NOT BE CLOSELY MOKED, AND AROUND ORNAMENTAL
PLAN77NGS CHIPS DECOMPOSE SLOKY AND DO NOT REQUIRE TACKING. WOOD CHIPS MUST BE 71?E47ED W7H 12 POUNDS
N17ROGiN PER ION 70 PREVENT NU7RIENT DEFICIENCY W PLANTS (NOT NECESSARY FOR BARK). 1#1000 AND BARK CHIPS
IEND 70 WASS44 DOIW SLOPES OF MORE THAN 6 PERCENT AND CREATE PROBLEMS BY aOGGfNG INLET GRA7FS, ETC. AND
ARE THEREFORE NOT RECOMMENED FOR USE IN THOSE AREAS
WOOD FIBER - USED IN HYDRO -SEEDING CIPERA710015� APPLIED AS PART OF INE SLURRY THIS FORM OF MULCH DOES NOT
PROVIDE SUFF7CIENT PR07EC770M 70 ERODIBLE SOILS To BE USED ALONE DURING 7HE HEAT OF SUMMER OR FOR LAZE FALL
SEEDWM WOO FIBER H)VRO-SEED SLURRIES MA Y BE USED TO TACK STRA W MULCH. 7HIS COMBINA 71ON IREA WENT IS
WL SU17ED FOR S7EEP SLOPES AND CRI71r,4L AREAS
NETS AND MATS - USED ALONE, NETIING DOES NOT RETAIN SOIL MOISIURE Of? MODIFY SaL TEMPERATURE IT STABILIZES
7HE SOIL SURFACE NOLE GRASSES ARE BEING ESTABLISHED, AND IS US9UL IN GRASSED W47ERWAYS AND CIN SLOPES.
LIGHT NETTNG MAY ALSO BE USED TO HOLD OTHER MULCHES IN PLACE 17S RELAIIVELY HIGH COST MAKES IT MOST
SUITABLE FOR SMALL 97ES
TEMPORARY COVEWD
7EWPORARY SEED 70 PROVIDE SOIL STABIUZ47ION BY PLAN71NG GRASSES AND LEGUMES TO AREAS WVCH WOULD REMAIN
BARE FOR' MORE THAN 7 DAYS (FROM MAY 1 70 SEPT JO) OR 2 DAYS (FROM OCT I TO APRIL 30) WFJ?E PERMANENT
COVER IS NOT NECESSARY OR APPROPRIATE A MINIMUM OF 2-4 INCHES OF 77LLED TOPSOIL IS REQUIRED FOR THE
SEEDBED. PLAN77NO SHOULD PREFERABLY BE DONE BETWEN APRIL I AND JUNE 30, AND SEPT I THROUGH OCT it. F
PLANIING IS DONE IN THE MON7HS OF JULY AND AUGUST, IRRIGA71ON MAY BE REQUIRED. F PLAN17NG IS DONE BETMEEN
NOV I AND MARCH J1, MULCHING SHALL BE REQUIRED IMMEDIAIELY AFTER PLANTNG. THE SEED MIX OF REOTOP(IOX),
ANNUAL RYE(40%), CHEWNGS FESCUE(40X), AND 0117F DUTCH aqvER(tox) SHALL BE USED AS A GUIDE (SNOHOMISH
COUNTY TO APPROVE SEED MIX) 1HYDRO-SEEDING' APPLIC47701VS WIN APPROVED SEED-MULCH-FER77LIZER MIX711RES
MAY ALSO BE USED. 7HE S0fL COW? MEZHOOS LISTED UNDER 'COVER DURING WN7ER CONDITIONS' MAY ALSO BE USED
AS 7EMPORARY COVER AT ANY 77ME
CLEAR PLAS77C COVERING PR07ECT DISIURBED SLOPES BY COVERING WIH CLEAR PLASTIC 7HIS METHOD
OF COVER IS GOOD FOR PR07EC71NG BARE AREAS IWICH NEED IMMEDIATE COVER AND FOR WN7ER
PLAN77NGS IT IS ALSO QUICK AND EASY TO PLACE, THE 5HEE77NG WLL RESULT IN RAPID, IOOX RUNOFF
WfICH MAY CAUSE SERIOUS EROSION PROBLEMS AND101? FLOODING AT THE BASE OF SLOPES UNLESS THE
RUNOFF IS PROPERLY IN7ERCEP7ED AND SAFELY CONVEYED BY A COLLEC77NO DRAIN. THIS IS S7RICIL Y A
7EMPORARY NEASUR& SO PERMANENT STABILIZATION IS S71U REQUIRED. THE PLAS71C MUST BE ANCHORED.
CLEAR PLAS71C SHEE71NG SHALL HAVE A MINIMUM THICKNESS OF 6 MIL AND MEET THE REQUIREMENTS OF
W5DOT1APW4 SEC77ON 9-14.5. COVERING SHALL BE INSTALLED AND MAINTAINED 71GHTLY IN PLACE BY
USING SANDBAGS OR 77RES ON ROPES WTH A MAMMUM 10 FOOT GRID SPACING IN ALL DIREC77ONS ALL
SE4MS SHALL BE TAPED OR HEIGH70 DOIW FULL LENGIH AND 7HERE SHALL BE AT LEAST A 1 70 2
FOOT OVERLAP OF ALL SEAMS. SEAMS SHOULD THEN BE ROLLED AND STAKED OR TED. COVERING SHALL
BE INSTALLED IMMEDIATELY ON AREAS SEEDED BETNEEN NOV 1 70 MAR 1, AND REMAIN UNIX WGETA71ON
IS FIRMLY ESTABLI91ED. MIEN THE COVERING IS USED ON UNSEEDED SLOPES� IT SHALL BE LEFT IN
PLACE UN77L THE NEXT SEEDING PE0010. SHEE77NG SHOULD BE TOED IN AT THE TOP OF THE SLOPE TO
PREVENT SURFACE FLOW BENEA7H 7HE PLAS77C SHEE71NG SHOULD BE REMOVED AS SOON AS IS
POSSIBLE ONCE WGETAIICN IS VIELL GROW TO PREVENT BURNING IHE WGETA710N THROUGH THE PLAS77C
SHEETNG.
MAINTEXANCE OF EROSION CONTROL ELEMENTS
ALL EROSON AND SEDIMENT CON7ROL BYPs 91ALL BE REGULARLY INSPECTED AND MAINTAINED BY THE OMER 70 ENSURE
CON71NUED PERFORMANCE OR INEIR WIENDED FUNCIION ALL MAWIENANCE AND REPAIR SHALL BE CONDUCTED IN
ACCORDANCE IWIH THE MANUAL AND UN17L C0NS7RUC710N AND LANDSCAPING IS COMPLEW AND THE P07EN71AL FOR
ON -SITE EROSION HAS PASSM
SILTA71ON BARRIERS SHALL BE INSPECTED IMMEDIA7ELY AF7ER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED
RAINFALL SEDIMENT DEP097S SHOULD BE REMOVW AFTER EACH RAINFALL THEY MUST BE REA40VED WiEN THE LEVEL OF
DESPOS716W REACHES APPROXIMA7ELY ON -HALF OF THE HEIGHTOF IHEBARRIER. ANY SEDIMENTDEPOS17S REMAINING IN
PLACE ArIER ZHE BARRIEW IS NO LONGER REQUIRED SHALL BE DRESSED To CONFORM To THE EXfSTNG C4?AD& COMPOST
AMENDED AND SEEDED AN DOI? 07HERMSE PERMANENTLY STABILUED.
OTHER 8MPs AS REQIUIRED BY IHE CITY AND APPROPRIATE FOR THE 97E TO MIIIGATE THE UffC75 OF INCREASED RUNOFF
SHALL BE APPLIED.
[:ilv? a M .. If
SLTA71ON BARRIERS SHALL BE WSPEC7ED IMMEDIA7ELY AFIER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED
RAWFAU. NECESSARY REPAIRS 70 BARRIERS OR REPLAMWOVT SHALL BE ACCOMPLISHED PROMPTLY SEDIMENT
DEPOSITS SHOULD BE REMOVED AFIER EACH RAINFALL. THEY MUST BE REMOVED WiFiV THE LEVEL OF DEP097ION
REACHES APPROMMA7ELY ONE-HALF THE HEIGHT OF 7HE BARRIER SHALL BE DRESSED TO CONFORM 70 THE EXfS77NG
GRADE, PREPARED AND SEEDED. ANY SEDIMENT DEP09TS REMAINING IN PLACE AF7ER IHE BARRIER IS NO LONGER
REOWRED.
RU. I DBSCR=0.ff DATE
GRADWG. QUAN77 2
CUT- 250 CY i
FILL: 10 CY 4
GRADING QUAN71PES ARE ROUGH
CALCULA 77ONS ZIA T DO NOT TAKE 5
INTO ACCOUNT !HRINKAGE OR
S*ELLAGE. UMffY CONMCT NOM:
7HE CONIRACIOR SHALL BE RESPON98LE FOR M?]F)19G INE LOCARCIN, DIMEN90N AND DEP7H OF ALL EVS77NG U77LI71ES NHE7HER
SHOIW ON THESE PLANS OR NOT, BY POTHOUNG THE U77LI77ES AND SURVEYING IHE HORIZONTAL AND WR77CAL LOCAlIONS PRIOR TO
CONS7RUC710N. 7HIS SHALL INCLUDE CALLING UTLITYLOCAZE AT 1-800-424-5555 AND THEN P07HOUNG ALL OF 7HE EXfS71NG
U77U77ES AT THBR LOCA77ONS OF NEW U17LITY CROVNGS TO PHYSICALLY VERIFY WIEMER OR NOT CONFLICTS EXIST LOCA1701V OF
SAID UTLIVES AS SHOIW ON INESE PLANS ARE BASED UPON 7NE UNVE RIRED PUBLIC INFORMA 7701V AND ARE SUBECT 70 VARIA 770N.
CALL 3 WORMNG DAYS BEFORE YOU DIG
1-800424-5555
UTILITIES UNDERGROUND LOCATION CENTER
(ID,MT,ND,OR,WA)
ELEMC-RED SEM-Cfaw GAWL.YMOW SURM-PINK
&*mpRawuoN9wieewLEmDaEc)ay TEUCATV-CIRANGE PROPOSED -WHITE WATER -BLUE
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LEGAL DESCRIPTION
L07S 7 AND 8, BLOCK 102, PLAT OF BRACKETTIS FIRST ADD1770Y TO EDMONDS;
ACCORDING TO THE PLAT THEf?W RECORDED IN VOLUME 8 OF PLATS; PAGE 47,
RECORDS OF SNOHOMISH COUNTY, WAWNGTON.
SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON1
(PER CHICAGO 717LE INSURANCE A.L. TA. COMM17MENT P21454Z
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATE:
BY:
CITY EN"E lq� �10N
L_
PREPARED BY. -
DONNA L. BRESKE, P.E.
vi 6621 FOSTER SLOUGH RD.
10 SNOHOMISH., WA 98290
367
T PHONE: (425) 334-9980
Lj_ - (425) 334-7380
FAX.
TESC & GRADING
FOR
JOHN n"ETTENMIER
TAX ID: 00395710200700 PFN:
DEVELOpa, JOHN RMENUIER, PHONE: 425-750-5965
SCAM. I != 20, 1 ISSUE DAlW.- 5-26-15
71 rl.�
E 3 Viz. K�
2 1,;
v ENT -SEIRVICE8
FADDRESS
)1622 GLEN STREET
4ONDS, WA
4 - UNIT
SHT NO. 2 OF 5