BLD2017-13331% 111111111
OV Ebt,
1�4 -f CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 92020
PHONE: (425) 771-0220 - FAX: (425) 771-0221
'-'V�r ",
STATUS: ISSUED 12/31/2018 Bi,62- 7133S
BUILDING PERMIT
Expiration Date: 121311201A Project.Address: 8609 244TH ST SW, EDMONDS
Parcel No: 00463303100103
PROPERTYOWNTR APPLICANT CONTRACTOR
MIETZNER BROTHERS PROPERTIES, LLC MlF--TZNER BROTHERS PROPERTIES, MIETZNER BROTHERS PROPERTIES. LLC
11611 AIRPORT RD SUITE B-1 LLC CIO MICHAEL MIETZNER
EVERETT, WA 98204 11611 AIRPORT RD SUITE B- 1 11611 AIRPORT RD SUITE B-1
EVERETT, WA 98204 STE BI
EVERETT- WA 982(14
(425) 212-2490 (425) 2 12-24 90 (425) 212-2490
LICENSE #- Mll:-I'ZBP878CJ EXP:02/11/2019
JOB DESCRIPTION
UTILITIES, CLEARING; GRA DING, DRAINAGE AND SITE WORK FOR I I HOMES
VALUATION: $0
PERMIT TYPE: Commercial
PERMIT GROUP: 28 - Fill/Grade/Excavate
GRADING: Y CYDS: 2312
TYPE OF CONSTRUCTION:
RETAINING WALL ROCKERY
OCCUPANT GROUP:
OCCUPANT LOAD:
FENCE: 0 X 0 FT.)
CODE: 2015
OTHER ------- OTHER DESC�
ZONE RM-2.4
INUMBER OF STORIES: 0
IVESTED DATE
INUMBER OF DWELLING UN IT S: 0
ILOT 4:
EMSTING AREA
IBASEMEN 1: 0 1 ST FLOOR: 0 2ND FLOOR 0
PROPOSEI).AREA
BASEMENT: 0 1 ST FLOOR: 0 2ND FLOOR: 0
13 RD FLOOR 0 GARAGE: 0 DECK: 0 OTHER: 0
3RD FLOOR 0 GARAGE: 0 DECK: 0 OTHER 0
IBEDROOMS. 0 BATHROOMS: 0
BEDROOMS: 0 BATHROOMS: 0
FRONT S LTBACK SIDESETBACK REAR SETBACK
REQUIRED: S 15 PROPOSED IS [REQUIRED: W 10 PROPOSED: 10 �EQ�UIRED. N 15 PROPOSED: 15
HEIGHTALLOWED:0 PROPOSED:O IREQUIRFD: E 10 PROPOSED: 10 1
SETBACK NOTES: Height calculations associated wrinh permits for each d\wllin.- unit (BLD20171334-1344).
Parking is total on site
Patios meet < 1/3 or 4' setback exception; eaves < 30"
6'wood fence on N. E: W
ADB waived irrigation requirement
SEPA w/design review PLN20170017
[AGREE TO COMPLY \AflTHCrTY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WCRKAUTHORIZ ED THEREBY, NO
PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION
INSURANCE AND RCW 18:27.
THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HISMER DEPUTY AND ALL FEES ARE PAID.
FIRE APPLICANT ASSESSOR
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Name Date Released BV Date
ATTENTION
IT IS UNLAWFUL TO USE'OR OCCUPY A BUILDING OR STRUC'I`URI7 UN11L A FINAL INSPEC11ON HAS BEEN MADE AND APPROVAL ORA CERTIFICATE OF
OCCUPANCY HAS BEEN GRANTFD.UBC109.'IRCI IWIRC 110.
STATUS: ISSUED BLD20171333
• Final approval on a projector fin a] occupancy approval must be granted by the Build ing Official prior to use or occupancy of
the building or structure. Check the job card for all required City inspections in clud in g final project approval and final
occupancy inspections.
• Any request forakernate design, modification, variance orotheradministrative deviation (h erein after "varian cc") from
adopted codes, ordinances or policies must be specifically requested in writing and be called out and identified. Processing
fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable.
Approval of any plat or plan containing provisions which do not comply Nvith city code and for which a variance has not been
specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision
of city code or state law does not approve an), items not to code speciiication.
Sound/Noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits
of ECC Chapter 5.30 only during the hours of 7:00arn to 6:00pm on weekdays and I 0:00am and 6:00pm on Saturdays. e.xcluding
Sundays and Federal Holidays. At all othertimes the noise originating from coils truction sites "'activities must comply- with the
noise limits ofChapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120.
Applicant, on behalfofhis or hcr spouse, heirs, assigns, and successors in interests. agrees to indemnif�, defend and hold
hamlless the City of Edmonds, Washin-ton, its officials, employees, and agents fi-om any arid all claims fordarriages of
whatevernature, arising directly or indirectly fironithe issuance forthis permit. Issuance ofthis permit shall not be deerned to
modify,waive or reduce any requirements ofany City ordinance norlimit in any way the City's ability to enforce any ordinance
provision.
I INSPECTIONS
THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRVATE PROPERTY ONLY. ANY
CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVB/VAYS, MARQUEES, ETC.) WILL REQURE SEPARATE PERMISSION. PERMIT
TIME LIMIT: SEE ECDC 19.00.005(A) (6)
I TO SCHEDULE INSPECTIONS
...... .. . ....... .. .
BUILDING
1. Go to: www.edmondswa.gov Building Department Inspections
2. Then: SeNces are now scheduled online. If you
.3. Then: Perm its/Development have difficulties, please call the
4. Then: Online Permit Info Building Department front desk for
If you don't have one already, create a assistance dudng office hours.
login (upper right hand corner) (425) 771-0220
6: Schedule your inspection
ENGINEERING (425) 771-0220 EXT. 1326
FIRE (425) 775-7720
PUBLIC WORKS (425) 771-0235
RECYCLING 1425) 275-4801
When calling for an inspection please leave the following information: Permit Number, Job Site Address, Type of Inspection
— being requested, Contact Name and Phone Number, Date Preferred. and whether you prefer morning or afternoon.
• B-Building Final
• E-Pre-Con
• E-Erosion Control/Mobilization
• E-Pen-neable Pavement Covenant
• E-Footing Drain TL Conveyan cc
• E-Driveway Forrn & Slope Ver.
• E-Pavement Subgrade
• E-Pavement Compaction Test Report
• E-Pavement Striping
• E-Mailbox Wcation, Pre -Install
• EPLJD Poles - Relocation
• E-Fire/Aid Address Sign
• E-Engineering Final
r�
• &Project Asbuilt
• P-Planning Final
• E-Pedestrian Easement
0 30, 60'
LOT 5 LOT 6 1 LOT 7
32, -4
16% _-, V
Tj �_ I T
L L
L.T4 LOT 8
0
L
LOT 3
I LOT 9
�24-
LOT 2 LOT lU
01
LOT I I
LOT f
Ll
244TH ST SW
�I= ml A KI
920459
60,
2 - FUSED TIE-IN
XXV CUT FOR TIE-IN
29-N CA 722V CA OF AURORA AVE N
-N CA -'w CA
OF AURORA AVE N
CP0_4;_qIKIr. rf)Klnl IIT TA R1 F=
.-INIS
#
LOCATION
GAS
ING
LENGTH
TYPE OF CROSSING
(Feeder, Primary, Secondary, etc.)
FROM
I TO
Si F
Z "
(IN)
TYPE
CITY
LOCATION
LOT 2
LOT 11
4
40
1
N
50
GAS MAIN
X02
LOT 4
LOT 9
4
40
1
N
50
GAS SERVICE - GAS ONLY
X03
LOT 8
LOT 6
4
40
1
E
50
GAS SERVICE - GAE
X04MX01
LOT 4
LOT fi
4
4.
1
1
A
. - 1L.1 1-1. = 5 4' Yt:I_LQVV SCH 4U PVC = 2UU FT
o,
P.-
4B' TyiA.I E=P td
c.re wilth -Y
_ti 24. 1.
T.I nd ..xA ..I C.d
12' Win
W.-
(d.eh, no I E!, o Pin, I F . 12- - E -o 4
6� or 12 .�x
in o P
CiXe, G..M4a comia I ILI,
i I-
4'.ard BedA.B � I
GASSED UP PIPELINE
PIPE I FOR MAN'S I
SEGMENT NAME DATE
11% Its TWE. n
SEP 12 2019
BUILDING
SCANNED
Sy 111511
G I.TEL- -.1 - i_. -.1
NOTES: P F_
I.:IIh1 Inal I IcIl � B-intaimE,.cle, greate, than . Inches in diameter, install 12 Inches coorpacted send shading across the full vAdth of the tr. Ch. FITTER'S CHECKLIST (C BOX TO CONFIRM COMPL-)
, the I Ef b: kfi� onto rs ticks 8 inches In diameter at smaller, install 6 Inches compacted sandy shading across the full width of the br-h.
2. Rocks greater than to Inches diameter are not permitted in the final backfill.
3. Send bedding I, required under FEE gas Pipe. Boddoig is not r,q,ired for the full width of the Bench; it shall extend from the 0 R
c to are e g oorded �Ileqd urron-fion on the GOB 2500.1700.
as m 0 RZ
side of the Bench near at wh th ain/seNice ismtalledto a minimum Xf6m,heson the opposite see oftc g,,Ii,e. �*�d��t,.��iMt..in,����,GOS2�5.12M,.d2525.2�.
4. U Whes shelf not be stacked ever the gas them the trench.
5. If wet utilities will be included in the trench, PI.Se Contact PSE or local power company directly for clearance requirements.
Reduced clearance of 4 inches between power and communication, must have approval ofth, ommunicabons -parn-
Alternatives to full�width trench sliading require FEE appro,al. Flense.Sig-
R'D ao�_? Peni- Name Mnrd�
JOINT TRENCH DETAIL 1 2,,� _�)
Primary & Secondary -Mainline Gas & Communications NTS) I c,i
,.An n.,,
GENEFZAL NOTES - GAS (JOINT TRENCH):
1 . Excavator to contact Utilities Underground Location Center (One -Call) 48 hours priorto construction, to two
working days prior to construction, 1-800-424-5555
2. Notify appropriate parmitfing libimby 066e to job start (see permit requirements).
3. Erosion and sediment control shall be per PSE Standard Practice 0150.3200 Techniques for Temporary Erosion
and Sediment Control and any additional local jurisdiction requirement..
4. Any change in route, pipe siz�itylpe, fie -in method or additional main footage must be approved by the
appropriate EngineeriProject Manager.
5. Complete "Exposed Pipe Condition Report" on all exposed existing Steel PSE Facilities.
Check box on report for Wre box (rest Lead) installation.
6. Pipeline Marksm and Warning Signs shall be installed and recorded by the Contractor per PEE Gas Operating
Standard 2525.2500.
7. To prevent accidental overpressure of adjoining systems, no two mains shall be connected, except as showin on
this design, unless approved by the appropriate Engine er/Project Manager.
8. System MAOP denoted by I System MAOIC = 45 PSIG
9. Install Main Valves out of traffic where possible.
10. Gauge (use Manometer for LP Systems) and monitor use of all stoppers and squeezes to insure adequate feed.
11. Install one pound Anode for every 1000' of locating wire. Install Anode and Test Lead 1AAres per PSE Gas
Operating Standards 2525.1200 and 2525.2300.
12. If STW pipe involved, coordinate installation voth CP Tech. NIA Cell# NIA
13. Purge Points and Pressure Taps shall be installed per PSE Gas Operating Standards 2525.3400 and PSE Gas
Fi:ld Procedures Manual 0812 and 0813.
14. M ins and services shall be tested and purged per PSE Gas Operating Standards 2525.3300 and 2525.3400.
15. Unless otherwise noted:
Al, ipBE installed in plat to be 2" MPE-7.
Ali u-si.q. to be Y.U.. 4" I'VC.
All Services to be 1-1/8"PE.
denotes service stub location.
') denotes footage between fitlings.
16. Customer to dig and backfill on private property or easement only. Trenches must Conf.rm to PSE Gas
Operating Standards 2525.1500, 2525.1600 and 2525.1700.
17. Note all recordable footages, locations and material changes on the as -built in red.
18. Upon completion of the project send the print Copy, along with the completed work order, listing crew & actual
materials used to the appropriate design group.
19. On site pre -con required before start ofjob.
20. At symbol: install natural gas main piping and fixtures- Size as indicated on tables and
work sketch (gas main is to parallel power system unless otherwise shown on work sketch).
21. Inclement weather conditions may cause delays in construction times and dates.
GAS MAIN INSTALUTIONIRETIREMENT
Typ,AN,r,
Pipe So,
Type
It ergh
A� 1-99,
Manufacturer
INSTALL
T
M E-7
jOINT
7
MPE�7
Verify Testing Requirements, Chart vs Gauge
GOB 2525.3300 ... 5, Table 5.1 and -1. 5.5
GAS MAIN PRESSURE &TESTING
TYPE TEST
11 SOAP
1 0 AIR ONITROGEN
0 WATER
ATE ON
D AT
i I
START TIME
TESTED BY
DATE OFF
I
STOP TIME
PRESSURE
B T R E . U LTT.. -
P - F
TYPE TEST
E.AP
_ AIR 0
ffiTE
NITROGEN
0 WATER
DATE ON
START TIME
TESTED DY
DATE OFF
STOP TIME
PRESSURE
T.ETRE,
'UL OF
OF
0 TESTED BY
SEE
FORM 1728
DESIGN PRESS
-S .2118
PROJECT PHASE Notin. I.. # Order#
GAS SAP Superior 508105121
Be - Stubs STUBS
NIA
M B�l
S ic./M.t , NIA
:no. SerAle N/A
rd. MSA NIA
Cie. Reg. I FT NIA
HP S�AMSA NIA
Relocate NIA
Retirement 1 N/A
107058715
106357992
N/A
A
NIA
N/A
N/A
N/A
N/A
N/A
NIA
`A`PR'1'L'J'0'N`ES ...............
C.11P� s, 425-4-5475
E.M.' -Pn14.F.@c.m
"L.-Be. Required" Yea Do No 0
fla..m. R-ined' Y.. M - r-I
Vicinity Map
47.778007, -122.349226
N
SITE
In
L
mikem@mietznergmup.mm
ownerlDeveloper Contactinfo
M, one, Be h- Prop.m... LL.
116 1 AM. Rd, Slft�13-1
Eiiii�, WA`gS20A
ATTN, Mike Me-, 425�7�1 troe
CALL (00) 424-SSSS
2 BUSINESS DAYS BEFORE YOU G
,A_11�
THE BXETII 1IT TI BE ABLIM IFIN EXACT LICATIIN IF EXIETINI Es
IREAL ESTATE/EASEMENT
...... IPERMIT
I
I DATEn
1 By::�
[DE7CRIPTION
IFUNCTION
I CONTACT
I PHONE NO
DATE
if
PROJECT MGR
1 425-42�6475
;FIT1 9
2
#
1 #1
#
ENO R - GAS
*A.PTRL:1,ONE1
:.]T NAB
2S34376725
812/19
#
I #
IDIRAWN BY
A.TA . T:NAS
I 2S34376725
8/2119
Be.
I SNOHOMISH 1 5 1 CISHC ICP APPROVAL I N`A
1114 SEC Xpp� V;, �7A
Emil 1731 FIDAE JOP MAP. 11LATMAP bas
1 167 PING
UTILITI ES1
`MAST
1 ON
CONTAC
I.TN VIA_�RICI<
R.EN1.NNR!S.N
PHONE*l
425.26GT5328
425�0872SS_
PUGET
SOUND
244TH ST PROJECT
2" MPE-7 GAS MAIN EXTENSION - I I S/F LOTS
ENERGY
8609 2"TH ST SW, EDMONDS WA 98026
BY PUGET SOUND ENERGY
425�78�766
N/A
_E
I" - Sly
LAYOUT LEGEND:
IN
PAD MOUNTED TRANSFORMER
Es
SUBMERSIBLE TRANSFORMER
ABOVE GROUND J-BOX
SUBMERSIBLE J-BOX
SECONDARY VAULT
El
PULLING VAULT
F-1
PAD MOUNTED SWITCH CABINET
SUBMERSIBLE SWITCH CABINET
@
SMALL SECONDARY PEDESTAL
LARGE SECONDARY PEDESTAL
STREET LIGHT PEDESTAL
PRIMARY UNDERGROUND CABLE
- - - - - - ---350 SECONDARY UNDERGROUND CABLE
- - - - - - - - 4/0 SECONDARY UNDERGROUND CABLE
............ -.1.1/0
SECONDARY UNDERGROUND CABLE
-----------STREET LIGHT CABLE
—SERVICE CONDUIT
POLE AND OVERHEAD LINE
—PROPERTY
LINE
—
—RIGHT-OF-WAY LINE
—LI—EXISTING
UNDERGROUND CARLE
'EXISTING DUCT
— FUTURE DUCT
------- S ------
C)SANITARY SEWER/MANHOLE
------- 0 ------
OSTORM DRAIN/CATCH BASIN
------- IN -----
'WATER MAIN/METER
FIRE HYDRANT
STREET LIGHT
UNDERGROUND LOCATOR MARKER
SCHEMATIC LEGEND:
0 10 TRANSFORMER
3 0 TRANSFORMER
0 SUBMERSIBLE TRANSFORMER
El 200 AMP J-BOX
600 AMP J-8OX
FUSE
PRIMARY UNDERGROUND CABLE
---------------- ABANDONED PRIMARY UNDERGROUND CABLE
OVHD EXISTING OVERHEAD
DISCONNECT SWITCH.NORMALLY OPEN
4-+—OISCONNECT SWITCH.NORMALLY CLOSED
STANDOFF BRACKET
—FEEDER LINE
a PULL THRU BOX
I FEED THRU BUSHING ON TRANsroRMER
-<5—FAULT INDICATOR
—U—ADDITIONAL UGND TAPPED AT T/O POLE
GENERAL NOTES & DETAILS:
REFER TO SHEET 2
CONSTRUCTION NOTES:
ALL CONDUIT TO BE INSTALLED BY CUSTOMER.
7
TRANSFORMERS 7200-24011;'OV
BY PUD OR PUD'S CONTRACTOR
A-52660 50 XVA A-52661
UTC UTC
SER SER
MAKE MAKE
ASSY- 12U610 ASSY- 12U612
VAULTS
BY PLID OR PUD'S CONTRACTOR
A-52660 & A-52661
43"Lx 38" x 36:' FIBERGLASS OPEN BOTTOM
VAU T W /A 22' x 24" ACCESS HOLE
DESIGN LOAD CRITERIA
3000
SO FT
PART I
AL ELECTRIC
140A
MOTOR LOAD
LOT-
LENGTH(ft
CONDUCTO
1
19
SVC-4/OAL TPX
2
23
SVC-4/OAL TPX
3
18
SVC-4/OAL TPX
4
24
SVC-4/OAL TPX
5
21
SVC-4/OAL TPX
6
19
Syc- 4/0AL TPX
7
22
SVC-4/OAL TPX
8
22
SVC-4/OAL TPX
9
21
SVC-4/OAL TPX
io
20
SVC-4/OAL TPX
1
21
SVC-4/OAL TPX
10' R/W R/W
ASEMENT 24'
12'
4 12' IVARIES
TRANSFORMER/
VAULT
TYPICAL ROAD SECTION
A-52661
50-
106626
A-52660
50- 106625-��
FU 40
AMPS
OVHD
3 UVmu
&.HD
PLI 15379
%15
244TH ST Sw
SCHEMATIC
NTI
CABLE ALL FOUTAGES APPROXIMAIF
By PUD OR PUD'S CONTRACTOR
50 KVA FROM PLI 15379 TO A-52660
57' OF (1) 1/0 AL 15KV CNCTRC NEUT ICKTO PRI IN 2" PvC
— MAKE -- PO REEL
F7 MARK TO
FROM A-52660 TO A-52661
341' OF (1) 110 AL 15KV CNCTRC NEUT JCKTD PRI IN 2" PVC
MAKE -- PO REEL
FT MARK TO
853' OF 350 KCMIL AL TPX SEC IN 3" PVC
SECONDARY PEDESTALS
BY PUD OR PUD'S CONTRACTOR
5 SEC PEDS/INSTALL PER DIST ASSY# IUSOI
2 SEC PEDS/INSTALL PER DIST ASSY- 1U802
FEED THRU PEDS ON LOT LINE 1/2 9, 3/4
10'DRAINAGE
EASEMENT
N
RTl
il MITS OF SANITARY
11
SEWER EASEMENT
W,
W, _-W --------- V
---------- W --------------- W --------
PLI 15379
15-395039/
6
244TH STREET SW
S-------- : ------- S ----- -------- S ---------- 0 -------- S
--- --- ------- --------------- n --------------- n ------
Cm�-o--W-F--=T
[FDWJMD
GAS IN PLAT
k .19.1KAY lijml.,CLRO
LOCATION aM 244TH STREET
SW�EDMONDS 98D26
AREA LYNNWOOD
-ORDER =022093
POLE NO 15379 SWIAS 31 T27 R4 DATE 5/2/19
REASONFORWORK PROVIDE
10PRIMARY QNIQERGROUND ENGINEER-WILLI
S OPERATION 0060
F)IRTRIMITION
SYSTEM FOR THE DRAFTER McPHERSON
UGND NO 14069-1
PLAT
OF 244TH STREET
SCALE NOTED
DATE WORK COMPLETED
FOREMA
ENO AS -BUILT VERIFICATION
SUBSTATION RICHMOND POK INSPECTOR
13 PHASING. TAPS L FUSING
OPOLE & VAULT STENCKS
CIRCUIT NO 12-2048
PHASE I DATE
0 CABLE TAGS
FEES REQ'D MIES
ONO
0 FRAMING
Rol CR INGS ONLY PRIMARY OVERHEAD
OEOUIPMENT LOCATION
T%S
E I
DESCRIPTION . RESIDENTIAL
VERIFIED BY
0 COMMERCIAL
DATE
LEO-_
FREVISIONS
V NO. DATE DESCRIPTION
PRIMARY UNDERGROUND
13 RESIDENTIAL
PERMITS (DATE GRANTED)
0 COMMERCIAL
0 TREE TRIM
BASIC FEE
C3 STATE
0 COUNTY
;�ECOND;YZIUNDERGROUND
BASIC FEE&
0 NL&—
EASEMENTS 8 REQUIRED
0 NOT REQUIRED
REQUEST NO.
DATE APPROVED
FOREIGN C614TACTS
C, �piv- —
0 JOINI TRENCH FRONTIER & C�TV
OJOINT BORE FRONTIER & CATV
&JOINT TRENCH W/GAS
POLE STENCILING
I
WORK IN RIGHT OF WAY
FR.M_ TO
AS -BUILT
0 P IMARY
TAKE OFF FaE.
APPV NO. DATE
DESCRIPTION
0 SECONDARY
FT 0 S—
PRE-CONSTR REQUIREMENTS
0 TREE T EM 0 PUD LOCATOR
MISCELLANEOUS FEES
DBACKHOE 0
VAULT S_
0 ONE C&L DATE
PERMIT S_
STREET LIGHTING
C) YES 0 NO
[N&R
]AS -BUILT
TOTAL DUE I
DATE P
IRECEIPTAID
NT L
ENGINEER JOHN WILL] S
CUSTOMER MIKE MIETZNER --ILOCATION
MAP PAGE 47:4:��3-,
PHONE
PHONE (425) 212-2496
r—
KING
WORK SITE
VICINITY MAP
4� PPM
a EL
TAGS Z
LAYOUT 7
SEP12 2019 VAULT: A-52660 & A-52661
CABLE: 106625 & 106626
ANNED
sc
suj�-DljyG
S[p 17 IMS
A
0
"J)C. 10""
DAVE EARLING
MAYOR
CIT'Y OF EIDMONDS
121 �TH AVENUE NORTH - EDMONDS, WA 98020 - 425,771.0220 - FAX 425.771.0221
Website: www.edmondswa.gov
DEVELOPMENT SERVICES DEPARTMENT
Planning - Building - Engineering
April 6, 2017
Brian Kalab, P.E.
Insight Engineering Co
PO Box 1478
Everett WA 98206
Subject: Critical Areas Checklist Site Determination #CRA 2017-0034
Dear ApplicanttOwner,
W NJ'=
RECEIVED
SEP 2 3 2017
DEVELOPMENT SERVICES
COUNTER
Enclosed please find the completed site determination for the Critical Areas Checklist you
submitted to the City of Edmonds Planning Division. Please note that this determination is a site -specific
determination and not a project -specific determination.
Please examine this site determination for additional requirements. You may need to submit
additional information such as an Environmental Checklist or Critical Areas Study which is specified
in the documents you have received.
If you have any questions regarding this site determination, please call the Development Services
Department, 425.771.0220, and ask for the planner who reviewed your submittal (name on the reverse
side of the document).
Enc.
Thank you.
Regards,
Denise Nelson
Administrative Assistant
Development Services Department
-h2coipontedAugust]], 18900
Sister City - Hekiiiwi,japm
40
#P20
Critical Areas File #: L.,,� LXA E- Ut A--'
kinitial Determination - $100
0 Subsequent De ermi atl $50
Date Received: 01 *2, - 1: �
Date Mailed to Applicant:
The purpose of this checklist is to enable City staff to
determine whether any critical areas and/or buffers are
located on or adjacent to the subject property. Critical
areas, such as wetlands, streams and steep slopes, are
ecologically sensitive or hazardous areas that are
regulated to protect their functions and values. The City's
critical area regulations are contained within Edmonds
Community Development Code (ECDC) Chapters 23.40
through 23.90.
Property Owner's Authorization
City of Edmonds
Development Services Department
Planning Division
Phone: 425.771.0220
www.edmondswa.gov
A property owner, or an authorized representative, must
fill out the checklist, sign and date it, and submit it to the
City. Staff will review the checklist, conduct a site visit,
and make a determination of whether there are critical
areas and/or critical -area-buffers on or near the -site. If a
"Critical Area Present" determination is issued, a report
addressing the applicable critical area requirements of
ECDC Chapters 23.40 through 23.90 may be required
depending on the scope of the proposed activity.
By my signature, I certify that the information and exhibits herewith submitted are true and correct to the best of my
knowledge and grant my permission for the public officials and the staff of the City of Edmonds to enter the subject
property for the purposes of inspection attendant to this application. The undersigned owner, and his/her/its heirs, and
assigns, in consideration on the processing of the application agrees to release, indemnify, defend and hold the City of
Edmonds harn-dess from any and all damages, including reasonable attorney's fees, arising from any action or infraction
based in whole or part upon false, misleading, inaccurate or incomplete information furnished by the applicant, his/her/its,
agents or employees.
SIGNATURE OF OWNER
Owner:
Mietzner Brothers Properties, LLC
Name
11611 Airport Road, Suite B-1
Street Address
Everett WA 98204
city
State
zip
Telephone: (425) 212-2490
Email address: mikem@mietznergroup.com
DATE
Applicant/Agent:
Brian Kalab, P.E. I Insight Engineering Company
Name
P.O. Box 1478
Street Address
Everett WA 98206_
city State Zip
Telephone: (425) 303-9363
Email Address:
b(ian@insightengineering.net
Revised on 114117
P20 - Critical Areas Checklist
Page I of 2
A
I
C�"�11/
CA File No:
Site Information
1.
2.
3.
4.
qif-,- Address /Location:
#P20
Critical Areas Checklist
8609'244th St. SW, Edmonds, WA 98026
I-Lo C) 1 '�D
Property Tax Account Number: 00463303100103, 0
A 4-- Qi+n 0,;-7,n (nr-roc nr S are feet): 39,000 sq ft
FF.t V I -I- - I
Is this site currently developed? X Yes El No
If yes, how is the site developed? Single Family
Homes
5. Describe the general site topography. Check all that apply.
4X- N-at-toRolling; No-slopeon/adjacent to- the &A-e-,or slopes generally -less than-15 % (a. vertical
rise of 10-feet over a horizontal distance of 66-feet).
El Moderate: Slopes present on/ adjacent to site of more than 15% and less than 40% (a vertical
rise of 10-feet over a horizontal distance of 25 to 66-feet).
[I Steep: Slopes of greater than 40% present on/ adjacent to site (a vertical rise of 10-feet over a
horizontal distance of less than 25-feet).
6. Have there been landslides on or near the site in the past? OYes CKNo
If yes, please describe:
7. Site contains areas of year-round standing water? 0 Yes (approx. depth: 5Z No
8. Site contains areas of seasonal standing water? 0 Yes (approx. depth: CK No
If yes, what season(s) of the year?
9. Site is in the floodway or floodplain of a water course? El Floodway 0 Floodplain
10. Site contains a creek or an area where water flows across the grounds surface? El Yes RNo
If yes, are flows year-round or seasonal? 0 Year-round El Seasonal (time of year:
11. Obvious wetland is present on site? El Yes X No
For City Staff Use Only-----
1. Zoning: t-
3. SCS mapped soil type(s):
13. Critical Areas inventory or C.A. map indicates Critical Area on site: lud
4. Site within designated North Edmonds Earth Subsidence and Landslide Hazard Area (ESHLA)? AN
Reviewed by:
DETERMINATION
AREAS PRESENT WAIVER
Date: -
Revised on 114117
P20 - Critical Areas Checklist
Page 2 of 2
1%
i4o'City of Edmonds
8609/8611/8615-244th St. SW
0 47.02 94.0 Feet This map Is a user generated static output from an Internet mapping site and Is for
reference only. Data layers that appear on this map may or may not be accurate
WGS-1984_Web_Mercator-Auxiliary-Sphere current, or otherwise ri . i.b'e�
C; City of Edmonds THIS MAP IS NOT TO BE USED FOR DESIGN OR CONSTRUCTION
Creeks
Seismic Hazard Areas
Earth Subsidence and Landslide I
Minimum Buffer Adjacent to Ha2
Wetlands
Wetlands Boundary
Weiland Boundaries Not Complete[
Weiland Known Extents
Floodplains
Storm Catch Basins
0
Storm Manholes
+
Detention Facilities
0
Culvert
0
Facility Feature
—
Creeks
—
Storm Line
Facility Lines
—
Storm Ditch
13
ReZones
PRD
RoW
Landslide Hazard Area 40%
Severe Erosion Hazard 15%-40%
El
Erosion Hazard Areas IS%-40%
ArcSDEXIS.STREET—CENTERLINE�
— <811 other values>
Notes
/ - __ I " \J1 -1
DEVELOPMENT SERVICES
COMMERCIAL & MULTI -FAMILY BUILDING
PERMIT APPLICATION
h
1215' Avenue N, Edmonds, WA 98020
City of Edmonds Phone 425.771.0220 ft Fax 425.771.0221
PLEASE REFER TO THE COMMERCIAL & MULTI -FAMILY BUILDING CHECKLIST FOR SIJBM17-TAL REQUIREMENTS
PROJECT ADDRESS (Street, Suite #, City StateZip): �tj%
9,6 Ot - 7_9 z/ Is n4- > kJ iealfumE_5 �%Q&
Parcel #:
00,L1/-)-4-!503,JDQ)D310 021.0 95-
Subdivision/Lot #:
Project Va-luation: $
APPLICANT: LLC
M 1',0-
Phone:
-Z 5- 7 17 Z_1/ 10
Fax:
It Z 5;- 7
Address (Street City Sta el Zip)-
9&V
4PR
[ E-Mai�.Address:
/_�J " K�? M 4-zw -V ?'r V '�P>m
RTY OWNER:
6k
E=_7
P
Phone:
Fax:
I
Address (Street, City, State, Zip):
E-Mail Address:
LENDING AGENCY: N
Phone:
Fax:
Address (Street, City, State, Zip):
E-Mail Address:
CONTRACTOR:* 4A U
f_�r I
Phone:
Fax:
Address (Street, City, State, Zip):
E-Mail Address
*Contractor must have a valid City (�f Edmonds business license prior to
doing work in the City. Contact the City Clerk's 0 ffice at 425.775.2525
WA State LicenN #/Ex Date -
C"J-
City Business License P/Exp. Dat
F, 02- 11, 75- I-zg
DETAIL THE SCOPE OF WORK:
A
PROPOSED NEW SQUARE FOOTAGE FOR THIS
PROJECT:
I st Floor: sq. ft.
2"' Floor:
sq. ft.
3'd Floor: —sq. ft.
Basement: sq. ft.
Garage: —sq.
ft.
Deck/Cvrd Porch: S . ft.
Other: sq. ft.
Retaining Wall: Yes[—]
No
Fire Sprinklers: Yes No
Occupancy Group7:
Occupant Load(s):
T ( ) of Construction:
Grading: Cut —cu.yds. Fill cu.yds.
—
[ Cut/Fill in Critical Area: Yes L_J No Ll
I declare underpenalty of perjuiy laws that the information I have provided on this formlapplication is true, correct and
complete, and that I am the property owner or duly authorized agent of the property owner to submit a permit application to
the City of Edmonds.
Print Name: /K A W, Owner 0 Agent/OthcrE] (specify):
Signature: Date: 'I Z 'S
FORM E LABuilding New Folder 201 Q\DONE & x-ferred to L-Building-New driveTonri E'2014.docx Updated: 1/] 7/2014
MECHANICAL
Equipment Type
Appliance[Equipment information (ne", and relocated i
rTotal If
Furnace
Gas #—Elec
#—Other:—
If BTUs: < 100k >100k— l,ocation(s)_
Air Handler / VAV
(circle selected)
Gas #—Elec
#—Other:—
#—CFNI: <10k— >10k— Location(s)
AC / Compressor
Boiler / Heat Pump
Roof Top Unit
(circle selected)
Gas #—Elec
HP:
#—Other:—
<3, _3-15,
#_ BTUs: <100k,100k-500k, —500k-lMil
15-30 Location(s)
Hydronic Heating
Gas #—Elec
#—In-Floor
—Wall Radiant— Boiler BTUs: Location
Exhaust Fans (single
duct)
Bath If
Kitchen If Laundry If Other: If
Fireplace
Gas #—Elec
#—Other:—
If I.ocation(s)
Dryer Duct I
Appliance Type
Appliance/Equipment Information (new and relocated)
I
Total If
AC Unit
BTUs:
Location(s):
Furnace
BTUs:
Location(s):
Water Heater
BTUs:
Location(s):
Boiler
BTUs:
Location(s):
Other:
BTUs:
Location(s):
Fireplace/insert
BTUs:
Location(s):
Stove/Range/Oven
Dryer
Outdoor BBQ
TOTAL OUTLETS
PLUMBING FIXTURE COUNT
Fixture Type (new and relocated) Total If Fixture Type (new and relocated)
Total L
Water Closet (Toilet)
Pressure Reduction Valve/Pressure Regulator
Sink (kitchen, laundry, lavatory, bar, eye wash, etc.)
Water Service Line
Tub/Shower
Drinking Fountain
Dishwasher
Clothes Washer
Hose Bib
Backilow Prevention Device (e.g, RBPA, DCDA, AVB)
Water Heater Tankless? YesE]
No 0
Hydronic Heat in: Floor El wall El
Floor Drairt/Floor Sink
Other:
Refrigerator water supply (for water/ice dispenser)
Other:
FORM E LABuilding New Folder 2010\DONE & x-ferred to L-Buildhig-New drive\Form E 2014.docx Updated: 1/17/2014
DEVELOPMENT SERVICES
COMMERCIAL & MULTI -FAMILY BUILDING CHECKLIST
1215 1h Avenue N, Edmonds, WA 98020
Phone 425.771.0220 9 Fax 425.771.0221
City of Edmonds
PROJECT ADDRESS:
PRE -APPLICATION MEETING? YESE] NOE] If YES, Pre -application Number:
Plans shall be of sufficient clarity to indicate the location, nature, and extent of the work proposed, and conform to the provisions of
the adopted International Codes and City Ordinances.
>
SUBMITTAL REQUIREMENTS
The number indicates the number of copiesfor
submittal (if applicable). Check marks indicate
additional submittal requirements that may
apply to your project.
5
Z
0." 0.�
n
1 V)
�1"
>
0
Application Form E
I
I
I
I
I
I
Site Plan
3
3
3
3
3
3 F/C
Reduced Site Plan (I I X 14 or 8 1/2 x 11)
1
1
1
1
1
1 F/C
Construction Drawings
3
3
3
3
3
3
Structural Drawing and Calculations
3
3
1 3
3
V/
WA State Energy Code NREC Calcs & Lighting
V/
V/
V/
Site Classification Worksheet
3
3
Site Development Plans/Civils
4
4
En ineerin Report/Drainage Calculations
3
3
Landscape Plan
3
3
Right —of-Way Permit Application
I
I
I
Critical Areas Determination or Checklist
I
I
Geotechnical Report
3
3
Health District Approval Letter
V/
Manufacturer's Specifications/Cut Sheets
V/
V/
V/
V/
3
Contractor's City of Edmonds Business License
I/
V/
V/
V/
V/
Washington State Contractors License
V/
V/
V/
V/
Plan Check Fee (due upon submittal)
V
I/
V/
V/
Traffic Impact Analysis
3
3
3
3
Survey
3
3
Special Inspection and Testing Agreement
V/
V/
V/
V/
Envelope Plans and Documents/Condos
2
2
Bonds
I
I
V/
V/
Architectural Design Approval
I
I
V/
Peer Review Fees
V/
V/
Deferred Submittals
V/
V/
Shop Drawings
V/
Street Use
I
• Handouts and Standard Details may be found on the City's website www.edmondswa.gov or can be obtained at City Hall
during normal business hours.
• Plans/calculation/reports prepared by state licensed architects or professional engineers must be stamped and signed by the
design professional.
FORME LABuilding New Folder 2010\130NE & x-ferred to LAudding-New driveTorni E 2014.doex Updated: 1/17/2014
Thornquist, Linda
From: Thornquist, Linda
Sent: Thursday, June 07, 2018 9:34 AM
To: 'MIKEM@MIETZNERGROUP.COM'
Subject: FW: Plan Review Comments
Mike,
Just a reminder of outstanding comments on your applications. These applications will expire September 28t', 2018. If
not issued by that date, new applications and fees will be required if you chose to move forward with this project.
As noted below in the email sent in December all comments can be accessed online. Heire is a list of all your
applications:
BLD20171333 Utility, Clearing, Grading, Storm
SFR's BLD20171334 thru BLD20171344 (11 Total)
Demo Permits BLD20170330, BLD20170331, BLD20170332
Thank you,
Linda Thornquist
Senior Permit Coordinator
City of Edmonds 425-771-022o ext. 1336
Our hours arefi-orn Sam to 4:30PM Monday, Tuesday, Thursday and Ftiday.
OUR PERMIT COUNTER IVEDNESDAYHOURS: OPEN 8:30 — NOON
CLOSED NOON-4--30PM
We now charge a 3%fee on all Credit Card Transactions
From: Thornquist, Linda
Sent: Tuesday, December 19, 2017 10:21 AM
To: 'MIKEM@MIETZNERGROUP.COM'
Subject: Plan Review Comments
Mike,
I started Out sending separate Consolidated Comment letters but I am getting back logged on time so I will send the
rest out as one consolidated email. All off the permits have now been reviewed. You can see comments that need to be
responded to here: Permit Info. Just enter the permit number and scroll down to Associated Files and you will see
comments. All the permits have comments from Planning and Engineering. If you do not see comments from Building,
that means building has approved the plan. Here is a list of the permits where building has comments that need a
response: BLD20171335 House #2; BLD20171337 House #4; BLD20171342 House #9; and BLD20171344 House #11.
Please call me if you have any questions.
Thank you,
Linda Thornquist
Senior Permit Coordinator
City ofEdmonds 425-771-022o ext. 1336
Our hours arefi-orn Sam to 4:3OPm Monday, Tuesday, Thursday and Friday.
OUR PERMIT COUNTER WEDNESDAYHOURS: OPEN S.-3o — NOON
CLOSED NOON-4.-3opm
We now charge a 3%fee on all Credit Card Transactions
Site Improvement Bond Quantity Worksheet S15 Webdate: 04/03/2015
SC,J AJ
IvIto
King County J-4AI r 204
La 3q
Department of Permitting & Environmental Review
35030 SE Douglas Street, Suite 210
Snoqualmie, Washington 98065-9266 For alternate formats, call 206-296-6600.
206-296-6600 TTY Relay 711
Project Name: 244TH ST Date: 8/28/2018
Location: 8609,8611 & 8615 244TH SVV, Edmonds Project No.:
Activity No.:
Clearing greater than or equal to 5,000 board feet of timber?
yes
If yes,
Forest Practice Permit Number:
(RCW 76.09)
Li ZI-31 -1( )
-71 13 C6 ,
Page 1 of 9
Bond Quantity 09-28-2018
)( I -Z.,C) 0 /0 �-
no
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 IRS Means database.
RO VJ + 'T-65 C- = 1 (916 � q V-5 t7 0
A-I'L L VVI vo -,-- #P ?--1 -7 ) 1-:-,) 9 '-7 6
2 1 f�o N P
"10 Y 9 p-e-�
r -0)
M
AUG 2 9 2018
BUILDING DEPARTMENT
ENGINEERING DIMON Crry OF EDMONDS SCANNED
A"OY�D Af NOTF-D
rl A -A &1;-77
J--lu-
Unit prices updated: 3/2/2015
Version: 3/2/2015
Report Date: 8/28/2018
Site Improvement Bond Quantity Worksheet S15 Webdate: 04/03/2015
Reference #
Unit
Price
Unit
Quantity
# of
Applications
Cost,
EROSION/SEDIMENT CONTROL
Number
Backfill & com paction-em ban kment
ESC-1
$ 6.00
CY
Check dams, 4" minus rock
ESC-2
SWDM 5.4.6.3
$ 80.00
Each
9
1
720
Crushed surfacing 1 1/4" minus
ESC-3
WSDOT 9-03.9(3)
$ 95.00
CY
Ditching
ESC-4
$ 9.00
CY
84
1
756
Excavation -bulk
ESC-5
$ 2.00
CY
90
1
180
Fence, silt
ESC-6
SWDM 5.4.3.1
$ 1.50
LF
825
1
Fence, Temporary (NGPE)
ESC-7
$ 1.50
LF
2401
1
360
Hydroseeding
ESC-8
SWDM 5.4.2.4
$ 0.80
SY
1160
1
Jute Mesh
ESC-9
SWDM 5.4.2.2
$ 3.50
SY
Mulch, by hand, straw, 3" deep
ESC-10
SWDM 5.4.2.1
$ 2.50
SY
0
Mulch, by machine, straw, 2" deep
ESC-1 1
SWDM 5.4.2.1
$ 2.00
SY
1160
1
2320
Piping, temporary, CPP, 6"
ESC-12
$ 12.00
LF
Piping, temporary, CPP, 8"
ESC-1 3
$ 14.00
LF
Piping, temporary, CPP, 12"
ESC-14
$ 18.00
LF
590
1
10620
Plastic covering, 6mm thick, sandbagged
ESC-11 5
SWDM 5.4.2.3
$ 4.00
SY
88
1
352
Rip Rap, machine placed; slopes
ESC-1 6
WSDOT 9-13.1(2)
$ 45.00
CY
Rock Construction Entrance, 50'xl5'xl'
ESC-1 7
SWDM 5.4.4.1
$ 1,800.00
Each
1
1
1800
Rock Construction Entrance, 1 00'xl 5'x1'
ESC-1 8
SWDM 5.4.4.1
$ 3,200.00
Each
Sediment pond riser assembly
ESC-1 9
SWDM 5.4.5.2
$ 2,200.00
Each
1
1
2200
Sediment trap, 5' high berm
ESC-20
SWDM 5,4.5.1
$ 19.00
LF
155
1
2945
Sed. trap, 5' high, riprapped spillway berm section
ESC-21
SWDM 5.4.5.1
$ 70.00
LF
155
1
10850
Seeding, by hand
Sodding, 1 " deep, level ground
ESC-22
SWDM 5.4.2.4
$ 1.00
SY
0
0
ESC-23
SWDM 5.4.2.5
$ 8-00
SY
Sodding, 1" deep, sloped ground
ESC-24
SWDM 5.4.2.5
$ 10.00
SY
TESC Supervisor
ESC-25
$ 110.00
HR
80
1
8800
Water truck, dust control
ESC-26
SWDM 5.4.7
$ 140.00
FIR
16
1
2240
WRITE -IN -ITEMS **** (se2_pA_qe_9j
Each
ESC SUBTOTAL:
30% CONTINGENCY & MOBILIZATION:
ESC TOTAL:
16161RU-IM1,11
Page 2 of 9
Bond Quantity 09-28-2018
$ 44,143.00
$ 13,242.90
$ 57,385.90
A
Unit prices updated: 3/2/2015
Version: 3/2/2015
Report Date: 8/28/2018
Site Improvement Bond Quantity Worksheet
Web date: 04/03/2015
Existing
Right -of -Way
Future Public
Right of Way
& Drainage Facilities
Private
Improvements
Unit Price
Unit
Q
Cost
Q,,nt
Cost
Quant-
Cost
GENERAL ITEMS
No.
Backfill & Compaction- embankment
GI - 1
$ 6.00
CY
Backfill & Compaction- trench
GI - 2
$ 9.00
CY
Clear/Remove Brush, by hand
GI - 3
$ 1.00
SY
Clearing/Grubbing/Tree Removal
G1 - 4
$10,000.00
Acre
Excavation - bulk
GI - 5
$ 2.00
CY
1092
2,184M
Excavation - Trench
GI - 6
$ 5.00
CY
Fencing, cedar, 6' high
GI - 7
$ 20.00
LF
Fencing, chain link, vinyl coated, 6' high—
GI - 8
$ 20.00
LF
Fencing, chain link, gate, vinyl coated, 20
GI - 9
$ 1,400.00
Each
Fencing, split rail, 3' high
GI - 101
$ 15.00
LF
Fill & compact - common barrow
GI - 11
$ 25.00
CY
1220
30,500.00
Fill & compact - gravel base
GI - 12
$ 27.00
CY
Fill & compact - screened topsoil
G1 - 13
$ 39.00
CY
Gabion, 12" deep, stone filled mesh
GI - 14
$ 65.00
SY
Gabion, 18" deep, stone filled mesh
GI - 15
$ 90.00
SY
Gabion, 36" deep, stone filled mesh
G1 - 16
$ 150.00
SY
Grading, fine, by hand
GI - 17
$ 2.50
SY
Grading, fine, with grader
G! - 18
$ 2.00
SY
114
'228.00
4286
8,572.00
Monuments, Tlong
GI - 19
$ 250.00
Each
Sensitive Areas Sign
GI - 20
$ 7.00
Each
Sodding, 1" deep, sloped ground
GI - 21
$ 8.00
SY
Surveying, line & grade
G1 - 22
$ 850.00
Day
3
2,550.00
Surveying, lot location/lines
GI - 23
$ 1,800.00
Acre
0.9
1,620.00
Traffic control crew ( 2 flaggers
G1 - 24
$ 120.00
HR
1
120.00
Trail, 4" chipped wood
G1 - 25
$ 8.00
SY
Trail, 4" crushed cinder
GI - 26
$ 9-00
SY
Trail, 4" top course
G1 - 27
$ 12.00
SY
Wall, retaining, concrete
GI - 28
$ 55.00
SF
Wall, rockery
GI - 29
$ 15.00
SF
Page 3 of 9
*KCC 27A authorizes only one bond reduction.
Bond Quantity 09-28-2018
SUBTOTAL
228.00 45.546.00
Unit prices updated.- 03/02/2015
Version: 03/02/2015
Report Date: 8/28/2018
Site Improvement Bond Quantity Worksheet
Web date: 04/03/2015
Existing
Right-of-way
Future Public
Right of Way
& Drainage Facilities
Private
Improvements
Unit Price
Unit
QantT Cost
—C),,ntT Cost
Quant. Cost
ROADIMPROVEMENT
No.
AC Grinding, 4'wide machine < 1000sy
RI - 1
$ 30.00
SY
AC Grinding, 4'wide machine 1000-2000E
RI - 2
$ 16.00
SY
AC Grinding, 4'wide machine > 2000sy
RI - 3
$ 10.00
SY
AC Removal/Disposal
RI - 4
$ 35.00
SY
825
28,875.00
Barricade, type III ( Permanent
RI - 6
. $ 56.00
LF
Curb & Gutter, rolled
Rl - 7
$ 17.00
LF
Curb & Gutter, vertical
Rl - 8
$ 12.50
LF
259
3,237.50
Curb and Gutter, demolition and disposal
Rl - 9
$ 18.00
LF
Curb, extruded asphalt
RI - 10
$ 5.50
LF
Curb, extruded concrete
RI - 11
$ 7.00
LF
Sawcut, asphalt, 3" depth
RI - 12
$ 1.85
LF
259
479.15
Sawcut, concrete, per 1 " depth
RI - 13
$ 3.00
LF
Sealant, asphalt
R1 - 14
$ 2.00
LF
259
518.00
Shoulder, AC, ( see AC road unit price
RI - 15
$ -
SY
Shoulder, gravel, 4" thick
RI - 16
$ 15.00
SY
Sidewalk, 4" thick
Rl - 17
$ 38.00
SY
106
4,028.00
Sidewalk, 4" thick, demolition and disposa
Rl - 18
$ 32.00
SY
Sidewalk, 5" thick
Rl - 191
$ 41.00
SY
Sidewalk, 5" thick, demolition and disposa
RI - 20
$ 40.00
SY
Sign, handicap
RI - 21
$ 85.00
Each
Striping, per stall
RI - 22
$ 7.00
Each
Striping, thermoplastic, ( for crosswalk )
RI - 23
$ 3.00
SF
Istriping, 4" reflectorized line
RI - 24
$ 0-50
LF
Page 4 of 9 SUBTOTAL 8,262-65 28,875�00
Unit prices updated: 03/02/2015
*KCC 27A authorizes only one bond reduction. Version. 03/02/2015
Bond Quantity 09-28-2018 Report Date: 8/28/2018
Site Improvement Bond Quantity Worksheet Web date: 04/03/2015
Existing
Right-of-way
Future Public
Right of Way
& Drainage Facilities
Private
Improvements
Unit Price
Unit
—0—,ant 7 Cost
—
::Q�,at Cost
Quant- Cost
ROAD SURFACING
No.
(4" Rock 2.5 base & 1.5'' top course) 9 1/2" Rock= 8" base & 1.5"" p course)
Additional 2.5" Crushed Surfacing
RS - 1
$ 3.60
SY
LIMA 112" Overlay, 1.5"
RS - 2
$ 14.00
SY
LIMA 1/2" Overlay 2"
RS - 3
$ 18.00
SY
HMA Road, 2", 4" rock, First 2500 SY
RS - 4
, $ 28.00
SY
HMA Road, 2", 4" rock, Qty, over 2500 S�
RS - 5
$ 21.00
SY
HMA Road, 3", 9 1/2" Rock, First 2500 S�
RS - 6
$ 42.00
SY
1088
45,696.00
HMA Road, 3", 9 1/2" Rock, Qty Over 250
RS - 7
$ 35.00
SY
Not Used
RS - 8
Not Used
RS - 9
HMA Road, 6" Depth, First 2500 SY
RS - 101
$ 33.10
SY
HMA Road, 6" Depth, Qty. Over 2500 SY
RS - 11
$ 30.00
SY
HMA 3/4" or 1", 4" Depth
RS - 12
$ 20.00
SY
Gravel Road, 4" rock, First 2500 SY
RS- 13
$ 15.00
SY
1088
16,320.00
Gravel Road, 4" rock, Oty. over 2500 SY
RS- 14
$ 10.00
Y
PCC Road (Add Under Write -Ins w/Desig
RS- 15
Thickened Edge
IRS - 171
$ 8.60
LF
Page 5 of 9 SUBTOTAL 62,016.00
Unit prices updated: 03/02/2015
*KCC 27A authorizes only one bond reduction. Version: 03/02/2015
Bond Quantity 09-28-2018 Report Date: 8/28/2018
Site Improvement Bond Quantity Worksheet Web date: 04/03/2015
Existing
Right-of-way
Future Public
Right of Way
& Drainage Facilities
Private
Improvements
T_
Unit Price
Unit
Q: :ua n =t Cost
QuantT Cost
Quant. Cost
DRAINAGE (CPP =Corrugated Plastic Pipe, N12 or Equivalent) ForCuIll ertprices, Average of 4' cover was assumed. Assume perfora ed PVC is same price as solid pipe.
Access Road, R/D
D - 1
21 M
SY
Bollards - fixed
D-2
$ 240.74
Each
Bollards - removable
D - 3
1 $ 452.34
Each
* (CBs include frame and lid)
CB Type I
D-4
$ 1,500.00
Each
CB Type IL
D - 5
$ 1,750.00
Each
CB Type 11, 48" diameter
D-6
$ 2,300.00
Each
for additional depth over 4'
D-7
$ 480.00
FT
CB Type 11, 54" diameter
D - 8
$ 2,500.00
Each
for additional depth over 4'
D - 9
$ 495M
FT
CB Type 11, 60" diameter
D - 10
$ 2,800.00
Each
for additional depth over 4'
D - 11
$ 600.00
FT
CB Type 11, 72" diameter
D - 12
$ 3,600.00
Each
for additional depth over 4'
D - 13
$ 850.00
FT
Through -curb Inlet Framework (Add)
D - 14
$ 400.00
Each
Cleanout, PVC, 4"
D - 15
$ 150.00
Each
Cleanout, PVC, 6"
D - 16
$ 17000
Each
Cieanout, PVC, 8"
D - 17
$ 200.00
Each
Culvert, PVC, 4"
D - 18
$ 10.00
LF
1642
16,420-00
Culvert, PVC, 6"
D - 19
$ 13.00
LF
138
Culvert, PVC, 8"
D - 20
$ 15.00
LF
Culvert, PVC, 12"
D - 21
$ 23.00
LF
70
1,610.00
Culvert, CMP' 8"
D - 22
$ 19.00
LF
Culvert, CMP, 12"
D - 23
$ 29M
LF
Culvert, CMP, 15"
D - 24
$ 35.00
LF
Culvert, CMP, 18"
D-25
$ 41.00
LF
Culvert, CMP, 24"
D - 26
$ 56.00
LF
Culvert, CMP, 30"
D - 27
$ 78.00
LF
Culvert, CMP, 36"
D - 28
$ 130.00
LF
Culvert, CMP, 48"
D - 29
$ 190.00
LF
Culvert, CMP, 60"
D-30
$ 270.00
LF
Culvert, CMP, 72"
D - 31 1
$ 350.00
LF
Page 6 of 9 SUBTOTAL 18,030.00
*KCC 27A authorizes only one bond reduction.
Bond Quantity 09-28-2018
Unit prices updated: 03/02/2015
Version: 03/02/2015
Report Date: 8/28/2018
Site Improvement Bond Quantity Worksheet Web date: 04/03/2015
DRAINAGE CONTINUED
Existing
Right-of-way
Future Public
Right of Way
& Drainage Facilities
Private
Improvements
No.
Unit Price
Unit
Quant.
Cost
Quant.
Cost
Q,,nt
T Cost
Culvert, Concrete, 8"
D - 32
$ 25M
LF
Culvert, Concrete, 12"
D - 33
$ 36.00
LF
Culvert, Concrete. 15"
D - 34
$ 42.00
LF
Culvert, Concrete, 18"
D - 35
$ 48.00
LF
Culvert, Concrete, 24"
D - 36
$ 78.00
LF
Culvert, Concrete, 30"
D-37
$ 125.00
LF
Culvert, Concrete, 36"
D - 38
$ 150.00
LF
Culvert, Concrete, 42"
D - 39
$ 175M
LF
Culvert, Concrete, 48"
D - 40
$ 205.00
LF
Culvert, CPP, 6"
D - 41
$ 14.00
LF
Culvert, CPP, 8"
D - 42
$ 16.00
LF
Culvert, CPP, 12"
D - 43
$ 24.00
LF
Culvert, CPP, 15"
D - 44
$ 35.00
LF
Culvert, CPP, 18"
D - 45
$ 41.00
LF
Culvert, CPP, 24"
D - 46
$ 56.00
LF
Culvert, CPP, 30"
D - 47
$ 78.00
LF
Culvert, CPP, 36"
D - 48
$ 130.00
LF
Ditching
D - 49
$ 9�50
CY
274
2603
Flow Dispersal Trench (1,436 base+)
D - 50
$ 28.00
LF
73
3480
French Drain (3' depth)
D - 51
$ 26.00
LF
Geotextile, laid in trench, polypropylene
D - 52
$ 3.00
SY
Mid -tank Access Riser, 48" dia, 6'deep
D - 54
$ 2,000.00
Each
Pond Overflow Spillway
D - 55
$ 16.00
SY
Restrictor/Oil Separator, 12"
D - 56
$ 1,150.00
Each
Restrictor/Oil Separator, 15"
D - 57
$ 1,350.00
Each
Restrictor/Oil Separator, 18"
D - 58
$ 1,700-00
Each
Riprap, placed
D - 59
$ 42.00
CY
Tank End Reducer (36" diameter)
D - 60
$ 1,200.00
Each
Trash Rack, 12"
D - 61
$ 350-00
Each
Trash Rack, 15"
D - 62
$ 410,00
Each
Trash Rack, 18"
D - 63
$ 480.00
Each
Trash Rack, 21"
D - 64
$ 550.00
Each
Page 7 of 9 SUBTOTAL 6083
*KCC 27A authorizes only one bond reduction.
Bond Quantity 09-28-2018
Unit prices updated: 03/02/2015
Version: 03/02/2015
Report Date: 8/28/2018
Site Improvement Bond Quantity Worksheet
Web date� 04/03/2015
Existing
Right-of-way
Future Public
Right of Way
& Drainage Facilities
Private
Improvements
E__
Unit Price
Unit
QuaWt7 Price
(),at Cost
T
Qat F Cost
PARKING LOT SURFACING Not To Be Used For Roads Or Shoulders
No.
2" AC, 2" top course rock & 4" borrow
PL - 1
$ 21.00
SY
NA
NA
2"AC, 1.5" top course& 2.5" base cours
PL-2
$ 28.00
SY
NA
NA
4" select borrow
PL - 3
$ 5�00
SY
NA
NA
1.5" top course rock & 2.5" base course
PL - 4
$ 14.00
SY
NA
NA
UTILITY POLES & STREET LIGHTING Utility pole relosation costs must be accompanied by Franchise Utility's Cost Estimate
Utility Pole(s) Relocation
UP-1
Lump Sum
Street Light Poles w/Lurninaires
UP-2
$ 7,500.00 Each
WRITE -IN -ITEMS
(Such as detention/water quality vaults.)
No.
Stormwater Vault
Wl - 1
Each
Block Wall
Wl - 2
$ 16.00
SY
Yard Drain
Wl - 3
$ 225.00
CY
VVI - 4
LF
VVI - 5 ,
FT
VVI - 61
VVI - 7
VVI - 8
VVI - 9
VVI - 10
SUBTOTAL
SUBTOTAL (SUM ALL PAGES):
30% CONTINGENCY & MOBILIZATION:
GRANDTOTAL:
COLUMN:
Page 8 of 9
*KCC 27A authorizes only one bond reduction,
Bond Quantity 09-28-2018
B
8,490.65 160,550.00
2,547.20 48,165.00
11,037.85 208,715.00
C D
Unit prices updated: 03/02/2015
Version. 03/02/2015
Report Date: 8/28/2018
Site Improvement Bond Quantity Worksheet Web date: 04/03/2015
Original bond computations prepared by:
Name: Date:
PE Registration Number: Te I. #:
Firm Name:
Address: Project No:
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
Maintenance/Defect Bond* Total
NAME OF PERSON PREPARING BOND* REDUCTION:
(A)
(B)
(C)
(D)
FINANCIAL GUARANTEE REQUIREMENTS
PERFORMANCE BOND* MINIMUM BOND* AMOUNT PUBLIC ROAD & DRAINAGE
AMOUNT REQUIRED FOR RECORDING OR MAINTENANCE/DEFECT BOND*
TEMPORARY OCCUPANCY AT
57,385.9 SUBSTANTIAL COMPLETION ***
$ 11,037.8
$ 208,7115�0
(A+B) $ 57,385.9
(T) $ 277,138,7_
Minimum is $2000.
- x 0.30 $ 83,141.6
Minimum is $2000.
Date:
(B+C) x
0.25 = $ 2,759.5
Minimum is $2000.
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 may be 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 30% of the original amount (T) or as revised by major design changes.
REQUIRED BOND* AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY KING COUNTY
Page 9 of 9 Unit prices updated: 03/02/2015
Check out the DDES Web site at.www.kin_qcounty._qoy1permits Version: 03/02/2015
Bond Quantity 09-28-2018 Report Date: 8/28/2018
dt
SCANNED
LIU & ASSOCIATES9 WC.
Geotechnical Engineering Engineering Geology
Earth Science
August 4, 2016
(Revised 3/21/2018)
Mr. Mike Mietzner C
Mietzner Home Builders, LLC G?y
11611 Airport Road, Suite B- I
Everett, WA 98204
n13 23 Dear Mr. Mietzner: b \� U3
Subject: Geotechnical Investigation and Infiltration Tests AUG 2 9 2o18
Mietzner Plat 13UILDIIYG 1)epAR
CrryOFED,,W Tlwew
8609/8611/8615 - 244th Street SW olyo�
Edmonds, Washington
L&A Job No. 16-117
INTRODUCTION
We understand that the development a 16-lot plat residential project is proposed for the
subject property located at the above addresses in Edmonds, Washington. At your
request, we have completed a preliminary geotechnical investigation for the subject
project. The purpose of this investigation is to explore and characterize subsurface (soil
and groundwater) conditions of the project site and evaluate feasibility of onsite
stormwater disposal. Presented in this report are our fmdings of subsurface conditions
and recommendations for onsite stormwater disposal.
PROJECT DESCRIPTION
A three-story, above -grade, wood -framed, single-family residence is to be constructed on
each of the lots. The residence structures are to be supported on perimeter concrete
stemwalls, interior load-bcaring walls, beams, and columns. The lots are to be accessed
19213 Kenlake Place NE - Kenmore, Washington 98028
Phone (426) 483-9134 - Fax (425) 486-2746
August 4, 2016 (Revised 3/21/2018)
Mietzner Plat
L&A Job No. 16-117
Page 2
from 244th Street SW via a paved driveway entering the south side of and traversing
northward into the interior of the site, with a hammerhead at the north end of this
driveway.
SITE CONDITIONS
SURFACE CONDITION
The general location of the project site is shown on Plate I — Vicinity Map, attached
hereto. The site is situated on a gentle, southerly -declining slope. Within the site, the
ground is very gently sloped. It is bounded by 2441h Street SW to the south and adjoined
by residential development to the north, east and west. The project site is a rectangle -
shaped land elongated in the north -south direction. The townhomes are to be accessed
via an access road with porous pavement.
GEOLOGIC SETTING
The Geologic MaD of the Edmonds East and Part of the Edmonds West Quadrangim,
Washington, by James P. Minard, published by U. S. Geological Survey in 1983, was
referenced for the geologic and soil conditions at the project site. According to this
publication, the surficial soil unit at and in the vicinity of the site is mapped as Vashon
Till (Qvt) deposits.
The geology of the Puget Sound Lowland has been modified by the advance and retreat of
several glaciers in the past one million years or so and the subsequent deposits and
erosions. The latest glacier advanced to the Puget Sound Lowland is referred to as the
LIU & ASSOCIATES, INC.
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August 4, 2016 (Revised 3/21/2018)
Mietzner Plat
L&A Job No. 16-117
Page 3
Vashon Stade of the Fraser Glaciation which had occurred during the later stages of the
Pleistocene Epoch, and retreated from the region some 12,500 years ago.
The deposits of the Vashon till soil unit were plowed directly under glacial ice during the
most recent glacial period as the glacier advanced over an eroded, irregular surface of
older formations and sediments. This soil unit is composed of a mixture of unsorted clay,
silt, sand, gravel, and scattered cobbles and boulders. The Vashon till soil over the top
two to four feet is normally weathered to a medium -dense state, and is moderately
permeable and compressible. The underlying fresh till soil, commonly referred to as
"hard pan", is very -dense and weakly -cemented. The fresh till soil possesses a
compressive strength comparable to that of low-grade concrete and can remain stable on
steep natural slopes or man -make cuts for a long period. The fresh till deposits can
provide excellent foundation support with little or no settlement, but are of extremely low
permeability and would hardly allow stormwater to seep through.
SOILL CONDITION
Subsurface conditions of the project site were explored with three backhoe test pits
excavated on August 1, 2016, with a tire -mounted backhoe to depths of 7.5 and 9.0 feet.
The approximate locations of the test pits are shown on Plate 2 - Site and Exploration
Location Plan. The test pits, designated as TP-1, TP-2 and TP-3, were located with either
a tape measure or by visual reference to existing topographic features in the field and on
the topographic survey map, and their locations should be considered as only accurate to
the measuring method used.
LIU & ASSOCIATES, INC.
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August 4, 2016 (Revised 3/21/2018)
Mietzner Plat
L&A Job No. 16-117
Page 4
A geotechnical engineer from our office was present during subsurface exploration,
examined the soil and geologic conditions encountered, and completed logs of test pits.
Soil samples obtained from each soil layer in the test pits were visually classified in
general accordance with United Soil Classification System, a copy of which is presented
on Plate 3. Detailed descriptions of soils encountered during site exploration are
presented in test pit logs on Plates 4 and 5.
The test pits encountered a layer of topsoil, about 8 to 12 inches thick, mantling the site.
Ile topsoil is underlain by a layer of weathered soil of light -brown to brown, medium -
dense, silty fine sand with trace to some gravel, about 2.3 to 3.5 feet thick. Underlying
the weathered soil is underlain to the depths explored by a glacial till deposit of light -gray,
very -dense, cemented, gravelly, silty, fine sand with occasional cobble.
GROUNDWATER CONDITION
Groundwater was not encountered in any of the three test pits excavated on the site. The
very -dense, cemented, glacial till deposit underlying the site at shallow depth is of
extremely low permeability and would hardly allow stormwater to seep through. This till
deposit would perch stormwater infiltrating into the more permeable surficial. soils. The
amount of and the depth to the near -surface perched groundwater would fluctuate
seasonally, depending on precipitation, surface runoff, ground vegetation cover, site
utilization, and other factors. The perched groundwater would accumulate and rise in the
wet winter months and may dry up completely during the dryer summer months. The
project is in a local highland with a relatively small drainage basin. 'Merefore,
groundwater under the site would be limited.
LIU & ASSOCIATES, INC.
August 4, 2016 (Revised 3/21/2018)
Mietzner Plat
L&A Job No. 16-117
Page 5
ONSITE STORMWATER DISPOSAL RECOMMENDATIONS
General
Low Impact Development (LID) methods for onsite stormwater disposal, include storage
and reuse, splash blocks, surface dispersion, infiltration trenches, rain gardens (bio-
retention cells), porous pavement may be considered for onsite stormwater disposal.
These methods are discussed below.
Storage and Reuse
Roof runoff may be stored in cisterns or barrels during rainstorms. Water stored may be
used later for watering plants and irrigating lawns.
Splash Blocks
The proposed residences are of limited total impervious area. Therefore, using splash
blocks under roof downspouts to spread roof runoff onto grass covered yards would be
sufficient to dispose roof runoff. Downspouts should be extended to at least 6 feet away
from the structures where splash blocks are placed to create sheet flow onto the yards.
The yards should be re -graded as necessary to allow disposed stormwater to flow away
from the townhomes.
Infiltration Trenches
The project site is underlain at shallow depth by a very -dense, cemented, glacial till
deposit of extremely low permeability. Tberefore, using -infiltration trenches or rain
gardens to dispose stormwater solely by infiltration would require a large infiltration
bottom area, will be inefficient and may not work well. If used, infiltration trenches
LIU & ASSOCIATES, INC.
August 4, 2016 (Revised 3/21/2018)
Mietzner Plat
L&A Job No. 16-117
Page 6
installed into till soil should be sized based on a design infiltration rate of 0. 15 iph (inches
per hour).
Infiltration trenches should be located on the downhill side of adjacent structures, and
should be set back at least 5 feet from property lines and 10 feet from nearby structure
foundations or utility trenches. Also, the trench bottom should be at least 12 inches lower
than the adjacent footing foundations and utility trenches. The tightlines conveying
stormwater into infiltration trenches should have sufficient grade (1% minimum) to
generate flow by gravity. Tightlines conveying stormwater into infiltration trenches
should have sufficient gradient 0% minimum) to generate flow by gravity. A clay or
lean concrete dam should be constructed in the tightline trenches to form an impermeable
barrier to keep water in infiltration trenches from flowing back -ward to adjacent structures
or utility trenches.
The side walls (but not the bottom) of the infiltration trenches should be lined by a layer
of non -woven filter fabric (Mirafi. 140NS). The trenches are then filled with clean, 3/4 to
1-1/2 inch washed gravel to within about 12 inches of the finish grade. The dispersing
pipes, consisting of 4-inch, perforated PVC pipes, spaced at no more than 4 feet on
centers, should be embedded in the gravel fill at about 2 feet below top of trenches. The
top of the gravel fill should then be covered with the same filter fabric and the remaining
trenches filled with onsite clean sandy soil. Infiltration trenches, if installed under access
road should have gravel fill placed in 10-inch lifts with each lift densified to a non -
yielding state with a vibratory mechanical compactor.
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August 4, 2016 (Revised 3/21/2018)
Mietzner Plat
L&A Job No. 16-117
Page 7
Rain Gardens (Bio-retention Cells)
In addition to infiltration, rain gardens may also rely on evaporation into the air and
absorption by vegetation roots for stormwater disposal. Rain gardens should be about 3
feet deep with their bottom cut into weathered soil. If used, rain gardens installed into
glacial till soil should be sized based on a design infiltration rate of 0. 15 iph (inches per
hour). Rain gardens should be located on the downhill side of adjacent structures and
should be set back at least 5 feet from property lines and 10 feet from adjacent structure
foundations and utility trenches. Tightlines conveying stormwater into rain gardens
should have sufficient gradient (1% minimum) to generate flow by gravity. A clay or
lean concrete dam should be constructed in the tightline trenches to form an impermeable
barrier to keep water from flowing backward to adjacent structures.
Soil samples should be obtained from the soil stratum into which stormwater is to be
disposed for cation exchange rate to determine whether the soil stratum has sufficient rate
to purify pollutant. If not, rain garden ponds (and infiltration trenches) should be lined
with a layer of amended soil at least 18 inches thick. The amended soil should consist of
adequate compost mixed with clean medium to coarse sand to achieve an organic content
of at least 10% by dry weight.
Rain garden ponds should be vegetated for erosion control and the vegetation should be
fully established before the ponds can be put in use for stormwater disposal. Planted
vegetation should be tolerant of ponding water and saturated soil conditions in the winter
months and drought in the summer months. In general, the predominant plants should be
of facultative species adapted to stresses associated with wet and dry conditions.
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L&A Job No. 16-117
Page 8
Typically, the plants may comprise of red twig dogwood, rushes, sedges, salmonberry and
twinberry and ornamentals such as royal ferns, big -leaved ligularias or various primroses.
Surface Dispersion
Runoff over roofs and paved driveways may be disposed onsite by surface dispersion. A
surface dispersion system should consist of a distribution trench and a vegetated flowpath
on the downhill side of the houses to be constructed on the lots. This method will work
well only if there is sufficient open space to install this surface dispersion system on each
lot.
Porous Pavement
General
Porous Pavement may be used for driveways of the proposed development to allow runoff
to infiltrate into the ground. Two in -situ infiltration tests had been conducted within the
footprint of the proposed access road of the project site, with the test results presented in a
report titled "Infiltration tests, Mietzner Plat, 8609/8611/8615 — 244 1h Street SW,
Edmonds, Washington," dated August 3, 2017. These tests were conducted in summer on
July 3, 2017, and City of Edmonds requires that one additional infiltration test be
conducted in winter. Therefore, we completed one more infiltration test on February 7,
2018, to meet city's requirement. The results of this additional infiltration test are
presented in this report. This test was for the access road with porous pavement of the
over which runoff is to be disposed by seeping through porous pavement and infiltrating
into the subgrade soils underlying the road bed materials.
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Metzner Plat
L&A Job No. 16-117
Page 9
In -situ Infiltration Test
The location of the additional infiltration test, designated as IT-3, is shown on Plate 2
attached hereto. The infiltration test pit was located inside the footprint of the proposed
access road. The bottom of the infiltration test pit was excavated to about 19 inches deep,
approximately the level of subgrade soils under the proposed access road, and was
excavated into a weathered deposit of brown, silty fine sand with trace gravel.
Dimensions of the infiltration test pit and the soil condition at bottom of the pits are
presented in the table below:
TEST PIT SIZE AND SOIL CONDITION
Test
Pit
Description of Soil
No.
Size
at Bottom of Test Pit
IT-3
3.58x 3.67'
Brown, silty fine SAND,
-
X 1.58'deep
trace gravel
The in -situ infiltration tests were conducted in accordance with the Small Pilot Test
procedure outlined in Edmonds 2014 Stormwater Code. The infiltration test pit was first
filled with water to about 12 inches deep for six hours to soak the soils beneath the pit.
Clear tap water was used in the test. The infiltration test was then conducted in the pit in
accordance with the test procedure of the stormwater code. The test results were
presented in the APPENDIX attached to this report.
The initial infiltration rate of the infiltration test, Ksat initial, is to be corrected according to
the following equation to get the design infiltration rate, K.,at.
Ksat = CIFT x Ksat initial, where CIFT = CFv x CFt x CF,
LIU & ASSOCIATES, INC.
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L&A Job No. 16-117
Page 10
where, CK = factor of variability and number of locations tested, = 0.33 to 1.0
CFt = factor of uncertainty of test method, = 0.5 for small scale test, and
CFm = 0.9.
Use a middle value 0.65 for CFv, thus, CFT= (0.65) (0.5) (0-9) = 0.29. The design Kst
values, shown in attached APPENDIX, were thus deterniined to be 0.87 iph (inch per
hour) for Test IT-3. We recommend that an infiltration rate of 0.75 iph be used in design
of storm runoff disposal over permeable pavement of the access road.
Recommendations of Porous Pavement Road
A design infiltration rate of 0.75 iph (inch per hour) may be used for design of porous
pavement. A 10-inch thick layer of railroad ballast rocks (3/4 to 2-1/2 inch crushed rock)
is to be placed over prepared subgrade soils and compacted to a firm condition with a
vibratory compactor. The railroad road ballast rocks should be covered with a layer of
non -woven filter fabric (miraf, 140NS) and topped with a 4-inch layer of 5/8-inch
crushed rock. This crushed rock base should also be compacted to a non -yielding state.
The porous pavement with a minimum thickness of 4 inches should then be constructed
over the crushed 5/8-inch crush rock base.
LIMITATIONS
This report has been prepared for the specific application to the subject project for the
exclusive use by Mietzner Homes, and its 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
LIU & ASSOCIATES, INC.
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August 4, 2016 (Revised 3/21/2018)
Metzner Plat
L&A Job No. 16-117
Page I I
construction. The conclusions and interpretations in this report, however, should not be
construed as a warranty of the subsurface conditions. The scope of this report 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 subsurface conditions encountered in
the infiltration test pit, 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
encountered in the test pits. 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 further with the construction work.
LEW[TATIONS
This report has been prepared for the specific application to this project for the exclusive
use by Metzner Home Builders, LLC, and its associates, representatives, consultants and
contractors. The conclusions and interpretations in this repom however, should not be
construed as a warranty of subsurface conditions of the site. The scope of this
investigation does not include services related to construction safety precautions and our
LIU & ASSOCIATES, INC.
August 4, 2016 (Revised 3/21/2018)
Nfietzner Plat
L&A Job No. 16-117
Page 12
recommendations are not intended to direct the contractor's methods, techniques,
sequences or procedures, except as specifically described in this report for design
considerations. All geotechnical construction work should be monitored by a
geotechnical engineer during construction.
CLOSURE
We are pleased to be of service to you on this project. Please feel free to contact us if you have
questions regarding this report or need finther consultation.
Five plates attached
Yours very truly,
LIU & ASSOCIATES, INC.
4� 4—'�
J. S. (Julian) Liu, Ph.D., P.E.
Principal
LIU & ASSOCIATES, INC.
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SITE AND EXPLORATION LOCATION PLAN
LIU & ASSOCIATES. INC. MIETZNER PLAT
8615 - 24TH STREET SW
Geotechnical Engineering - Engineering Geology - Earth Science
I - EDMONDS, WASHINGTON
0 I_— JOB NO. 16-117 1 E 8/3/2016 1 FDVT--E2
UNIFIED SOIL CLASSIFICATION SYSTEM
F77:
MAJOR DIVISIONS
GROUP
GROUP NAME
SYMBOL
GRAVEL
CLEAN
GW
,
WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL
I
COARSE-
MORE THAN 50% OF
GRAVEL
GP
POORLY -GRADED GRAVEL
GRAINED
COARSE FRACTION
GRAVEL WITH
GM
SILTY GRAVEL
SOILS
RETAINED ON NO. 4 SIEVE
FINES
GC
CLAYEY GRAVEL
SAND
CLEAN
SW
WELL -GRADED SAND, FINE TO COARSE SAND
MORE THAN 50%
MORE THAN 50% OF
SAND
SP
POORLY -GRADED SAND
RETAINED ON THE
COARSE FRACTION
SAND WITH
SM
SILTY SAND
NO. 200 SIEVE
PASSING NO. 4 SIEVE
FINES
SC
CLAYEY SAND
FINE-
SILT AND CLAY
INORGANIC
ML
SILT
GRAINED
LIQUID LIMIT
CL
CLAY
SOILS
LESS THAN 50%
ORGANIC
CIL
ORGANIC SILT, ORGANIC CLAY
MORE THAN 50%
SILTY AND CLAY
INORGANIC
MH
SILT OF HIGH PLASTICITY, ELASTIC SILT
PASSING ON THE
LIQUID LIMIT
CH
CLAY OF HIGH PLASTICITY, FAT CLAY
NO. 200 SIEVE
50% OR MORE I
ORGANIC
OH
ORGANIC SILT, ORGANIC SILT
HIGHLY ORGANIC SOILS
PT
PEAT AND OTHER HIGHLY ORGANIC SOILS
NOTES: SOIL MOISTURE MODIFIERS:
1. FIELD CLASSIFICATION IS BASED ON VISUAL EXAMINATION DRY - ABSENCE OF MOISTURE, DUSTY, DRY To
OF SOIL IN GENERAL ACCORDANCE WITH ASTM D2488-83. THETOUCH
2. SOIL CLASSIFICATION USING LABORATORY TESTS IS BASED SLIGHTLY MOIST - TRACE MOISTURE, NOT DUSTY
ON ASTM D2487-83.
MOIST - DAMP, BUT NO VISIBLE WATER
3. DESCRIPTIONS OF SOIL DENSITY OR CONSISTENCY ARE VERY MOIST - VERY DAMP, MOISTURE FELT TO THE TOUCH
BASED ON INTERPRETATION OF BLOW -COUNT DATA, VISUAL WET - VISIBLE FREE WATER OR SATURATED,
APPEARANCE OF SOILS, AND/OR TEST DATA. USUALLY SOIL IS OBTAINED FROM BELOW
WATER TABLE
LIU & ASSOCIATES, INC.
UNIFIED SOIL CLASSIFICATION SYSTEM
Geotechnical Engineering - Engineering Geology - Earth Science
I PLATE 3
a
I -
TEST PIT NO. 1
Logged By: JSL Date: _8/1/2016
Ground El.
Depth
ft,
LISCS
CLASS.
Soil Description
Sample
No.
W
%
Other
Test
OL
Dark -brown, loose, organic, silty fine SAND, some roots, moist
—
- -
- - - -
- - - (11�§219 -----------------
SM
Light -brown, medium -dense, silty fine SAND, sof;�jii_r�V_ji, dry
2
3
4
-------------------------------------------
SM
Light -gray, very -dense, gravelly, silty, fine SAND, occasional
cobble, cemented, slightly -moist (VASHON TILL)
6
7
8
Test pit terminated at 9.0 ft; groundwater not encountered.
10
TEST PIT NO. 2
Logged By: JSL Date: 81112016
Ground EL
Depth
USCS
CLASS.
Soil Description
Sample
No.
w
%
Other
Test
OL
Dark -brown, loose, organic, silty fine SAND, some roots, moist
-------------------------------------------
(TOPSOIL)
2
SM
Brown, medium -dense, silty fine SAND, trace gravel, moist to wet
3
4
5
-------------------------------------------
SM
Light -gray, very -dense, gravelly, silty, fine SAND, occasional
6
Gobble, cemented, very -moist to moist (VASHON TILL)
7
8
10
LIU & ASSOCIATES, INC.
Geotechnical Engineering - Engineering Geology - Earth Science
TEST PIT LOGS
MIETZNER PLAT
8615 - 24TH STREET SW
EDMONDS, WASHINGTON
JOB NO. 16-117 JDATE 8/11/2016 1 PLATE 4
S
TEST PIT NO. 3
Logged By: JSL Date: 8/1/2016 Ground El.
Depth
USCS
CLASS.
Soil Description
Sample
No.
W
%
Other
Test
OL
Dark -brown, loose, organic, silty fine SAND, dry
.
. .
. . . .
. . . (TqESglUF1LLj . . . . .
SM
. . . . . . . . . . . . . . . . . . . .
Light-br��, loose, silty fine SAND, some gravel, with gravel and
2
cobble size angular rocks, glass bottles, brick fragments, dry
3
-------------------------------------------
4
SM
Light -gray, very -dense, gravelly, silty, fine SAND, occasional
cobble, cemented. slightly -moist (VASHON TILL)
5
6
7
9
Test pit terminated at 7.5 ft; groundwater not encountered.
10
TEST PIT NO.
Logged By: Date: Ground El.
Depth
USCS
CLASS.
Soil Description
Sample
No.
W
%
Other
Test
2
3
4
6
7
9
10
TEST PIT LOGS
LIFU & ASSOCIATES, INC.
MIETZNER PLAT
8615 - 24TH STREET SW
EDMONDS, WASHINGTON
Geotechnical Engineering - Engineering Geology - Earth Science
16-117
DATE 8/11/2016_
1 PLATE 5
1� -
F*Zz�
COBALT
GEOSCIENCES
November 2, 2018
Mr. Brian Kalab
IECO
brianoinsightengineering.com
RIE: Permeable Pavements
Proposed 11-Lot Residential Development
86XX 244 th Street SW
Edmonds, Washington
Dear Mr. Kalab,
C
RMCOVE0
DEC 2'i 2018
B,UILDING
Cobalt Geosciences, LLC
P.O. Box 82243
Kenmore, Washington 98028
In accordance with your authorization, Cobalt Geosciences, LLC has prepared this letter to
discuss the use of permeable pavements at the referenced site.
For a typical commercial application, which includes occasional large truck trips including fire
trucks, a permeable concrete section should have a minimum of 12 inches of base rock and 8
inches of pervious concrete.
For permeable asphalt, the section should have at least 4.5 inches of porous asphalt over 2 inches
of choker rock over a lo inch reservoir course. The asphalt could be broken down into an upper
1.5 inch thick surface layer (surface course) and 3 inch ATPB (pervious asphalt treated base). It
should be noted that concrete is typically preferable to pervious asphalt for heavy duty drive
lanes.
If loose or organic -laden native soils are encountered during subgrade excavation, it may be
necessary to remove these soils and increase the base rock thickness accordingly. All soil
subgrades should be evaluated by the geotechnical engineer to determine if overexcavation is
necessary.
www.cobaltgeo.com
(2o6) 331-1097
November 2, 2018
Page 2 Of 2
Permeable Pavements
Sincerely,
Cobalt Geosciences, LLC
�iAON
54896
Phil Haberman, PE, LG, LEG
Principal
PH/sc
www.cobaltgeo.com
(2o6) 331-1097
sco�40
10 % I TO
CITY OF EDMONDS
1215" AVENUE NOR1H - EDMONDS, WA 98020 - 425-771-0220 - FAX 425-672-5750
Website: www-edmoridswa.gov
PUBLIC WORKS DEPARTMENT
Engineering Division
PERFORMANCE BOND - FROZEN FUND
DAVE EARLING
MAYOR
Bond No: 5/-a 001-2a 4r)
5,,C> A-P
Edmonds Subdivision/Plat/Permit No.
Project Name — -1-ff 5
ProjectAddress <6(001 Z/-/,/n ;51-� !�,w
Owner/Developer/Contractor ftd�wa'6ro%
Improvements Bonded For
With reference to the above -identified matter, this will certify that this institution has a savings
account (or loan) for the above -referenced developer for the project so identified. In consideration of the
permitted development of the property, and in lieu of a performance bond, this institution hereby agrees
that it will freeze the sums of money for the indicated site improvements pending written authorization for
release of said funds by the City of Edmonds in the amount of $ 467Z11 / 0 .3 liy
The total sum indicated will be withheld by this institution from any disbursements of any kind until
written authorization has been received by the institution from the City of Edmonds to release the sum of
money indicated by the written authorization from the City.
The design, location, materials and other specifications for the indicated site improvements are those
required by the City of Edmonds as appear in the above -referenced Edmonds file and in compliance with
Chapter 17. 10 ECDC of said City.
In the event the owner/developer/contractor fails to complete the indicated improvements within
QL� weeks/months, the City of Edmonds may demand, and the institution shall make, payment
to the 6ty o—f said funds so that the improvements can be installed or completed immediately to City
standards. The institution shall not be liable to the owner for any disbursement of said funds to the City of
Edmonds.
It is hereby specifically agreed by and between the parties hereto that in the event that any legal action
must be taken to enforce the provisions of this bond or to collect said bond, that the prevailing party shall
be entitled to collect its cost and reasonable attorneys' fees as a part of the reasonable costs of securing the
obligation hereunder. In the event of settlement or resolution of these issues, prior to the filing of any
suite, the actual costs incurred by the City, including reasonable attorneys' fees, shall be considered a part
of the obligation hereunder secured. Said costs and reasonable legal fees shall be recoverable by the
prevailing party, not only from the proceeds of this bond, but also over and above said body as a part of
any recovery in any judicial proceeding, in addition to recovery of the bond.
City of Edmonds
Performance Bond — Frozen Fund
Page 2
SIGNED, sealed and delivered this 2_�r
LR,�:
NCIAL IN
STITUTION
OFYICER SIGNATURE/TITLE
INSTITUTION MAILING ADDRES<
41 // 6'�eet
CITY/STATE/ZIP
' )_ I /Z,)/
�) -f r) d -2
PHONE
0 7d 12
ACCOUNT NUMBER
day of P12- C-e� b4W 20
OWNER/DEVE OP CONTRACTOR
SI&NATUREOFABOVh
) W/ bYrf PA, :5v,'k F-J
MAILING ADDRESS
r-V'6'e*jWA j ts'zv�(
CITY/STATE/ZIP
FINANCIAL INSTITUTION ACKNOWLEDGEMENT
STATE OF WASHINGTON
M1
COUNTY OF
On this day of _'20 before me, the under -signed, a
Notary Public in and for the State of Washington, duly commissioned and sworn, personally
appeared
of
TITLE
FINANCIAL INSTITUTION
TO ME KNOWN TO BE THE
the corporation that
executed the foregoing instrument, and acknowledged the said instrument to be the free and
voluntary act and deed of said co oration, for the uses and purposes therein mentioned, and on
_2�_' 'T
oath stated that �vas au&rized to execute said instrument and that the seal affixed
is the corporate seal of said corporation.
WITNESS my hand and official seal hereto affixed the day and year first above writtep.
1311
Notar-V Public
Wh NOTARY PUBLIC in and for the
State of wasul'"15-0
BRANDON J. FIX
my COMMISSION EXPIRES
Y 24, 2019
FEBRUAR
11111111 111111111111111111mmmI13
State of Wa Vington, residirm at
)/" / I 1 0, C."P C___2
Perffroz.With Letterhead- 1.9.12
Revised 09/96
City of Edmonds
Performance Bond — Frozen Fund
Page 3
OWNER/DEVELOPER/CONTRACTOR
STATE OF WASHINGTON)
COUNTY OF ss
On this day of 20 before me, the undersigned, a Notary
Public in and - I fpr the� State f of Washington, duly commissioned and sworn, personally
appeared C 1.1
to me known to be the '(2j
�Y"o <J4 d— of co lztt'o' 13A,-1 petvj
TITLE PARTNERSHIP/CORPO RATION
the (partnership/corporation) that executed the foregoing instrument, and acknowledged the said
instrument to be the free , and voluntary act and deed of said corporation, for the uses and
purposes therein mentioned, and on oath stated that was authorized to execute said
instrument and that the seal affixed is the corporate seal of said corporation.
WITNESS my hand and official seal hereto affixed the day and year first above written.
U111111441 ..........
Not"'I" Pub"C
State of Wssh'iagtoD
3N J. FIX
BRAND
Me COMMISISION EXPIRF-S
24,2019
FEsSUARY
ACCEPTED:
CITY OF EDMONDS
DATE:
/L-" - /f--�
NOTARY PUBLIC in and for the
State of Wa P' ng�n, residing at
— Vj ) ( "';P �
Perffroz.With Letterhead- 1.9.12
Revised 09/96
SCAgNED
JAN 0 1
g
INSIGHT ENGINEERING CO.
40AK
STORMWATER SITE PLAN c )"Pvr
For
244th ST.
Applicant:
Meitzner Brothers Properties, LLC
11611 Airport Rd., Ste. B- I
Everett, WA 98204
Prepared for
The City of Edmonds
121 5th Ave N
Edmonds, WA 98020
425-771-0220
Project Site Location:
8609 244th SW
Edmonds, WA 98026-9062
Tax Id: 00463303100103
IECO Project: 16-0800
Contact:
IECO
P.O. Box 1478
Everett, WA98206
425-303-9363
Certified Erosion and Sedimentation Control Lead:
To be named by contractor R H 3 U 13
UJ
J UJ
U
Stormwater Site Plan Prepared By:
< Q
Q
C
S:2 C)
C
C-J
Jacob D. Mealey, P.E.
-J
CL w
0— w
< t�
Stormwater Site Plan Preparation Date:
cc
August 28, 2017
UJ
Date Revised: March 8, 2018
CL Approximate Construction Date:
a
August 1, 2018
P.O Box 1478 #Everett, WA98206+ P: 425.303.9363
F: 425.303.9362 * info@insightengineering.net
JUL 3 1 ?wj�
BUILDING DEPARTMENT
CITY ns�CQ.Momn-,
0 0-7 R
;�-O�ANI�
; CIO
�'-' ��Ai a) "X
— jb4,49
-Z'S T
-113011 ff
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NMI
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TABLE OF CONTENTS
1.0 Executive Summary ................................................................................................................ 3
1. 1 Drainage Information Summary ................................................................................................... 5
1.2 Minimum Requirements Summary .............................................................................................. 7
2.0 Existing Conditions ................................................................................................................. 9
3.0 Offsite Analysis ..................................................................................................................... 13
3.1 Upstream Analysis ..................................................................................................................... 13
3.2 Downstream Analysis ................................................................................................................ 13
4.0 Developed Conditions .......................................................................................................... 16
5.0 Site Hydraulic Analysis ......................................................................................................... 16
5.1 Existing Basin Summary ............................................................................................................ 17
5.2 Developed Basin Summary ........................................................................................................ 17
5.3 Water Quality ............................................................................................................................. 18
6.0 Appendix ............................................................................................................................... 19
Figures
Figure1 - Minimum Requirements Flow Chart ......................................................................... 4
Figure2 - Vicinity Map ................................................................................................................. 6
Figure3 - Soil Map ...................................................................................................................... 10
Figure4 - Downstream Analysis Map-1 ................................................................................... 14
Figure5 - Downstream Analysis Map-2 ................................................................................... 15
Insight Engineering Co. - Stormwater Site Plan
03/08/2018
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Acronyms and Abbreviations
BLA
Boundary Line Adjustment
BMP
Best Management Practices
DOE
Department of Ecology
EDDS
Engineering Design and Development Standards
ESC
Erosion and Sediment Control
IECO
Insight Engineering Company
MR
Minimum Requirement
SCDM
SnohomishCounty Drainage Manual
SWPPP
Stormwater Pollution Prevention Plan
SWMMwW
Stormwater Management Manual for Western Washington
TESC
Temporary Erosion and Sediment Control
WW-HM
Western Washington Hydrology Model
F - I
Insight Engineering Co. - Stormwater Site Pian 03/08/2018
-2-
__J 1.0 Executive Summary
FM__
�_J
The proposed project 244th St. is located at 8609 244th SW, Edmonds, Washington.
More generally, the site is located in Section 3 1, Township 27 North, and Range 4 East of the
Willamette Meridian in Snohomish County, Washington. Please refer to the Vicinity Map
attached later in the section. This report follows the City of Edmond's requirements and the
r7 requirements defined in DOE's 2012 SWMMWW as amended in Dec 2014.
L_J
The existing site contains three existing houses with garage, shed and an existing asphalt
driveway from the 244th St. S. W. The third house has a shop attached to the shed and an
r—. existing gravel driveway from the 244th St. S. W. The remainder of the site contains lawn and
_J few trees. The site is generally flat and appears to slope slightly towards the north. Please refer to
the downstream analysis map for more details. Per NRCS survey of Snohomish County, the
project site contains Alderwood soil that have a hydrologic classification of Type "C". Please
refer to the soils map and descriptions attached later in this report for more details.
"A
The site area contains 0.90 Acres. The proposal is to construct eleven new single family
homes and an access drive aisle from 244th St. SW. The project is greater than 5,000 SF, and
therefore per Figure 2.2, (flow chart for new development requirements) Volume I SWMMWW,
Minimum requirements #1 through 9 shall apply for this project. The yard and roof drains will be
connected towards the pervious pavement. Flow Control (MR#7) and Onsite Stormwater
Management (MR#5) requirements will be met by full infiltration using pervious asphalt
provided under the private road. An infiltration rate of 0.75-in/hr was used for the hydraulic
calculations per the recommendations from the Geotech report attached under the Appendix D.
For water quality supplementing the underlying soils with a soil that meets the water quality
objective is proposed. The pervious asphalt requires a minimum value of 5meg/1 OOg towards
n Cation Exchange capacity for water quality. The construction plans specify supplementing the
%_J underlying soils with a soil that meets the water quality objective. See "Permeable Asphalt
r_1 Pavement" detail on construction plan sheet C3.0. Post -Construction Soil Quality and Depth
L_J
BMP T.5.13 are proposed towards additional onsite stormwater management.
Insight Engineering Go. - Stormwater Site Plan
-3-
03/08/2018
Figure I - Minimum Requirements (MR's) for New Development Projects
Stad Here
Does the site have
Tts
See. Redevelopment
'15% or more of
MiniMUM
existing impervious
r
Requirements and
coverage?
Fk-)w Chan
Does the project conve.Tt
(Figure 2.3)
No
acres or more of native
vegetation to lawn or
Does die project add
No
landscaped areas, or
5,000 square feet or
convert 2.5 acres or more
moreofnew
of native vegetation to
impervious suffaces'!
pasture?
yes
yes No
All Minimum
Requirements apply to
the new impervious
surfaces and converted
pervious surfaces.
Minimum
Requirements #I
through 95 apply to
the new and replaced
impervious surfaces.
and the land disturbed.
Does the project ha-ve
1,000 square feet ar
"A more of nEw, replaced,
or new plus replaoed
i . nyvrvious surfaces?
yes
Does the project hav-e
buid-disturbing
activities of 7,000
y," square feet or more?
--T—No —
See Minimum
Requirement #2,
Construction
Storrnwatcr Pollution
Prevention
Figure 21 — Fkw Cbart for Determining Requirenwnts fbr New Development
Insight Engineering Co. - Storrnwatei' Plan 03/08/2018
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1.1 Drainage Information Summary
Project Name: 244th St
Project Engineer: INSIGHT ENGINEERING COMPANY
Project Applicant: Meitzner Brothers, Properties, LLC
Total Site Area: 0.9 Ae
Project Development Area Including Frontage Improvements: 0.9 Ac Number of Units: 11
Summary Table
Drainage Basin Information
Individual Basin Designation
A
B
C
D
Basin Area (Acres)
0.90
Type of Storage Proposed
Pervious
Pavement
Approximate Storage Volume (CF)
NA
Soil types
(Type C)
Pre -developed Runoff Rate
Q (Cfs) 2-year
0.03
1 0-year
0.08
50-year
0.15
Post -developed Runoff Rate
(without quantity controls)
Q (Cfs) 2-year
0.65
1 0-year
1.11
50-year
1.66
Post -developed Runoff Rate
(with quantity controls)
Q(C 2-year
0
1 0-year
0
50-year
0
Insight Engineering Co. - Stormwater Site Plan 03/08/2018
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FIGURE 2 117CINITY MAP
G H, IN .5 1 N E E R N G c 0.
P.O. Box U78Everett, WA98206
425-303-9363, 425-303-9362 f.
Info4insightengineering.net
Insight Engineering Co. - Stormwater Site Plan
Fij!ure 2 -Vicinity Map
244th St
Edmonds, Washington
SCALE: DATE: 3/22/18 JOB #: 16-0800
NTS I
FILE NAME:
BY: JDM I 16-0800/do c/Stormwater Site Plan
03/08/2018
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1.2 Minimum Requirements Summary
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MR : Minimum Requirement
SWPPP : Stormwater Pollution Prevention Plan
MR #1 Stormwater Site Plan Narrative: The Stormwater Site Plan preparation follows the
I t_j City of Edmonds requirements and in accordance with DOE's 2012 SWMMWW as amended in
r, I Dee 2014. Refer to the executive summary within Section 1.0
r_1 MR #2 SWPPP Narrative: A SWPPP has been included in the Appendix B under Section 6.
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MR #3 Water Pollution Source Control for New Development: No source control pollutants
pertains to the proposed single family project, therefore no BMP's are required for the project.
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L J MR #4 Preservation of Natural Drainage Systems and Outfalls: Pervious asphalt allows the
r_1 runoff to be directly infiltrated into ground. Therefore no drainage is anticipated to leave the site.
L I The overflow will discharge to a dispersion trench to drain to the north and continue the natural
F1 drainage path of the site.
MR #5 Onsite Stormwater Management: The yard and roof drains will be connected towards
the pervious pavement. Post -Construction Soil Quality and Depth BMP T.5.13 are proposed
towards additional onsite stormwater management. Refer to Appendix E for the soil amendment
calculation.
MR 96 Runoff Treatment: For water quality supplementing the underlying soils with a soil that
meets the water quality objective is proposed. The pervious asphalt requires a minimum value of
5meg/ I OOg towards Cation Exchange capacity for water quality. The construction plans specify
supplementing the underlying soils with a soil that meets the water quality objective. See
"Permeable Asphalt Pavement" detail on construction plan sheet C3.0.
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Insight Engineering Co. - Stormwater Site Plan 03/0812018
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MR #7 Flow Control: The yard and roof drains will be connected towards the pervious
pavement. Flow Control (MR#7) and Onsite Stormwater Management (MR45) requirements will
be met by full infiltration using pervious asphalt provided under the private road. An infiltration
rate of 0.75-in/hr was used for the hydraulic calculations per the recommendations from the
Geotech report attached under the Appendix D.
MR #8 Wetlands Protection: There are no wetlands contained within the site.
MR 99 Operations and Maintenance A complete Operations and Maintenance Manual is
attached under Appendix C.
Insight Engineering Co. - Stormwater Site Plan 03/08/2018
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2.0 Existing Conditions
The proposed project 244th St. is located at 8609 244th SW, Edmonds, Washington.
More generally, the site is located in Section 3 1, Township 27 North, and Range 4 East of the
Willamette Meridian in Snohomish County, Washington.
The existing site contains three existing houses with garage, shed and an existing asphalt
driveway from the 244th St. S. W. The third house has a shop attached to the shed and an
existing gravel driveway from the 244th St. S. W. The remainder of the site contains lawn and
few trees. The site is generally flat and appears to slope slightly towards the north. Please refer to
r -1 the downstream analysis map for more details. Per NRCS survey of Snohomish County, the
L-J project site contains Alderwood soil that have a hydrologic classification of Type "C". Please
refer to the soils map and descriptions attached later in this report for more details.
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Insight Engineering Co. - Storrnwater Site Plan}
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Snohomish County Area, Washington
5—Alderwood-Urban land complex, 2 to 8 percent slopes
Map Unit Setting
a National map unit symbol: 2hz9
& Elevation: 50 to 800 feet
0 Mean annual precipitation: 25 to 60 inches
r_7 0 Mean annual air temperature: 48 to 52 degrees F
0 Frost -free period: 180 to 220 days
0 Farmland classification: Not prime farmland
Map Unit Composition
0 Alderwood and similar soils: 60 percent
9 Urban land: 25 percent
_j 0 Minor components: 6 percent
0 Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Alderwood
Settin
0 Landform: Till plains
0 Parent material: Basal till
Typical profile
0 H1 - 0 to 7 inches: gravelly ashy sandy loam
r_1 0 H2 - 7 to 35 inches: very gravelly ashy sandy loam
H3 - 35 to 60 inches: gravelly sandy loam
Properties and qualities
0 Slope: 2 to 8 percent
a Depth to restrictive feature: 20 to 40 inches to densic material
0 Natural drainage class: Moderately well drained
0 Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately low
(0.00 to 0.06 in/hr)
0 Depth to water table: About 18 to 36 inches
0 Frequency of flooding: None
a Frequency of ponding: None
0 Available water storage in profile: Low (about 3.0 inches)
Interpretive groups
0 Land capability classification (irrigated): None specified
L-.A 0 Land capability classification (nonirrigated): 4s
0 Hydrologic Soil Group: B
r_1 Other vegetative classification: Limited Depth Soils (GO02XN302WA)
Hydric soil rating: No
Insight Engineering Co. - Stormwater Site Plan 03/08,12018
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Minor Components
Mckenna
0 Percent of map unit: 2 percent
V-1
0 Landform: Depressions
0 Hydric soil rating: Yes
Norma
0 Percent of map unit: 2 percent
0 Landform: Depressions
a Hydric soil rating: Yes
Terric medisaprists
0 Percent of map unit: 2 percent
0 Landform: Depressions
0 Hydric soil rating: Yes
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Insight Engineering Co, - Stormwater Site Plan
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3.0 Offsite Analysis
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A site reconnaissance was performed by Jacob D. Mealey of Insight engineering on
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December 20, 2016 to verify the downstream flow paths and observe any drainage problems
downstream of the site. The sky was partly cloudy overcast with a temperature of 48 degrees.
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The existing site contains three existing houses with garage, shed and an existing asphalt
driveway from the 244th St. S. W. The third house has a shop attached to the shed and an
existing gravel driveway from the 244th St. S. W. The remainder of the site contains lawn and
few trees. The site is generally flat and appears to slope slightly towards the north. No visible on -
site drainage problems were observed at the time of field investigations.
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3.1 Upstream Analysis
Based on the site reconnaissance and the topographic survey of the site, the upstream
flows are minimal. Refer to the Downstream Analysis Map attached in the next page for more
details.
3.2 Downstream Analysis
3.2.1 Downstream Analysis for the Existing Flow
Refer to the Downstream Analysis Maps attached to the next page for a visual description
of the downstream flow.
The site is generally flat and appears to slope slightly towards the north. The drainage
sheet flows north for about 200 feet and then the flows drain into the existing drainage system
east along 242nd St SW that flow east for about 200-ft. It passes through a ditch and reenters the
existing system that turns north west along the Edmonds Way. The drainage flows north west
through the existing system along the Edmonds Way for I mile of the site. There did not appear
to be any restrictions or erosional problems within I mile of the site. Refer to the downstream
analysis map for more information.
Insight Engineenng Co. - Stormwater Site Plan 03/08/2018
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FIGURE 4. DOWNSTREAM ANALYSIS MAP-1
L2!4!
' 11 24; 061-"�
< --- 8-14
241. -f 0
00 2, 4,
2411
24 11,, 8 7,
/24119 "b"
17\
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5
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Al
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8704,
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29 8603
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INSIGHT ENGINEERINC, Co.
P.O. Box U78 Evereft, WA 98206
425-303-9363, 425-303-9362 f.
lnfo@insightengineering.net
8, /�'i 3 1
5
p,
Figure 4 - Downstream Analysis May-1
244th St
Edmonds, Washington
SCALE: DATE: 3/22/18 JOB#: 16-0800
NONE
FILE NAME:
BY: JDM 16-0800/do c/Stormwater Site Plan
Insight Engineering Co. - Stormwater Site Plan 03/08/2018
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FIGURE 5. DOWNSTREAM ANALYSIS MAP-2
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Figure 5 - Downstream Analysis Map-2
244th St
Edmonds, Washington
!NSIGHT ENGINEERING M
SCALE: DATE: 3/22/18 JOB 4: 16-0800
P.O. Box 1478 Everett, WA 98206 NONE
425-303-9363, 425-303-9362 f. FILE NAME:
Info@insightengineering.net BY: JDM 16-0800/do c/Stormwater Site Plan
Insight Engineering Co. - Stormwater Site Plan 03/0812018
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4-J 4.0 Developed Conditions
The proposed project 244th St. is located at 8609 244th SW, Edmonds, Washington.
More generally, the site is located in Section 3 1, Township 27 North, and, Range 4 East of the
Willamette Meridian in Snohomish County, Washington. Per NRCS survey of Snohomish
County, the project site contains Alderwood soil that have a hydrologic classification of Type
�4c".
The proposal is to construct eleven new single family homes and an access drive
aisle from 244th St. SW. The project is greater than 5,000 SF, and therefore per Figure 2.2, (flow
chart for new development requirements) Volume I SWMMWW, Minimum requirements #1
through 9 shall apply for this project. The yard and roof drains will be connected towards the
r pervious pavement. Flow Control (MR#7) and Onsite Stormwater Management (MR#5)
J requirements will be met by full infiltration using pervious asphalt provided under the private
F-1 road. An infiltration rate of O..75-in/hr was used for the hydraulic calculations per the
recommendations from the Geotech report attached under the Appendix D. For water quality
supplementing the underlying soils with a soil that meets the water quality objective is proposed.
The pervious asphalt requires a minimum value of 5meg/1 OOg towards Cation Exchange capacity
f-I for water quality. The construction plans specify supplementing the underlying soils with a soil
that meets the water quality objective. See "Permeable Asphalt Pavement" detail on construction
plan sheet C3.0. Post -Construction Soil Quality and Depth BMP T.5.13 are proposed towards
�J additional onsite stormwater management.
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5.0 Site Hydraulic Conditions to Determine Flow Control Constraints
Total Site Area = 0.90Acres
Area Included in the Analysis = 0.90 Acres
From the Soil Conservation Service Map of Snohomish County, the majority of the site contains
Alderwood soil that have a hydrologic classification of Type "C"..
5.1 Existing Basin Summary
Area Included in the Analysis =0.90Acres
Existing Basin Area =0.90 Acres
Entire existing basin was modeled asforested areas.
Refer to the Existing Basin Map and the following pages for more details.
5.2 Developed Basin Summary
Area Included in the Analysis =0. 90 Acres
Developed Basin Area =0-90 Acres
Impervious:
Roof and Driveway = 0.44 Acres (19,179 SF)
Road = 0.22 Acres ( 9,477 SF)
Total Impervious = 0.66 Acres (28,656 SF)
Pervious Area=0.9 Acres-0.66 Acres=0.24 Acres
The impervious areas will be directed to pervious asphalt as shown on the construction plans.
Pervious area will be dispersed into the lawn areas and infiltrated.
Refer to the Developed Basin Map and the following pages for more details.
Refer to the Appendix A for WWHM Report.
Insight Engineering Co. - Stormwater Site Plan 03/08/2018
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5.3 Water Quality
For water quality supplementing the underlying soils with a soil that meets the water
quality objective is proposed. The pervious asphalt requires a minimum value of 5meg/ I OOg
towards Cation Exchange capacity for water quality. The construction plans specify
supplementing the underlying soils with a soil that meets the water quality objective. See
"Permeable Asphalt Pavement" detail on construction plan sheet C3.0.
Insight Engineering Co. - Stormwater Site Plan 03/08/2018
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6.0 Appendix
A. WWHM Report
B. Storinwater Pollution Prevention Plan
C. Operations and Maintenance Manual
D. Geotechnical Report
ln,.--�a.hz Eng',neenng Co, - Stormwater Site Plan
03/08/2018
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A, WWHM REPORT
Insight Engineering Co. - Stormwater Site Plan
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EDMONDS, WA 98026
EDMONDS, WA 98026
00463302600204 FOUND RE94R W/W STA MPED
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APOKOU, ARIC
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General Model Information
Project Name: 244th St
Site Name:
244th St
Site Address:
8609 244th SW
City:
Edmonds
Report Date:
3/13/2018
MGS Region:
Puget East
Data Start:
1901/10/1
Data End:
2058/09/30
Timestep:
15 Minute
DOT Data Number03
Version Date:
2017/07/05
Version:
4.2.13
POC Thresholds
I'll 1 1-111-1-1-1 - - - - ------- ----------
Low Flow Threshold for POCI: 50 Percent of the 2 Year
High Flow Threshold for POC1: 50 Year
244th St
3/13/2018 1:06:05 PM
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Landuse Basin Data
Predeveloped Land Use
Ex
Bypass: No
GroundWater: No
Pervious Land Use acre
C, Forest, Flat 0.9
Pervious Total 0.9
Impervious Land Use acre
Impervious Total 0
Basin Total 0.9
Element Flows To:
Surface Interflow Groundwater
244th St 3/13/2018 1:06:05 PM
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" 1 Mitigated Land Use
Roof
Bypass: No
Impervious Land Use acre
ROOF TOPS FLAT LAT 0.44
Element Flows To:
Outlet 1 Outlet 2
Permeable Pavement
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Pervious area
Bypass:
No
GroundWater:
No
Pervious Land Use
acre
C, Pasture, Flat
.24
Element Flows To:
Surface
Interflow Groundwater
Permeable Pavement
Permeable Pavement
244th St 3/13/2018 1:06:06 PM Page 5
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Routing Elements
Predeveloped Routing
244th St 3113/2018 1:06:06 PM Page 6
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Mitigated Routing
Permeable Pavement
Pavement Area:0.2176 acre.Pavement Length:394.88
ft.
Pavement Width:
24.00 ft.
Pavement slope
1:0.02 To 1
Pavement thickness:
0.33
Pour Space of Pavement:
0.2
Material thickness of second layer:
0.83
Pour Space of material for second layer:
0.3
Material thickness of third layer:
0
Pour Space of material for third
layer:
0
Infiltration On
Infiltration rate:
0.75
Infiltration safety factor:
1
Wetted surface area On
Total Volume Infiltrated (ac-ft.):
395.969
Total Volume Through Riser (ac-ft.):
0
Total Volume Through Facility (ac-ft.):
395.969
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Percent Infiltrated:
100
Total Precip Applied to Facility:
0
Total Evap From Facility:
0
Element Flows To:
Outlet 1 Outlet 2
Permeable Pavement Hydraulic Table
Stage(feet) Area(ac.)
Vollurne(ac-ft.)
Discharge(cfs)
Infilt(cfs)
0.0000 0.217
0.000
0.000
0.000
0.0162 0.217
0.001
0.000
0.164
0.0324 0.217
0.002
0.000
0.164
0.0487 0.217
0.003
0.000
0.164
00649 0.217
0.004
0.000
0.164
1
0.0811 0.217
0.005
0.000
0.164
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0.0973 0.217
0.006
0.000
0.164
0.1136 0.217
0.007
0.000
0.164
0.1298 0,217
0.008
0.000
0.164
0.1460 0.217
0.009
0.000
0.164
OA622 0.217
0.010
0.000
0.164
0.1784 0.217
0.011
0.000
0.164
0.1947 0.217
0.012
0.000
0.164
0.2109 0.217
0.013
0.000
0.164
0.2271 0.217
0.014
0.000
0.164
0.2433 0.217
0.015
0.000
0.164
0.2596 0.217
0,016
0.000
0.164
0.2758 0,217
0.018
0.000
0.164
0.2920 0.217
0.019
0.000
0.164
0.3082 0.217
0.020
0.000
0.164
0.3244 0.217
0.021
0.000
0.164
0.3407 0.217
0.022
0.000
0.164
0.3569 0.217
0.023
0.000
0.164
0.3731 0.217
0.024
0.000
0.164
0.3893 0.217
0.025
0.000
0.164
0.4056 0.217
0.026
0.000
0.164
0.4218 0.217
0.027
0.000
0.164
0.4380 0.217
0.028
0.000
0.164
244th St
3/1312018 1:06:06 PM
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0.4542
0.217
0.029
0.000
0.164
0.4704
0.217
0.030
0.000
0.164
0.4867
0.217
0.03-1
0.000
0.164
0.5029
0.217
0.032
0.000
0.164
0.5191
0.217
0.033
0.000
0.164
0.5353
0.217
0.034
0.000
0.164
0.5516
0.217
0.036
0.000
0.164
0.5678
0.217
0.037
0.000
0.164
0.5840
0.217
0.038
0.000
0.164
0.6002
0.217
0.039
0.000
0.164
0.6164
0.217
0.040
0.000
0.164
0.6327
0.217
0.041
0.000
0.164
0.6489
0.217
0.042
0.000
0.164
0,6651
0.217
0.043
0.000
0.164
0.6813
0.217
0.044
0.000
0.164
0.6976
0.217
0.045
0.000
0.164
0.7138
0,217
0.046
0.000
0.164
0.7300
0.217
0.047
0.000
0.164
0.7462
0.217
0.048
0.000
0.164
0.7624
0.217
0.049
0.000
0.164
0.7787
0.217
0.050
0.000
0.164
0.7949
0.217
0.051
0.000
0.164
C.81 11
0.217
0.052
0.000
0.164
0.8273
0.217
0.054
0.000
0.164
0.8436
0.217
0.054
0.000
0.164
0.8598
0.217
0.055
0.000
0.164
0 . 8760
0.217
0.056
0.000
0.164
0.8922
0.217
0.056
0.000
0.164
0.9084
0.217
0.057
0.000
0.164
0.9247
0.217
0.058
0.000
0.164
0.9409
0.217
0.058
0.000
0.164
0.9571
0.217
0.059
0.000
0.164
0.9733
0.217
0.060
0.000
0.164
0.9896
0.217
0.061
0.000
0.164
1.0058
0.217
0.061
0.000
0,164
1.0220
0.217
0.062
0.000
0.164
1.0382
0.217
0.063
0.000
0.164
1.0544
0.217
0.063
0.000
0.164
1-0707
0.217
0.064
0.000
0.164
1.0869
0.217
0.065
0.000
0.164
1.1031
0.217
0.066
0.000
0.164
1.1193
0.217
0.066
0.000
0.164
1.1356
0.217
0.067
0.000
0.164
1.1518
0.217
0.068
0.000
0.164
1.1680
0.217
0.071
0.011
0.164
1.1842
0.217
0.075
0.062
0.164
1.2004
0.217
0.078
0.135
0.164
1.2167
0.217
0.082
0.224
0.164
1.2329
0.217
0.085
0.327
0.164
1.2491
0.217
0.089
0.442
0.164
1.2653
0.217
0.092
0.569
0.164
1.2816
0.217
0.096
0.705
0.164
1.2978
0.217
0.099
0.851
0.164
1.3140
0.217
0.103
1.006
0.164
1.3302
0.217
0.106
1.169
0.164
1.3464
0.217
0.110
1.340
0.164
1.3627
0.217
0.114
1.519
0.164
1.3789
0.217
0.117
1.705
0.164
244th St
3/13/2018 1:06:06 PM
Page 8
,
ri
1.3951
0.217
0.121
1.898
0.164
1.4113
0.217
0.124
2.097
0.164
1.4276
0,217
0. 128
2.304
0.164
1.4438
0.217
0.131
2.517
0.164
1.4600
0.217
0.135
2.735
0.164
244th St
3/13/2018 1:06:06 PM
Page 9
Analysis Results
POC I
r -,
—A
t-j 0
W
N W fa
+ Predeveloped x Mitigated
Predeveloped Landuse Totals for POC #1
Total Pervious Area:
0.9
Total Impervious Area:
0
r
Mitigated Landuse Totals for POC #1
Total Pervious Area:
0.24
Total Impervious Area:
0.657565
Flow Frequency Method:
Log Pearson Type III 17B
__j
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period
Flow(cfs)
2 year
0.03452
5 year
0.056493
10 year
0.077575
25 year
0.114115
50 year
0.150447
100 year
0.19653
Flow Frequency Return Periods for Mitigated. POC #1
Return Period
Flow(cfs)
2 year
0
F 1
5 year
0
10 year
0
25 year
0
50 year
0
100 year
0
AnnualPeaks
Annual Peaks for Predeveloped
and Mitigated. POC #1
Year Predeveloped
Mitigated
1902 0.024
0.000
1903 0.023
0.000
1904 0.028
0.000
1905 0.031
0.000
1906 0.018
0.000
1907 0.041
0.000
1908 0.025
0.000
1909 0.031
0.000
1910 0.038
0.000
1911 0.025
0.000
244th St 3/13/2018 1:06:06 PM Page 10
I-j
1912
0.081
0.000
1913
0.035
0.000
1914
0.346
0.000
1915
0.024
0.000
1916
0.038
0.000
1917
0.028
0.000
1918
0.030
0.000
1919
0.023
0.000
1920
0.028
0.000
1921
0.026
0.000
1922
0.038
0.000
1923
0.033
0.000
1924
0.036
0.000
1925
0.023
0.000
1926
0.027
0.000
1927
0.030
0.000
1928
0.030
0.000
1929
0.041
0.000
1930
0.054
0.000
1931
0.028
0.000
1932
0.025
0.000
1933
0.031
0.000
1934
0.044
0.000
1935
0.025
0.000
1936
0.031
0.000
1937
0.041
0.000
1938
0.027
0.000
1939
0.027
0.000
940
0.054
0.000
1941
0.068
0.000
1942
0.045
0.000
1943
0.032
0.000
1944
0.084
0.000
1945
0.033
0.000
1946
0.024
0.000
1947
0.030
0.000
1948
0.052
0.000
1949
0.065
0.000
1950
0.031
0.000
1951
0.049
0.000
1952
0.071
0.000
1953
0.068
0.000
1954
0.026
0.000
1955
0.024
0.000
1956
0.022
0.000
1957
0.032
0.000
1958
0.058
0.000
1959
0.039
0.000
1960
0.027
01.000
1961
0.202
0.000
1962
0.034
0.000
1963
0.027
0.000
1964
0.160
0.000
1965
0,047
0.000
1966
0.029
0.000
1967
0.026
0.000
1968
0.039
0.000
1969
0.028
0.000
244th St 3/13/2018 1:26:36 PM Page 11
f- I
__j
11
1970
0.037
0.000
1971
0.047
0.000
1972
0.527
0.000
1973
0.109
0.000
1974
0.039
0.000
1975
0.051
0.000
1976
0.033
0.000
1977
0.024
0.000
1978
0.045
0.000
1979
0.032
0.000
1980
0.029
0.000
1981
0.028
0.000
1982
0.024
0.000
1983
0.042
0.000
1984
0.031
0.000
1985
0.034
0.000
1986
0.030
0.000
1987
0.054
0.000
1988
0.030
0.000
1989
0.031
0.000
1990
0.037
0.000
1991
0.033
0.000
1992
0.034
0.000
1993
0.038
0.000
1994
0.048
0.000
1995
0.022
0.000
1996
0.049
0.000
1997
0.029
0.000
1
1998
0.035
0.000
1999
0.022
0.000
2000
0.030
0.000
r 1
2001
0.022
0.000
2002
0.048
0.000
2003
0.039
0.000
2004
0.035
0.000
r 1
2005
0.273
0.000
2006
0.025
0.000
2007
0.043
0.000
2008
0.030
0.000
1
2009
0.026
0.000
,_j
2010
0.047
0.000
2011
0.020
0.000
1
2012
0.046
0.000
2013
0.027
0.000
2014
0.020
0.000
2015
0.137
0.000
2016
0,020
0.000
2017
0.074
0.000
2018
0.061
0.000
2019
0.093
0.000
2020
0.031
0.000
2021
0.040
0.000
2022
0.039
0.000
2023
0.071
0.000
2024
0.141
0.000
2025
0.036
0.000
2026
0.043
0.000
2027
0.033
0.000
244th St 3/13/2018 1:26:36 PM Page 12
,__j
r-'�
2028
0.021
0.000
2029
0.028
0.000
2030
0.055
0.000
2031
0.025
0.000
2032
0.021
0.000
2033
0.021
0.000,
2034
0.037
0.000
2035
0.064
0.000
2036
0.034
0.000
2037
0.026
0.000
2038
0.046
0.000
2039
0.095
0.000
2040
0,028
0.000
2041
0.026
0.000
2042
0.070
0.000
2043
0.042
0.000
2044
0.043
0.000
2045
0.028
0.000
2046
0.035
0.000
2047
0.027
0.000
2048
0.036
0.000
2049
0,039
0.000
2050
0.029
0.000
2051
0.052
0.000
2052
0.038
0.000
2053
0.041
0.000
2054
0.058
0.000
2055
0.022
0.000
2056
0.032
0.000
2057
0.029
0.000
2058
0.030
0.000
Ranked Annual Peaks
Ranked
Annual Peaks for Predeveloped and Mitigated. POC #1
Rank
Predevelloped
Mitigated
r-I
1
0,5268
0.0000
2
0.3455
0.0000
3
0.2727
0.0000
r 1
4
0.2023
0.0000
5
0.1602
0.0000
6
0.1410
0.0000
7
0.1369
0.0000
8
0.1095
0.0000
9
0.0952
0.0000
10
0.0925
0.0000
11
0.0842
0.0000
12
0.0811
0.0000
__j
13
0.0742
0.0000
14
0.0711
0.0000
15
0.0711
0.0000
16
0.0697
0.0000
17
0.0681
0.0000
FI
18
0.0676
0.0000
19
0.0651
0.0000
20
0.0637
0.0000
21
0.0607
0.0000
22
0.0581
0.0000
23
0.0579
0.0000
VI 244th St 3/13/2018 1:26:36 PM Page 13
-A
r "
,_j
24
0.0546
0.0000
2 5,
0.0544
0.0000
26
0.0543
0.0000
27
0.0538
0.000�O
28
0.0523
0.0000
29
0.0521
0.0000
30
0.0508
0.0000
31
0.0494
0.0000
32
0.0493
0.0000
33
0.0481
0.0000
34
0.0480
0.0000
35
0.0473
0.0000
36
0.0470
0.0000
37
0.0470
0.0000
38
0.0460
0.0000
39
0.0459
0.0000
40
0.0451
0.0000
41
0.0447
0.0000
42
0.0441
0.0000
43
0.0432
0.0000
44
0.0430
0.0000
45
0.0429
0.0000
46
0.0421
0.0000
47
0.0421
0.0000
48
0.0413
0.0000
49
0.0410
0.0000
50
0.0410
0.0000
51
0.0406
0.0000
52
0.0395
0.0000
53
0.0395
0.0000
54
0.0392
0.0000
55
0.0392
0.0000
56
0.0389
0.0000
57
0.0388
0.0000
58
0.0386
0.0000
59
0.0381
0.0000
60
0.0379
0.0000
61
0,0378
0.0000
62
0.0378
0.0000
63
0.0376
0.0000
64
0.0374
0.0000
65
0.0373
0.0000
r -1
66
0.0366
0.0000
67
0.0363
0.0000
68
0,0361
0.0000
69
0.0358
0.0000
70
0.0353
0.0000
71
0.0351
0.0000
72
0.0350
0.0000
73
0.0347
0.0000
741
0.0342
0.0000
75
0.0342
0.0000
76
0.0339
0.0000
77
0.0338
0.0000
78
0.0334
0.0000
79
0.0334
0.0000
80
0.0333
0.0000
81
0.0326
0.0000
244th St 3M312018 1:26:36 PM Page 14
r-I
82
0.0326
0.0000
83
0.0325
0.0000
84
0.0322
0.0000
85
0.0321
0.0000
86
0.0320
0.0000
L-J
87
0.0315
0.0000
88
0.0313
0.0000
89
0.0312
0.0000
90
0.0311
0.0000
91
0.0309
0.0000
92
0.0308
0.0000
93
0.0305
0.0000
94
0.0305
0.0000
95
0.0304
0.0000
96
0.0303
0.0000
97
0.0302
0.0000
98
0.0302
0.0000
99
0,0302
0.0000
100
0.0301
0.0000
L-J
101
0.0298
0.0000
102
0.0296
0.0000
103
0.0295
0.0000
104
0.0295
0.0000
105
0.0293
0.0000
106
0.0292
0.0000
107
0.0291
0.0000
108
0.0285
0.0000
109
0.0283
0.0000
110
0.0283
0.0000
ill
0,0282
0.0000
112
0.0281
0.0000
113
0.0280
0.0000
1
A A .1
I I't
0.0278
0.0000
__j
115
0.0277
0.0000
116
0.0276
0.0000
117
0.0276
0.0000
118
0.0274
0.0000
119
0.0273
0.0000
120
0.0270
0.0000
121
0.0270
0.0000
122
0.0269
0.0000
123
0.0267
0.0000
124
0,0265
0.0000
1
0.0262
0.0000
126
0.0259
0.0000
127
0.0256
0.0000
128
0.0256
0.0000
129
0.0256
0.0000
0.0255
0.0000
1 31
0.0254
0.0000
132
0.0250
0.0000
133
0.0249
0.0000
134
0.0248
0.0000
135
0.0247
0.0000
136
0.0247
0.0000
137
0.0243
0.0000
138
0.0242
0.0000
Ila
J�
0.0239
0.0000
244th St 3/13/2018 1:26:36 PM Page 15
r-t
L-j
r-i
L-J
140
0.0237
0.0000
141
0.0236
0.0000
142
0.0235
0.0000
143
0.0232
0.0000
144
0.0232
0.0000
145
0.0230
0.0000
146
0.0223
0.0000
147
0.0221
0.0000
148
0.0220
0.0000
149
0.0218
0.0000
150
0.0217
0.0000
151
0.0211
0.0000
152
0.0207
0.0000
153
0.0206
0.0000
154
0.0202
0.0000
155
0.0200
0.0000
156
0.0197
0.0000
157
0.0182
0.0000
244th St
3/13/2018 1:26:36 PM
Page 16
L-j
I_j
L-j
_j
Duration Flows
The Facility PASSED
Flow(cfs)
Predev
mit
Percentage
Pass/Fail
0.0173
82300
0
0
Pass
0.0186
63033
0
0
Pass
0.0200
48516
0
0
Pass
0.0213
37985
0
0
Pass
0.0226
30008
0
0
Pass
0.0240
23864
0
0
Pass
0.0253
19273
0
0
Pass
0.0267
15816
0
0
Pass
0.0280
12997
0
0
Pass
0.0294
10707
0
0
Pass
0.0307
8720
0
0
Pass
0.0321
7190
0
0
Pass
0.0334
6094
0
0
Pass
0.0347
5212
0
0
Pass
0.0361
4469
0
0
Pass
0.0374
3816
0
0
Pass
0.0388
3276
0
0
Pass
0.0401
2825
0
0
Pass
0.0415
2356
0
0
Pass
0.0428
1981
0
0
Pass
0.0442
1689
0
0
Pass
0.0455
1390
0
0
Pass
0.0469
1114
0
0
Pass
0.0482
909
0
0
Pass
0.0495
796
0
0
Pass
0.0509
703
0
0
Pass
0.0522
599
0
0
Pass
0.0536
533
0
0
Pass
C.0549
480
0
0
Pass
0.0563
420
0
0
Pass
0.0576
343
0
0
Pass
0.0590
285
0
0
Pass
0.0603
210
0
0
Pass
0.0617
169
0
0
Pass
0.0630
133
0
0
Pass
0.0643
101
0
0
Pass
0.0657
85
0
0
Pass
0.0670
72
0
0
Pass
0.0684
65
0
0
Pass
0.0697
60
0
0
Pass
0.0711
55
0
0
Pass
0.0724
48
0
0
Pass
0.0738
45
0
0
Pass
0.0751
41
0
0
Pass
0.0765
37
0
0
Pass
0.0778
36
0
0
Pass
0.0791
35
0
0
Pass
0.0805
34
0
0
Pass
0.0818
33
0
0
Pass
0.0832
33
0
0
Pass
0.0845
31
0
0
Pass
0.0859
30
0
0
Pass
0.0872
30
0
0
Pass
244th St 3/13/2018 1:26:36 PM
imm
0.0886
30
0
0
Pass
0.0899
30
0
0
Pass
0.0913
28
0
0
Pass
0.0926
25
0
0
Pass
0.0939
25
0
0
Pass
0.0953
24
0
0
Pass
0.0966
24
0
0
Pass
0.0980
23
0
0
Pass
0.0993
23
0
0
Pass
0.1007
23
0
0
Pass
0.1020
23
0
0
Pass
0.1034
23
0
0
Pass
0.1047
23
0
0
Pass
0.1061
23
0
0
Pass
0.1074
22
0
0
Pass
0.1087
22
0
0
Pass
0.1101
21
0
0
Pass
0.1114
21
0
0
Pass
0.1128
21
0
0
Pass
0 . 1141
21
0
0
Pass
0 . 1155
21
0
0
Pass
0 , 1168
20
0
0
Pass
0.1182
20
0
0
Pass
0.1195
20
0
0
Pass
0.1208
19
0
0
Pass
0.1222
19
0
0
Pass
0.1235
19
0
0
Pass
0.1249
19
0
0
Pass
0.1262
19
0
0
Pass
0.1276
18
0
0
Pass
0.1289
17
0
0
Pass
0.1303
17
0
0
Pass
0.1316
17
0
0
Pass
0.1330
16
0
0
Pass
0.1343
16
0
0
Pass
0.1356
16
0
0
Pass
0.1370
16
0
0
Pass
0.1383
15
0
0
Pass
0.1397
15
0
0
Pass
0.1410
14
0
0
Pass
0.1424
14
0
0
Pass
0.1437
14
0
0
Pass
0.1451
13
0
0
Pass
0.1464
13
0
0
Pass
0.1478
13
0
0
Pass
0.1491
13
0
0
Pass
0.1504
13
0
0
Pass
244th St
3/13/2018 1:26:37 PM
Page 18
1-1 Water Quality
Water Quality BMP Flow and Volume for POC #1
On-line facility volume:
0 acre-feet
On-line facility target flow:
0 cfs.
Adjusted for 15 min:
0 cfs.
Off-line facility target flow:
0 cfs.
Adjusted for 15 min:
0 cfs.
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r-I 244th St 311312018 1:26:37 PM Page 19
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LID Report
UDTechnique
Usedfor
Total Volume
Volume
Infiltration
Cumulative
Perrent
Water Quality
Percent
Comment
Treatment 7
Needs
Through
Volume
Volume
'Mume
Watercuaitty
TTeatrnent
FaNity
(ac-ft)
Infiltration
Nitrated
Treated
(acA)
(ac-ft)
Credit
PermeabieP3vemitid -PoC
0
360.33
395.97
3954.97
0
160M
395.97
100-100
Treat Credt
Total 'Mume InlIft-ated
360.33
M�971
395.97
100.00
395,97
396 J 396 =i
Tre at Credit
100%
= 100%
ComMiance vAM UD
Duration
Standard 8% of 2-,# to 501' - of
Maysts
Resuft
Passej
r I 244th St 3/13/2018 1:26:37 PM Page 20
Model Default Modifications
Total of 0 changes have been made.
PERLND Changes
No PERLND changes have been made.
IMPLND Changes
No IMPLND changes have been made.
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244th St 3/13/2018 1:27:39 PM Page 21
244Eh S#
3/13/2018 1:27:39 PM Page 22
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Mitigated Schematic
Roof ervious
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244th St
3/13/2018 1:27:49 PM
Page 23
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Stormwater Pollution Prevention Plan
2.0 Site Description
2.1 Existing Conditions
The proposed project 244" St is located at at 8609 244th SW, Edmonds, Washington. More
generally, the site is located in Section 3 1, Township 27 North, and Range 4 East of the
Willamette Meridian in Snohomish County, Washington.
The existing site contains three existing houses with garage, shed and an existing asphalt
driveway from the 244th St. S. W. The third house has a shop attached to the shed and an
existing gravel driveway from the 244th St. S. W. The remainder of the site contains lawn and
few trees. The site is generally flat and appears to slope slightly towards the north. Please refer to
the downstream analysis map for more details. Per NRCS survey of Snohomish County, the
project site contains Alderwood soil that have a hydrologic classification of Type "C".
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(-1 2.2 Proposed Construction Activities
-J The site area contains 0.90 Acres. The proposal is to construct eleven new single family homes
and an access drive aisle from 244th St. SW. The yard and roof drains will be connected towards
the pervious pavement. Flow Control (MR#7) and Onsite Stormwater Management (MR#5)
requirements will be met by full infiltration using pervious asphalt provided under the private
road. An infiltration rate of 0.75-in/hr was used for the hydraulic calculations per the
-J recommendations from the Geotech report attached under the Appendix D. For water quality
supplementing the underlying soils with a soil that meets the water quality objective is proposed.
(-I
L-i The following summarizes details regarding site areas:
Project development area: 0.90 acres
Percent impervious area before construction: 61 %
Percent impervious area after construction: 73.3%
Disturbed area during construction: 0.90 acres
Disturbed area that is characterized as impervious (i.e.,
access roads, staging, parking): 0.66 acres
2-year stormwater runoff peak flow prior to construction
(existing): 0.03 cfs
r-,
.-j B. STORMWATER POLLUTION PREVENTION PLAN
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Insight Engineering Co. - Stormwater Site Plan 03,108/2018
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Construction Stormwater General Permit
Stormwater Pollution Prevention Plan (SWPPP)
for
2441h St
Prepared for:
The Washington State Department of Ecology
Northwest Regional Office
3190 — 160t' Avenue SE
Bellevue, WA 98008
Permittee / Owner
Developer
Operator / Contractor
Meitzner Brothers Properties,
LLC
Meitzner Brothers Properties,
LLC
To be determined
11611 Airport Rd., Ste. B- 1
11611 Airport Rd., Ste. B- I
Everett, WA 98204
Everett, WA 98204
Project Site Location
8609 244th SW
Edmonds, WA 98026-9062
Certified Erosion and Sediment Contra] Lend (CFqCIA
Name
Organization
Contact Phone Number
Brian R. Kalab, P. E.
Insight Engineering
425-303-9363
SWPPP Prenared Rv
Name
Organization
Contact Phone Number
Jacob D. Mealey, P. E.
Insight Engineering
425-303-9363
SWPPP Preparation Date
April 19, 2018
Proiect Construction I)nte.q
Activity / Phase
Start Date
End Date
Construction Duration
May 1, 2018
May 1, 2019
Page 11
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Table of Contents
IProject Information ..................................................................................................................
5
1.1 Existing Conditions ..........................................................................................................
5
1.2 Proposed Construction Activities .....................................................................................
8
2 Construction Ston-nwater Best Management Practices (BMPs) ............................................
10
2.1 The 13 Elements
10
.............................................................................................................
2.1.1 Element 1: Preserve Vegetation / Mark Clearing Limits ........................................
10
2.1.2 Element 2: Establish Construction Access .............................................................
12
2.1.3 Element 3: Control Flow Rates ...............................................................................
13
2.1.4 Element 4: Install Sediment Controls .....................................................................
14
2.1.5 Element 5: Stabilize Soils .......................................................................................
15
2.1.6 Element 6: Protect Slopes .......................................................................................
19
2.1.7 Element 7: Protect Drain Inlets ...............................................................................
20
2.1.8 Element 8: Stabilize Channels and Outlets .............................................................
21
2.1.9 Element 9: Control Pollutants .................................................................................
22
2.1.10 Element 10: Control Dewatering ............................................................................
27
2.1.1.1 Element 11: Maintain BMPs ...................................................................................
28
2.1.12 Element 12: Manage the Project .............................................................................
29
2.1.13 Element 13: Protect Low Impact Development (LID) BMPs ................................
31
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3 Pollution Prevention Team ....................................................................................................
32
4 Monitoring and Sampling Requirements ...............................................................................
33
4.1 Site Inspection ................................................................................................................
33
4.2 Stormwater Quality Sampling ........................................................................................
33
4.2.1 Turbidity Sampling .................................................................................................
33
4.2.2 pH Sampling ...........................................................................................................
35
5 Discharges to 303(d) or Total Maximum Daily Load (TMDL) Waterbodies .......................
36
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5.1 303(d) Listed Waterbodies .............................................................................................
36
5.2 TMDL Waterbodies .......................................................................................................
36
6 Repo rting and Record Keeping .............................................................................................
38
6.1 Record Keeping ..............................................................................................................
38
6.1.1 Site Log Book .........................................................................................................
38
6.1.2 Records Retention ...................................................................................................
38
r6.1.3
Updating the SWPPP ..............................................................................................
38
6.2 Reporting ........................................................................................................................
39
6.2.1 Discharge Monitoring Reports ................................................................................
39
6.2.2 Notification of Noncompliance ...............................................................................
39
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List of Tables
Table I — Summary of Site Pollutant Constituents ......................................................................... 6
Table2 — Pollutants ...................................................................................................................... 22
Table3 — pH -Modifying Sources ................................................................................................. 24
Table4 — Dewatering BMPs ......................................................................................................... 27
Table5 — Management .................................................................................................................. 29
Table 6 — BMP Implementation Schedule .................................................................................... 30
Table 7 — Team Information ......................................................................................................... 32
Table 8 —Turbidity Sampling Method .......................................................................................... 33
Table9 — pH Sampling Method .................................................................................................... 35
List of Appendices
Appendix/Glossary
A. Site Map
B. BMP Detail
C. Correspondence
D. Site Inspection Form
E. Construction Storrnwater General Permit (CSWGP)
F. Contaminated Site Infonnation
G.Engineering Calculations
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6-j List of Acronyms and Abbreviations
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Acronym / Abbreviation Explanation
303(d)
Section of the Clean Water Act pertaining to Impaired Waterbodies
BFO
Bellingham Field Office of the Department of Ecology
BMP(s)
Best Management Practice(s)
CESCL
Certified Erosion and Sediment Control Lead
CO2
Carbon Dioxide
CRO
Central Regional Office of the Department of Ecology
CSWGP
Construction Stormwater General Permit
CWA
Clean Water Act
DMR
Discharge Monitoring Report
DO
Dissolved Oxygen
Ecology
Washington State Department of Ecology
EPA
United States Environmental Protection Agency
ERO
Eastern Regional Office of the Department of Ecology
ERTS
Environmental Report Tracking System
ESC
Erosion and Sediment Control
GULD
General Use Level Designation
NPDES
National Pollutant Discharge Elimination System
NTU
Nephelometric Turbidity Units
NWRO
Northwest Regional Office of the Department of Ecology
pH
Power of Hydrogen
RCW
Revised Code of Washington
SPICIC
Spill Prevention, Control, and Countermeasure
su
Standard Units
SWMMEW
Stormwater Management Manual for Eastern Washington
SWNlMWW
Stormwater Management Manual for Western Washington
SWPPP
Stormwater Pollution Prevention Plan
TESC
Temporary Erosion and Sediment Control
SWRO
Southwest Regional Office of the Department of Ecology
TMDL
Total Maximum Daily Load
VFO
Vancouver Field Office of the Department of Ecology
WAC
Washington Administrative Code
WSDOT
Washington Department of Transportation
WWHM
Western Washington Hydrology Model
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1 Project Information
�_J Project/Site Name: 244h St
Street/Location: 8609 244th S'W
.L-J City: Edmonds State: WA Zip code: 98026
Subdivision:
Receiving waterbody: NA
1.1 Existing Conditions
Total acreage (including support activities such as off -site equipment staging yards, material
storage areas, borrow areas).
Total acreage: 0.90 acres
Disturbed acreage: 0.90 acres
Existing structures: 0.55 acres
Landscape 0.35 acres
topography:
Drainage patterns: Sheet Flow
Existing Vegetation: Lawn with a few trees.
Critical Areas (wetlands, streams, high erosion Buffer area provided from wetland
risk, steep or difficult to stabilize slopes):
List of known impairments for 303(d) listed or Total Maximum Daily Load (TMDL) for the
receiving waterbody:
No 3 03 (d) listed waterbodies are located on or downstream of the site.
r-1 1.2 Proposed Construction Activities
Description of site development (exaniple: subdivision):
—I The proposal is to construct eleven new single family homes with accosiated utilities and an
access drive aisleftom 244th St. SW
Description of construction activities (example: site preparation, demolition, excavation):
L-J Prepare the sitefor construction by the installation of the indicated BMPs. Excavate the site for
r 14 the new single-family homes.
Description of site drainage including flow from and onto adjacent properties. Must be consistent
with Site Map in Appendix A:
The yard and roof drains will be connected towards the pervious pavement. Flow Control and
r-1 Onsite Stormwater Management requirements will be met byfull infiltration using pervious
asphalt provided under the private road
Description of final stabilization (example: extent of revegetation, paving, landscaping):
Page 15
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Final stabilization will be provided by a private drive aisle form 244"' St SW and residential
landscaping throughout the remaining pervious area.
Contaminated Site Information:
Proposed activities regarding contarnInated soils or groundwater (example: on -site treatment
system, authorized sanitary sewer discharge):
For water quality supplementing the underlying soils with a soil that meets the water quality
objective is proposed The pervious asphalt requires a minimum value of 5megl] OOg towards
Cation Exchange capacityfor water quality. The construction plans specify supplementing the
underlying soils with a soil that meets the water quality objective. See "Permeable Asphalt
Pavement" detail on construction plan sheet C3.O.
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2 Construction Stormwater Best Management Practices (BMPs)
The SWPPP is a living document reflecting current conditions and changes throughout the life of
the project. These changes may be ini"ormal (i.e., hand-written notes and deletions). Update the
SWPPP when the CESCL or local agency has noted a deficiency in BMPs or deviation from
original design.
2.1 The 13 Elements
2.1.1 Element 1: Preserve Vegetation / Mark Clearing Limits
To protect adjacent properties and to reduce the area of soil exposed to construction, the limits of
construction will be clearly marked before land -disturbing activities begin. Trees that are to be
preserved, as well as all sensitive areas and their buffers, shall be clearly delineated, both in the
field and on the plans. In general, natural vegetation and native topsoil shall be retained in an
undisturbed state to the maximum extent possible.
r_1 A protective barrier shall be placed around the protected trees prior to land preparation or
L_J construction activities, and shall remain in place until all construction activity is terminated. No
equipment, chemicals, soil deposits or construction materials shall be placed within the
protective barriers. Any landscaping activities subsequent to the removal of the barriers shall be
aLCoinpllished with light machinery or hand labor. (LMC 17.15.160 B I) ,
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List and describe BMPs: - High Visibility Plastic or Metal Fence (BMP C 103)
Install orange barrier fencing along the clearing limits, according to the approved construction
plans, prior to any construction activities. Maintain until all construction activities are
completed.
r
Installation Schedules: The limits of construction will be clearly marked before land -disturbing
activities begin.
Inspection and Maintenance plan: Site inspections will be conducted at least once a week and
within 24 hours following any rainfall event which causes a discharge of stormwater from the
site. For sites with temporary stabilization measures, the site inspection frequency can be
reduced to once every month.
Responsible Staff. Permittee shall take immediate action(s) to: stop, contain, and clean up the
unauthorized discharges, or otherwise stop the noncompliance; correct the problem(s);
implement appropriate Best Management Practices (BMPs), and/or conduct maintenance of
existing BMPs; and achieve compliance with all applicable standards and permit conditions. In
addition, if the noncompliance causes a threat to human health or the environment, the Pennittee
shall comply with the Noncompliance Notification requirements in Special Condition S5.F of the
permit.
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2.1.2 Element 2: Establish Construction Access
Construction access or activities occurring on unpaved areas shall be minimized, yet where
necessary, access points shall be stabilized to minimize the tracking of sediment onto public
roads, street sweeping, and street cleaning shall be employed to prevent sediment from entering
state waters.
List and describe BMPs: Stabilized Construction Entrance (BMP C 105)
Installation Schedules: Install the temporary construction entrance, according to the approved
construction plans, prior to any clearing or grading activities
Inspection and Maintenance plan: Maintain until the access road is paved.
Responsible Staff. Contractor.
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2.1.3 Element 3: Control Flow lZates
In order to protect the properties and waterways downstream of the project site, stormwater
discharges from the site will be controlled. In general, discharge rates of stormwater from the site
will be controlled where increases in impervious area or soil compaction during construction
could lead to downstream erosion, or where necessary to meet local agency stormwater discharge
requirements (e.g. discharge to combined sewer systems).
Will you construct stormwater retention and/or detention facilities?
D� Yes EJ No
Will you use permanent infiltration ponds or other low impact development (example: rain
gardens, bio-retention, porous pavement) to control flow during construction?
r7 M Yes F] No
List and describe BMPs: Temporary Sediment Trap (BMP C240)
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Installation Schedules: Construct the temporary sediment trap, according to the approved
construction plans, prior to any grading activities.
Irspection and Maintenance Plan: Maintain until the upper gadiant areas of the lot have
been stabilized.
Responsible Staff. Contractor
Page 19
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2.1.4 Element 4: Install Sediment Controls
Whenever possible, sediment laden water shall be discharged into onsite, relatively level,
vegetated areas (BMP C240 paragraph 5, page 4-102).
In some cases, sediment discharge in concentrated runoff can be controlled using permanent
stormwater BMPs (e.g., infiltration swales, ponds, trenches). Sediment loads can limit the
effectiveness of some permanent stonnwater BMPs, such as those used for infiltration or bio-
filtration; however, those BMPs designed to remove solids by settling (wet ponds or detention
ponds) can be used during the construction phase. When permanent stormwater BMPs will be
used to control sediment discharge during construction, the structure will be protected from
excessive sedimentation with adequate erosion and sediment control BMPs. Any accumulated
sediment shall be removed after construction is complete and the permanent stormwater BMP
will be re -stabilized with vegetation per applicable design requirements once the remainder of
the site has been stabilized.
The following BMP will be implemented as end -of -pipe sediment controls as required to meet
pennitted turbidity limits in the site discharge(s). Prior to the implementation of these
technologies, sediment sources and erosion control and soil stabilization BMP efforts will be
maximized to reduce the need for end -of -pipe sedimentation controls. In addition, sediment will
be removed from paved areas in and adjacent to construction work areas manually or using
mechanical sweepers, as needed, to minimize tracking of sediments on vehicle tires away from
the site and to minimize wash -off of sediments from adjacent streets in runoff.
List and describe BMPs:
Storm Drain Inlet Protection (BMP C220)
Temporary Sediment Trap (BMP C240)
Silt Fence (BMP C233)
Installation Schedules: Install silt fencing, according to the approved plans, prior to any clearing
or grading activities. Install catch basin filters, according to the approved construction plans, as
catch basins are installed and become operable. Construct the temporary sediment trap,
according to the approved construction. plans, prior to any grading activities.
Inspection and Maintenance plan: Maintain Silt Fence and Storm Drain Inlet Protection
until all construction activities are completed. Maintain Temporary Sediment Trap until
the upper gadiant areas of the lot have been stabilized.
Responsible Staff. Contractor.
Page 110
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r -) 2.1.5 Element 5: Stabilize Soils
The project site is located west of the Cascade Mountain Crest. As such, no soils shall remain
exposed and unworked for more than 7 days during the dry season (May I to September 30) and
2 days during the wet season (October I to April 30). Regardless of the time of year, all soils
shall be stabilized at the end of the shift before a holiday or weekend if needed based on weather
forecasts.
In general, cut and fill slopes will be stabilized as soon as possible and soil stockpiles will be
temporarily covered with plastic sheeting. All stockpiled soils shall be stabilized from erosion,
protected with sediment trapping measures, and where possible, be located away from storm
drain inlets, waterways, and drainage channels.
West of the Cascade Mountains Crest
Season
Dates
Number of Days Soils Can
be Left Exposed
During the Dry Season
May 1 — September 30
7 days
During the Wet Season
October I — April 30
2 days
Soils must be stabilized at the end of the shift before a holiday or weekend if needed based on
the weather forecast.
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Anticipated project dates: Start date: May 1, 2018 End date: March 10, 2019
Will you construct during the wet season?
[�] YesF1 No
List and describe BMPs:
Exposed and un-worked soils shall be stabilized with the application of effective BMPs to
-J prevent erosion throughout the life of the project. The specific BMPs for soil stabilization that
shall be used on this project include:
-Temporary and Permanent Seeding (BMP C120)
Installation Schedules:
Apply temporary hydro -seed to exposed and un-worked soils, according to the approved
construction plans, as needed to prevent erosion during site grading.
Inspection and Maintenance plan:
Apply permanent hydro -seed to areas at final grade as site grading is completed.
0 Mulching (BMP C 12 1)
Installation Schedules:
Apply mulching to exposed and un-worked soils, according to the approved construction plans,
as needed to prevent erosion during site grading.
Inspection and Maintenance plan:
Maintain until site grading is completed and permanent hydro -seed is applied.
0 Plastic Covering (BMP C 12 3)
Installation Schedules:
Cover stockpiles with plastic sheeting, according to the approved construction plans, as needed
to prevent erosion during site grading.
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Inspection and Maintenance plan:
Maintain until stockpiles are removed from site.
0 Dust Control (BMP C140)
Installation Schedules and Inspection and Maintenance plan:
11 Vegetate or mulch areas that will not receive vehicle traffic. In areas where planting,
mulching, or paving is impractical, apply gravel or landscaping rock.
0 Limit dust generation by clearing only those areas where immediate activity will take
place, leaving the remaining area(s) in the original condition. Maintain the original ground cover
as long as practical.
0 Construct natural or artificial windbreaks or windscreens. These may be designed as
enclosures for small dust sources.
1-1 Sprinkle the site with water until surface is wet. Repeat as needed. To prevent carryout of
mud onto street, refer to Stabilized Construction Entrance (BMP C 105).
11 Irrigation water can be used for dust control. Irrigation systems should be installed as a
first step on sites where dust control is a concern.
1i Spray exposed soil areas with a dust palliative, following the manufacturer's instructions
and cautions regarding handling and application. Used oil is prohibited from use as a dust
r-) suppressant. Local governments may approve other dust palliatives such as calcium chloride or
PAM.
0 PAM (BMP C 126) added to water at a rate of 0. 5 lbs. per 1,000 gallons of water per acre
and applied from a water truck is more effective than water alone. This is due to increased
infiltration of water into the soil and reduced evaporation. In addition, small soil particles are
bonded together and are not as easily transported by wind. Adding PAM may actually reduce the
quantity of water needed for dust control. Use of PAM could be a cost-effective dust control
method.
Techniques that can be used for unpaved roads and lots include:
Ll Lower speed limits. High vehicle speed increases the amount of dust stirred up from
unpaved roads and lots.
11 Upgrade the road surface strength by improving particle size, shape, and mineral types
that make up the surface and base materials.
El Add surface gravel to reduce the source of dust emission. Limit the amount of fine
particles (those smaller than .075 mm) to 10 to 20 percent.
E Use geotextile fabrics to increase the strength of new roads or roads undergoing
reconstruction.
Ej Encourage the use of alternate, paved routes, if available.
11 Restrict use of paved roadways by tracked vehicles and heavy trucks to prevent damage
to road surface and base.
0 Apply chemical dust suppressants using the admix method, blending the product with the
top few inches of surface material. Suppressants may also be applied as s urface treatments.
P_ Pave unpaved permanent roads and other trafficked areas.
EI Use vacuum street sweepers.
11 Remove mud and other dirt promptly so it does not dry and then turn into dust.
0 Limit dust -causing work on windy days.
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0 Contact your local Air Pollution Control Authority for guidance and training on other
dust control measures. Compliance with the local Air Pollution Control Authority constitutes
compliance with this BMP.
Early application of gravel base on areas to be paved
Place gravel base on roadways, according to the approved construction plans, after roadways are
graded to sub -grade. Maintain until roads are paved.
Responsible Staff: Contractor.
Page 113
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2.1.6 Element 6: Protect Slopes
All cut and fill slopes will be designed, constructed, and protected in a manner than minimizes
erosion. The following specific BMPs will be used to protect slopes for this project:
Will steep slopes be present at the site during construction?
0 Yes�O No
List and describe BMPs: Temporary and Permanent Seeding (BMP C 120)
Installation Schedules: Apply temporary hydro -seed to cut and fill slopes, according to the
approved construction plans, as needed to minimize erosion during site grading.
Inspection and Maintenance plan: Apply permanent hydro -seed to cut and fill slopes at final
grade as site grading is completed.
Responsible Staff. Contractor
Page 114
r 2.1.7 Element 7: Protect Drain Inlets
�.__J All storm drain inlets and culverts made operable during construction shall be protected to
F prevent unfiltered or untreated water from entering the drainage conveyance system. However,
the first priority is to keep all access roads clean of sediment and keep street wash water separate
k_J from entering storm drains until treatment can be provided. Storm Drain Inlet Protection (BMP
r-i C220) will be implemented for all drainage inlets and culverts that could -potentially be impacted
by sediment -laden runoff on and near the project site.
List and describe BMPs:
r
Storm Drain Inlet Protection (BMP C220)
Installation Schedules: Install catch basin filters, according to the approved construction plans, as
catch basins become operable.
J
r i Inspection and Maintenance plan: Maintain until all construction activities are completed.
.__J Responsible Staff, Contractor
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2.1.8 Element 8: Stabilize Channels and Outlets
No site runoff is to be conveyed into channels, or discharged to a stream or some other natural
drainage point.— The onsite flowrates will be minimal therefore no BMP's are proposed
Stabilize Channels and Outlets.
If any BMP's are provideded, the project site is located west of the Cascade Mountain Crest. As
such, all temporary on -site conveyance channels shall be designed, constructed, and stabilized to
prevent erosion from the expected peak 10 minute velocity of flow from a Type 1 A, I 0-year, 24-
hour recurrence interval storm for the developed condition. Alternatively, the 10-year, 1-hour
-I peak flow rate indicated by an approved continuous runoff simulation model, increased by a factor
of 1.6, shall be used. Stabilization, including armoring material, adequate to prevent erosion of
outlets, adjacent stream banks, slopes, and downstream reaches shall be provided at the outlets of
all conveyance systems.
Provide stabilization, including armoring material, adequate to prevent erosion of outlets,
adjacent stream banks, slopes, and downstream reaches, will be installed at the outlets of all
conveyance systems.
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2.1.9 Element 9: Control Pollutants
The following pollutants are anticipated to be present on -site:
Table 2 — Pollutants
Pollutant (List pollutants and source, if applicable)
petroleum products
chemicals stored in the construction areas
Dust released from demolished sidewalks
Solid waste
All pollutants, including waste materials and demolition debris, that occur onsite shall be
handled and disposed of in a manner that does not cause contamination of stormwater. Good
housekeeping and preventative measures will be taken to ensure that the site will be kept clean,
well organized, and free of debris. If required, BMP`s to be implemented to control specific
sources of pollutants are discussed below.
Vehicles, construction equipment, and/or petroleum product storage/dispensing:
r I F3 All vehicles, equipment, and petroleum product storage/dispensing areas will be
inspected regularly to detect any leaks or spills, and to identify maintenance needs to prevent
leaks or spills.
El On -site permanent fueling tanks and petroleum product storage containers shall include
secondary containment.
0 Spill prevention measures, such as drip pans, will be used when conducting maintenance
and repair of vehicles or equipment.
0 In order to perform emergency repairs on site, temporary plastic will be placed beneath
and, if raining, over the vehicle.
F1 Contaminated surfaces shall be cleaned immediately following any discharge or spill
incident.
__j Chemical storage:
r_1 El Any chemicals stored in the construction areas will conform to the appropriate source
_j control BMPs listed in Volume IV of the Ecology stormwater manual. In Western WA, all
,.hem;.-__njS shall have cover, containment, and protection provided on site, per BMP C 153 for
Material Delivery, Storage and Containment in SWMMWW 2005
Excavation and tunneling spoils dewatering waste:
0 Dewatering BMPs and BMPs specific to the excavation and tunneling (including
handling of contaminated soils) are discussed under Element 10.
Demolition:
0 Dust released from demolished sidewalks, buildings, or structures will be controlled
using Dust Control measures (BMP C 140).
0 Storrn drain inlets vulnerable to stormwater discharge carrying dust, soil, or debris will be
protected using Storm Drain Inlet Protection (BMP C220 as described above for Element 7).
! -3 a -, e 117
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r -1 0 Process water and slurry resulting from saw -cutting and surfacing operations will be
L_J prevented from entering the waters of the State by implementing Saw -cutting and Surfacing
Pollution Prevention measures (BMP C 15 2).
C-7 Concrete and grout:
6 _J 0 Process water and slurry resulting from concrete work will be prevented from entering
the waters of the State by implementing Concrete Handling measures (BMP C 15 1).
Sanitary wastewater:
6 __J 0 Portable sanitation facilities will be firmly secured, regularly maintained, and emptied
when necessary.
Solid Waste:
E Solid waste will be stored in secure, clearly marked containers.
Other:
0 Other BMPs will be administered as necessary to address any additional pollutant sources
on site.
A SPCC plan is required for this site.
As per the Federal regulations of the Clean Water Act (CWA) and according to Final Rule 40
CFR Part 112, as stated in the National Register, a Spill Prevention, Control, and
Countermeasure (SPCC) Plan is required for construction activities. A SPCC Plan has been
prepared to address an approach to prevent, respond to, and report spills or releases to the
environment that could result from construction activities. This Plan must:
0 Be well thought out in accordance with good engineering;
List and describe BMPs: BMP C 15 1, BMP C 152, BMP C 153, BMP C140 and BMP C220.
Installation Schedules:
Inspection and Maintenance plan: All pollutants, including waste materials and demolition
debris, that occur onsite shall be handled and disposed of in a manner that does not cause
contamination of stormwater. Good housekeeping and preventative measures will be taken to
ensure that the site will be kept clean, well organized, and free of debris.
Achieve three objectives - prevent spills, contain a spill that occurs, and clean up the spill;
0 Identify the name, location, owner, and type of facility;
F1 Include the date of initial operation and oil spill history;
0 Name the designated person responsible;
0 Show evidence of approval and certification by the person in authority; and
11 Contain a facility analysis.
Responsible Staff. Contractor.
Will maintenance, fueling, and/or repair of heavy equipment and vehicles occur on -site?
El YesFk] No
Will wheel wash or tire bath system BMPs be used during construction?
F_`-'r L Yes
a F-1 No
Will pH -modifying sources be present on -site?
Z Yes EJ No
I" a g 18
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Table 3 — DH-Modifving Sources
None
Bulk cement
Z
Cement kiln dust
Fly ash
Other cementitious materials
Z
New concrete washing or curing waters
—rated
N
Waste streams gene from concrete grinding and sawing
Exposed aggregate processes
Dewatering concrete vaults
Concrete pumping and mixer washout waters
Recycled concrete
Recycled concrete stockpiles
Other (i.e., calcium lignosulfate) [please describe:
r—J Stormwater runoff will be monitored for pH starting on the first day of any activity that includes
6--J - more than 40 yards of poured or recycled concrete, or after the application of "Engineered Soils"
such as, Portland cement treated base, cement kiln dust, or fly ash. This does not include fertilizers.
For concrete work, pH monitoring will start the first day concrete is poured and continue until 3
weeks after the last pour. For engineered soils, the pH monitoring period begins when engineered
soils are first exposed to precipitation and continue until the area is fully stabilized.
Stormwater samples will be collected daily from all points of discharge from the site and measured
__J for pH using a calibrated pH meter, pH test kit, or wide range pH indicator paper. If the measured
r--1 pH is 8.5 or greater, the following steps will be conducted:
__J I . Prevent the high pH water from entering storm drains or surface water.
r-1 2. Adjust or neutralize the high pH water if necessary using appropriate
6 technology such as CO2 sparging (liquid or dry ice).
3. Contact Ecology if chemical treatment other than CO2 sparging is planned.
Page 119
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7
Concrete trucks must not be washed out onto the ground, or into storm drains, open ditches,
streets, or streams. Excess concrete must not be dumped on -site, except in designated concrete
washout areas with appropriate BMPs, installed. Excess concrete must be returned to the plant for
recycl-111g-if there are no concrete washout areas with appropriate BMPs installed.
Will uncontaminated water trom water -only based shaft drilling for construction of building,
road, and bridge foundations be infiltrated provided the wastewater is managed in a way that
prohibits discharge to surface waters?
M Yes F-I No
Page 120
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2.1.10 Element 10: Control Dewatering
No dewatering is proposed for the development. If dewatering is needed, Transport. off -site in a
vehicle (vacuum truck for legal disposal).
Table 4 — DewaterinLy RMP.q
P
Infiltration
Z
Transport off -site in a vehicle (vacuum truck for legal disposal)
E]
Ecology -approved on -site chemical treatment or other suitable treatment technologies
F�
Sanitary or combined sewer discharge with local sewer district approval (last resort)
F_j
Use of sedimentation bag with discharge to ditch or swale (small volumes of localized
dewatering)
P a e 121
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2.1.11 Element 11: Maintain BMPs
All temporary and permanent Erosion and Sediment Control (ESC) BMPs shall be maintained
and repaired as needed to ensure continued performance of their intended function.
Maintenance and repair shall be conducted in accordance with each particular BMP specification
(see Volume II of the S WMMWW or Chapter 7 of the S WMME ff�.
Visual monitoring of all BMPs installed at the site will be conducted at least once every calendar
week and within 24 hours of any stormwater or non-stormwater discharge from the site. If the
site becomes inactive and is temporarily stabilized, the inspection frequency may be reduced to
once every calendar month.
r-i All temporary ESC BMPs shall be removed within 30 days after final site stabilization is
achieved or after the temporary BMPs are no longer needed.
Trapped sediment shall be stabilized on -site or removed. Disturbed soil resulting from removal
of either BMPs or vegetation shall be permanently stabilized.
Additionally, protection must be provided for all BMPs installed for the permanent control of
stormwater from sediment and compaction. BMPs that are to remain in place following
completion of construction shall be examined and restored to full operating condition. If
sediment enters these BMPs during construction, the sediment shall be removed and the facility
shall be returned to conditions specified in the construction documents.
r
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2.1.12 Element 12: Manage the Project
r The project will be managed based on the following principles:
J 9 Projects will be phased to the maximum extent practicable and seasonal work limitations
will be taken into account.
* Inspection and monitoring:
o Inspection, maintenance and repair of all BMPs will occur as needed to ensure
performance of their intended function.
o Site inspections and monitoring will be conducted in accordance with Special
Condition S4 of the CSWGP. Sampling locations are indicated on the Site MqP.
r Sampling station(s) are located in accordance with applicable requirements of the
CSWGP.
Maintain an updated SWPPP.
o The SWPPP will be updated, maintained, and implemented in accordance with
Special Conditions S3, S4, and S9 of the CSWGP.
As site work progresses the SWPPP will be modified routinely to reflect changing site
conditions. The SWPPP will be reviewed monthly to ensure the content is current.
Table 5 — Management
K]
Design the project to fit the existing topography, soils, and drainage patterns
FA
Emphasize erosion control rather than sediment control
K
Minimize the extent and duration of the area exposed
Z
Keep runoff velocities low
Retain sediment on -site
Thoroughly monitor site and maintain all ESC measures
Schedule major earthwork during the dry season
EOther
] I
" _ (please describe)
Page 123
, _J Table 6 — BMP linDlementation Schedule
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Phase of Construction
Stormwater BMPs
Date
Wet/Dry
Project
Season
Mark Clearing Limits
High Visibility Plastic or Metal
05/01/2018
Dry
Fence (BMP C103)
Mobilize equipment on
Construction Road/Parking area
05/01/2018
Dry
site
stabilization (BMP C 107)
Mobilize and store all
Silt Fence (BMP C233)
05/01/2018
Dry
ESC and soil
Storm Drain Inlet Protection
stabilization products
(BMP C220)
Plastic Covering (BMP C123)
Surface roughening (BMP C130)
Install ESC measures
Silt Fence (BMP C233)
05/01/2018
Dry
Storm Drain Inlet Protection
(BMP C220)
Temporary Sediment Trap (BMP
C240)
Install stabilized
Stabilized Construction Entrance
05/01/2018
Dry
construction entrance
(BMP C105)
Begin clearing and
Dust Control (BMP C140)
05/15/2018
Dry
grading
Site grading begins
Dust Control (BMP C140)
05/27/2018
Dry
Grade road and stabilize
Dust Control (BMP C140)
05/27/2018
Dry
with gravel base
Begin excavation for
07/01/2018
Dry
new utilities and services
Soil stabilization on
Mulching (BMP C 12 1)
08/05/2018
Dry
excavated side slopes (in
Dust Control (BMP C 140)
idle, no work areas)
Plastic Covering (BMP C123)
Nets and Blankets (BMP C122)
Temporary erosion
Temporary Seeding (BMP C120)
09/01/2018
Dry
control measures (hydro -
seeding)
Site grading ends
09/15/2018
Dry
Implement Element #12
Scheduling(BMPC162)
10/01/2018
Wet
BMPs and manage site
CESC Lead (BMP C160)
to minimize soil
Page 124
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disturbance during the
wet season
Pave asphalt roads
10/05/2018
Wet
Final landscaping and
04/01/2019
Wet
planting begins
Permanent erosion
Permanent Seeding (BMP C120)
04/01/2019
Wet
control measures (hydro -
seeding)
r- 1
2.1.13 Element 13: Protect Low Impact Development (LID) BMPs
On -site stormwater management BMPs used for runoff from roofs and other hard surfaces
include: full dispersion, roof downspout full infiltration or dispersion systems, perforated
stubout connections, rain gardens, bioretention systems, permeable pavement, sheetflow
dispersion, and concentrated flow dispersion. The areas on the site to be used for these
BMPs shall be protected from siltation and compaction during construction by sequencing
the construction in a fashion to install these BMPs at the latter part of the construction
grading operations, by excluding equipment from the BMPS and the associated areas, and
by using the erosion and sedimentation control BMPs listed below. Additional
requirements for protecting these BMPs during the construction process, testing
functionality, and restoring functionality are needed at the final stage of the construction
r process.
Relevant BMPs
BMP C 102: Buffer Zone BMP
C 103: High Visibility Fence BMP
C200: Interceptor Dike and Swale BMP
C201: Grass -lined Channels BMP
C207: Check Darns BMP
C208: Triangular Silt Dike BMP
C23 1: Brush Barrier BMP
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C233: Silt Fence BMP
C234: Vegetated Strip
F ) Page 125
3 Pollution Prevention Team
Table 7 — Team Information
Title
Name(s)
Phone Number
Certified Erosion and
Sediment Control Lead
(CESCL)
Brian Kalab
425-303-9363
Resident Engineer
Brian Kalab / Insight Engineering
425-303-9363
Emergency Ecology Contact
Tracy Walters
425-649-7000
Emergency Permittee/
Owner Contact
Mike Mietzner
425-212-2490
Non -Emergency Owner
Contact
Mike Mietzner
425-212-2490
Monitoring Personnel
Tony Veslic
253-271-7870
Ecology Regional Office
Northwest Regional Office
425-649-7000
P a -) e 126
4 Monitoring and Sampling Requirements
Monitoring includes visual inspection, sampling for water quality parameters of concern, and
documentation of the inspection and sampling findings in a site log book. A site log book will be
maintained for all on -site construction activities and will include:
* A record of the implementation of the SWPPP and other permit requirements
* Site inspections
* Stormwater sampling data
The site log book must be maintained on -site within reasonable access to the site and be made
F-1 available upon request to Ecolo2v or the local iurisdiction.
Numeric effluent limits may be required for certain discharges to 303(d) listed waterbodies. See
CSWGP Special Condition S8 and Section 5 of this template.
The receiving waterbody, Swamp Creek, is impaired for: Bacteria, Bioassessment, DO. pH and
Temp. All stormwater and dewatering discharges from the site are subject to an effluent limit of
8.5 su for pH and/or 25 NTU for turbidity.
k __J 4.1 Site Inspection
Site inspections will be conducted at least once every calendar week and within 24 hours
following any discharge from the site. For sites that are temporarily stabilized and inactive, the
required frequency is reduced to once per calendar month.
r 7 The discharge point(s) are indicated on the Site Mqp (see Appendix A) and in accordance with
the applicable requirements of the CSWGP.
4.2 Stormwater Quality Sampling
.__J 4.2.1 Turbidity Sampling
r 1,
I Requirements include calibrated turbidity meter or transparency tube to sample site discharges
for compliance with the CSWGP. Sampling will be conducted at all discharge points at least
once per calendar week.
Method for sampling turbidity:
Table 8 — Turbidity Sampling Method
Turbidity Meter/Turbidimeter (required for disturbances 5 acres or greater in size)
I , cuisparency Tube (option for disturbances less than I acre and up to 5 acres in size)
M
The limit for turbidity value is 25 nephelometric turbidity units (NTU) and a transparency less
than 33 centimeters.
If the discharge's turbidity is 26 to 249 NTU or the transparency is less than 33 cm but equal to
or greater than 6 cm, the following steps will be conducted:
I . Stop effluent discharge to receiving waterbody immediately. If discharge continues, this
will be a direct violation of the SWPPP and CSWGP. Implement baker tanks to prevent
discharge from entering reciving water body. Replace/repair BMP's if not functioning
properly. Do not discharge runoff until the turbidity value is 25 nephelometric turbidity
units (NTU) or less and a transparency less than 33 centimeters.
__J
P a (Y e 127
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2. Review the SWPPP for compliance with Special Condition S9. Make appropriate
revisions within 7 days of the date the discharge exceeded the limit.
3. Immediately begin the process to fully implement and maintain appropriate source
control and/or treatment BMPs as soon as possible. Address the problems within 10 days
of the date the discharge exceeded the limit. If installation of necessary treatment BMPs
is not feasible within 10 days, Ecology may approve additional time when the Permittee
requests an extension within the initial I 0-day response period.
4. Document BMP implementation and maintenance in the site log book.
if t1le turbidity exceeds 250 NTU or the transparency is 6 cm or less at any time, the following
steps will be conducted:
1. Telephone or submit an electronic report to the applicable Ecology Region's
Environmental Report Tracking System (ERTS) within 24 hours.
0 Central Region (Benton, Chelan, Douglas, Kittitas, Klickitat, Okanogan,
Yakima): (509) 575-2490 or
http://www.ecy.wa.gov/programs/spill�/forms/nerts online/CRO nerts onjine.html
* Eastern Region (Adams, Asotin, Columbia, Ferry, Franklin, Garfield, Grant,
Lincoln, Pend Oreille, Spokane, Stevens, Walla Walla, Whitman): (509) 329-
3400 or hn://www.ecv.wa.gov/projzrams/spills/forms/nerts online/ERO nerts online.html
0 Northwest Region (King, Kitsap, Island, San Juan, Skagit, Snohomish,
Whatcom): (425) 649-7000 or
http://www.ecy.wa.gov/programs/spills/forms/nerts online/NWRO nerts onjine.html
0 Southwest Region (Clallam, Clark, Cowlitz, Grays Harbor, Jefferson, Lewis,
Mason, Pacific, Pierce, Skamania, Thurston, Walikiakum,): (360) 407-6300 or
http://www.ecy.wa.,P,ov/prop-rams/spills/forms/nerts online/SWRO nerts online.htmi
2. Immediately begin the process to fully implement and maintain appropriate source
control and/or treatment BMPs as soon as possible. Address the problems within 10 days
of the date the discharge exceeded the limit. If installation of necessary treatment BMPs
is not feasible within 10 days, Ecology may approve additional time when the Pennittee
requests an extension within the initial I 0-day response period
3. Document BMP implementation and maintenance in the site log book.
4. Continue to sample discharges daily until one of the following is true:
0 Turbidity is 25 NTU (or lower).
0 Transparency is 33 cm (or greater).
0 Compliance with the water quality limit for turbidity is achieved.
o I - 5 NTU over background turbidity, if background is less than 50 NTU
o 1% - 10% over background turbidity, if background is 50 NTU or greater
0 The discharge stops or is eliminated,
Page 128
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,__J 4.2.2 pH Sampling
r pH monitoring is required for "Significant concrete work" (i.e., greater than 1000 cubic yards
poured concrete over the life of the project). The use of recycled concrete or engineered soils
(soil amendments including but not limited to Portland cement -treated base [CTB], cement kiln
dust [CKD] or fly ash) also requires pH monitoring.
For significant concrete work, pH sampling will start the first day concrete is poured and
continue until it is cured, typically three (3) weeks after the last pour.
For engineered soils and recycled concrete, pH sampling begins when engineered soils or
recycled concrete are first exposed to precipitation and continues until the area is fully stabilized.
If the measured pH is 8.5 or greater, the following measures will be taken:
1. Prevent high pH water from entering storm sewer systems or surface water.
Adjust or neutralize the high pH water to the range of 6.5 to 8.5 su using appropriate
technology such as carbon dioxide(CO2) sparging (liquid or dry ice).
3. Written approval will be obtained from Ecology prior to the use of chemical treatment
other thanCO2 sparging or dry ice.
Method for sampling pH:
able 9 - pH Sampling Method
K] pH meter
F-1 PH test kit
El Wide range PH indicator paper
Page 129
5 Discharges to 303(d) or Total Maximum Daily Load (TMDL) Waterbodies
5.1 303(d) Listed Waterbodies
Is the receiving water 303(d) (Category 5) listed for turbidity, fine sediment, phosphor -us, or pH?
El Yes N No
5.2 TMDL Waterbodies
The Construction Stormwater General Permit Proposed New Discharge to an Impaired Water
Body form is included in Appendix F.
P ag e 130
r_-
6 Reporting and Record Keeping
( 1 6.1 Record Keeping
6.1.1 Site Log Book
J A site log book will be maintained for all on -site construction activities and will include:
* A record of the implementation of the SWPPP and other permit requirements
0 Site inspections
0 Sample logs
6.1.2 Records Retention
Records will be retained during the life of the project and for a minimum of three (3) years
following the termination of permit coverage in accordance with Special Condition S5.0 of the
CSWGP.
Permit documentation to be retained on -site:
* CSWGP
0 Permit Coverage Letter
0 SWPPP
0 Site Log Book
Permit documentation will be provided within 14 days of receipt of a written request from
r i Ecology. A copy of the SWPPP or access to the SWPPP will be provided to the public when
requested in writing in accordance with Special Condition S5.G.2.b of the CSWGP.
6.1.3 Updating the SWPPP
The SWPPP will be modified if.
0 Found ineffective in eliminating or significantly minimizing pollutants in stormwater
discharges from the site.
0 There is a change in design, construction, operation, or maintenance at the construction
site that has, or could have, a significant effect on the discharge of pollutants to waters of
the State.
he SWPPP will be modified within seven (7) days if inspection(s) or investigation(s) determine
additional or modified BMPs are necessary for compliance. An updated timeline for BMP
implementation will be prepared.
F-1
1__J 6.2 Reporting
r-1 6.2.1 Discharge Monitoring Reports
. __J
r-1 Cumulative soil disturbance is one (1) acre or larger; therefore, Discharge Monitoring
Reports (DMRs) will be submitted to Ecology monthly. If there was no discharge during a given
__J
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monitoring period the DMR will be submitted as required, reporting "No Discharge". The DMR
due date is fifteen (15) days following the end of each calendar month.
DMRs will be reported online through Ecology's WQWebDMR System.
6.2.2 Notification of Noncompliance
If any of the terms and conditions of the permit is not met, and the resulting noncompliance may
cause a threat to human health or the environment, the following actions will be taken:
1. Ecology will be notified within 24-hours of the failure to comply by calling the
applicable Regional office ERTS phone number (Regional office numbers listed below).
2. Immediate action will be taken to prevent the discharge/pollution or otherwise stop or
correct the noncompliance. If applicable, sampling and analysis of any noncompliance
will be repeated immediately and the results submitted to Ecology within five (5) days of
r I becoming aware of the violation.
3. A detailed written report describing the noncompliance will be submitted to Ecology
r within five (5) days, unless requested earlier by Ecology.
Anytime turbidity sampling indicates turbidity is 250 NTUs or greater, or water transparency is 6
cm or less, the Ecology Regional office will be notified by phone within 24 hours of analysis as
required by Special Condition S5.A of the CSWGP.
Central Region at (509) 575-2490 for Benton, Chelan, Douglas, Kittitas, Klickitat,
Okanogan, or Yakima County
r 7 * Eastern Region at (509) 329-3400 for Adams, Asotin, Columbia, Ferry, Franklin,
Garfield, Grant, Lincoln, Pend Oreille, Spokane, Stevens, Walla Walla, or Whitman
County
0 Northwest Region at (425) 649-7000 for Island, King, Kitsap, San Juan, Skagit,
Snohomish, or Whatcom County
r Southwest Region at (360) 407-6300 for Clallam, Clark, Cowlitz, Grays Harbor,
Jefferson, Lewis, Mason, Pacific, Pierce, Ska'mania, Thurston, or Wahkiakum
Include the following information:
r i I . Your name and / Phone number
2. Permit number
3. City / County of project
4. Sample results
5. Date / Time of call
6. Date / Time of sample
7. Project name
In accordance with Special Condition S4.D.5.b of the CSWGP, the Ecology Regional office will
be notified if chemical treatment other than CO2 sparging is planned for adjustment of high pH
water.
F-1 Page 132
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Appendix/Glossary
A. Site Map
Al
AA�
lb-il
&
..... . .. .... ............. . . . . . .
-1 A, LOT I
Aal
fit
j!
-K I T
E-t -111t:j=
LOT I
LOT],
... .......... . .
. . .. ... ... I
6
P a g e 133
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B. BMP Detail
Element 41 - Mark Clearing Limits
9 High Visibility Plastic or Metal Fence (BMP C103)
Element #2 - Establish Construction Access
0 Stabilized Construction Entrance (BMP C 105)
Element #3 - Control Flow Rates
0 Sediment Pond
Element #4 - Install Sediment Controls
0 Silt Fence (BMP C233)
e Storm Drain Inlet Protection (BMP C220)
o Interceptor Dike and Swale (BMP C200)
Element #3 — Control Flow Rates
0 Temporary Sediment Trap (BMP C240)
Element #4 — Install Sediment Controls
0 Silt Fence (BMP C233)
o Temporary Sediment Pond (BMP` C241)
Element #5 - Stabilize Soils
o Mulching (BMP C 12 1)
o Temporary and Permanent Seeding (BMP C 120)
o Dust Control (BMP C140)
o Silt Fence (BMP C233)
r
Element #6 - Protect Slopes
0 Plastic Covering (BMP C123)
Element #8 - Stabilize Channels and Outlets
0 Outlet Protection (BMP C209)
Element #10 - Control Dewatering
o Additional Advanced BMPs to Control Dewatering:
Element #9 — Control Pollutants
0 Concrete Handling (BMP C 15 1)
0 Material Delivery, Storage, and Containment (BMP C153)
Element #11 — Maintain BMP's
0 Scheduling (BMP C162)
0 Materials on Hand (BMP C150)
r -11 Element #12 — Manage the Project
__J 0 CESC Lead (BMP C160)
r-1 * Materials on Hand (BMP C150)
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P ag e 134
Element #13 — Protect On -site Stormwater Management BMPs for Runoff from
Roofs and Other Hard Surfaces
9 BMP C 102: Buffer Zone BMP
* C 103: High Visibility Fence BMP
9 C200: Interceptor Dike and Swale BMP
* C201: Grass -lined Channels BMP
0 C207: Check Dams BA4P
0 C208: Triangular Silt Dike BMP
0 C23 1: Brush Barrier BMP
0 C233: Silt Fence BMP
o C234: Vegetated Strip
Page 135
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Sitka spruce, Western red cedar, Western hemlock, Pacific dogwood, and Red
alder can cause serious disease problems. Disease can become established
through damaged limbs, trunks, roots, and freshly cut stumps. Diseased and
weakened trees are also susceptible to insect attack.
Maintenance Standards
Inspect flagged and/or fenced areas regularly to make sure flagging or fencing has not
been removed or damaged. If the flagging or fencing has been damaged or visibility
reduced, it shall be repaired or replaced immediately and visibility restored.
6__J If tree roots have been exposed or injured, "prune" cleanly with an appropriate prun-
ing saw or loppers directly above the damaged roots and recover with native soils.
r_1 Treatment of sap flowing trees (fir, hemlock, pine, soft maples) is not advised as
_J sap forms a natural healing barrier.
._J
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BMP C1 02: Buffer Zones
Purpose
Creation of an undisturbed area or strip of natural vegetation or an established suitable
planting that will provide a living filter to reduce soil erosion and runoff velocities.
Conditions of Use
Natural buffer zones are used along streams, wetlands and other bodies of water that
need protection from erosion and sedimentation. Vegetative buffer zones can be used -to
protect natural swales and can be incorporated into the natural landscaping of an area.
Critical -areas buffer zones should not be used as sediment treatment areas. These
areas shall remain completely undisturbed. The local permitting authority may expand
the buffer widths temporarily to allow the use of the expanded area for removal of sed-
iment.
Design and Installation Specifications
. Preserving natural vegetation or plantings in clumps, blocks, or strips is generally
the easiest and most successful method.
. Leave all unstable steep slopes in natural vegetation.
. Mark clearing limits and keep all equipment and construction debris out of the nat-
r i ural areas and buffer zones. Steel construction fencing is the most effective method
__J in protecting sensitive areas and buffers. Alternatively, wire -backed silt fence on
r_1 steel posts is marginally effective. Flagging alone is typically not effective.
'J . Keep all excavations outside the dripline of trees and shrubs.
r i . Do not push debris or extra soil into the buffer zone area because it will cause
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2014 Stom7water Management Manual for Westem Washington
Volume // - Chapter 4 - Page 268
damage from burying and smothering.
Vegetative buffer zones for streams, lakes or other waterways shall be established
by the local permitting authority or other state or federal permits or approvals.
1-4 Maintenance Standards
Inspect the area frequently to make sure flagging remains in place and the area remains
undisturbed. Replace all damaged flagging immediately.
BMP C103: High Visibility Fence
Purpose
Fencing is intended to:
1. Restrict clearing to approved limits.
2. Prevent disturbance of sensitive areas, their buffers, and other areas required to be
left undisturbed.
3. Limit construction traffic to designated construction entrances, exits, or internal
roads.
4. Protect areas where marking with survey tape may not provide adequate pro-
tection.
Conditions of Use
To establish clearing limits plastic, fabric, or metal fence may be used:
. At the boundary of sensitive areas, their buffers, and other areas required to be left
uncleared.
. As necessary to control vehicle access to and on the site.
Design and Installation Specifications
High visibility plastic fence shall be composed of a high -density polyethylene material,
and shall be at least four feet in height. Posts for the fencing shall be steel or wood and
placed every 6 feet on center (maximum) or as needed to ensure rigidity. The fencing
shall be fastened to the post every six inches with a polyethylene tie. On long continuous
lengths of fencing, a tension wire or rope shall be used as a top stringer to prevent sag-
ging between posts. The fence color shall be high visibility orange. The fence tensile
strength shall be 360 lbs./ft. using the ASTM D4595 testing method.
If appropriate install fabric silt fence in accordance with BMP C233: Silt Fence (p.367) to
act as high visibility fence. Silt fence shall be at least 3 feet high and must be highly vis-
ible to meet the requirements of this BMP.
2014 Stormwater Management Manual for Western Washington
Volume Chapter 4 - Page 269
Metal fences shall be designed and installed according to the manufacturers spe-
cifications.
A
Metal fences shall be at least 3 feet high and must be highly visible.
Fences shall not be wired or stapled to trees.
Maintenance Standards
.__J If the fence has been damaged or visibility reduced, it shall be repaired or replaced
r i immediately and visibility restored.
1_J BMP C1 05: Stabilized Construction Entrance / Exit
Purpose
Stabilized Construction entrances are established to reduce the amount of sediment
transported onto paved roads by vehicles or equipment. This is done by constructing a
stabilized pad of quarry spalls at entrances and exits for construction sites.
r i Conditions of Use
Construction entrances shall be stabilized wherever traffic will be entering or leaving a
construction site if paved roads or other paved areas are within 1,000 feet of the site.
For residential construction provide stabilized construction entrances for each residence,
rather than only at the main subdivision entrance. Stabilized surfaces shall be of suf-
ficient length/width to provide vehicle access/parking, based on lot size/config u ration.
On large commercial, highway, and road projects, the designer should include enough
extra materials in the contract to allow for additional stabilized entrances not shown in
the initial Construction SWPPP. It is difficult to determine exactly where access to these
projects will take place; additional materials will enable the contractor to install them
where needed.
Design and Installation Specifications
See Figure 11-4.1.1 Stabilized Construction Entrance (p.273) for details. Note: the 100'
minimum length of the entrance shall be reduced to the maximum practi ' cable size when
the size or configuration of the site does not allow the full length (100').
Construct stabilized construction entrances with a 12-inch thick pad of 4-inch to 8-inch
quarry spalls, a 4-inch course of asphalt treated base (ATB), or use existing pavement.
Do not use crushed concrete, cement, or calcium chloride for construction entrance sta-
bilization because these products raise pH levels in stormwater and concrete discharge
to surface waters of the State is prohibited.
2014 Stormwater Management Manual for Westem Washington
Volume // - Chapter 4 - Page 2 70
Storm drain inlets shall be protected to prevent sediment -laden water entering the
storm drain system (see BMP C220: Storm Drain Inlet Protection (p.357) .
Maintenance Standards
Inspect stabilized areas regularly, especially after large storm events.
Crushed rock, gravel base, etc., shall be added as required to maintain a stable driving
L__J surface and to stabilize any areas that have eroded.
Following construction, these areas shall be restored to pre -construction condition or bet-
ter LLO prevent future erosion.
Perform street cleaning at the end of each day or more often if necessary.
BMP C120: Temporary and Permanent Seeding
Purpose
Seeding reduces erosion by stabilizing exposed soils. A well -established vegetative
cover is one of the most effective methods of reducing erosion.
Conditions of Use
-I
Use seeding throughout the project on disturbed areas that have reached final grade or
that will remain unworked for more than 30 days.
r_1 The optimum seeding windows for western Washington are April 1 through June 30 and
September 1 through October 1.
Between July 1 and August 30 seeding requires irrigation until 75 percent grass cover is
established.
__J
Between October 1 and March 30 seeding requires a cover of mulch with straw or an
erosion control blanket until 75 percent grass cover is established.
Review all disturbed areas in late August to early September and complete all seeding
by the end of September. Otherwise, vegetation will not establish itself enough to
provide more than average protection.
. Mulch is required at all times for seeding because it protects seeds from heat, mois-
ture loss, and transport due to runoff. Mulch can be applied on top of the seed or
simultaneously by hydroseeding. See BMP C121: Mulching (p.284) for spe-
cifications.
. Seed and mulch, all disturbed areas not otherwise vegetated at final site sta-
bilization. Final stabilization means the completion of all soil disturbing activities at
the site and the establishment of a permanent vegetative cover, or equivalent per-
2014 Stormwater Management Manual for Westem Washington
Volume // - Chapter 4 - Page 2 78
. __j
manent stabilization measures (such as pavement, riprap, gabions, or geotextiles)
which will prevent erosion.
r Design and Installation Specifications
Seed retention/detention ponds as required.
Install channels intended forvegetation before starting majorearthwork and hydroseed
L with a Bonded Fiber Matrix. For vegetated channels that will have high flows, install
erosion control blankets over hydroseed. Before allowing water to flow in vegetated
r channels, establish 75 percent vegetation cover. If vegetated channels cannot be estab-
lished by seed before water flow; install sod in the channel bottom —over hydromulch
and erosion control blankets.
r I
Confirm the installation of all required surface water control measures to prevent
seed from washing away.
- Hydroseed applications shall include a minimum of 1,500 pounds per acre of
mulch with 3 percent tackifier. See BMP C1 21: Mulching (p.284) for specifications.
. Areas that will have seeding only and not landscaping may need compost or meal -
based mulch included in the hydroseed in order to establish vegetation. Re -install
native topsoil on the disturbed soil surface before application.
When installing seed via hydroseeding operations, only about 1/3 of the seed actu-
ally ends up in contact with the soil surface. This reduces the ability to establish a
good stand of grass quickly. To overcome this, consider increasing seed quantities
by up to 50 percent.
Enhance vegetation establishment by dividing the hydromulch operation into two
phases:
1. Phase 1 - Install all seed and fertilizer with 25-30 percent mulch and tackifier
onto soil in the first lift.
2. Phase 2- Install the rest of the mulch and tackifier over the first lift.
Or, enhance vegetation by:
1. Installing the mulch, seed, fertilizer, and tackifier in one lift.
2. Spread or blow straw over the top of the hydromulch at a rate of 800-1000
pounds per acre.
3. Hold straw in place with a standard tackifier.
Both of these approaches will increase cost moderately but will greatly improve
and enhance vegetative establishment. The increased cost may be offset by the
reduced need for-
2014 Stormwater Management Manual for Westem Washington
Volume Chapter 4 - Page 2 79
, J
- Irrigation.
. Reapplication of mulch.
. Repair of failed slope surfaces.
This technique works with standard hydromulch (1,500 pounds per acre minimum)
and BFM/MBFMs (3,000 pounds per acre minimum).
Seed may be installed by hand if-
. Temporary and covered by straw, mulch, or topsoil.
. Permanent in small areas (usually less than 1 acre) and covered with mulch,
topsoil, or erosion blankets.
. The seed mixes listed in the tables below include recommended mixes for
both temporary and permanent seeding.
. Apply these mixes, with the exception of the wetland mix, at a rate of 120
pounds per acre. This rate can be reduced if soil amendments or slow -
release fertilizers are used.
. ConsuItthe local suppliers orthe local conservation district for their recom-
mendations because the appropriate mix depends on a variety of factors,
including location, exposure, soil type, slope, and expected foot traffic. Altern-
ative seed mixes approved by the local authority may be used.
. Other mixes may be appropriate, depending on the soil type and hydrology of
the area.
Table 11-4.1.2 Temporary Erosion Control Seed Mix (p.280) lists the standard mix
for areas requiring a temporary vegetative cover.
Table 11-4.1.2 TernDorary Erosion Control Spod Mix
% Weight%
Purityl%
Germination
Chewings or annual blue grass
Festuca rubra var. commutata or Poa anna
40
98
90
Perennial rye
Lolium perenne
50
98
90
Redtop or colonial bentgrass
Agrostis alba or Agrostis tenuis
5
92
85
White dutch clover
Trifolium repens
5
98
90
Table 11-4.1.3 Landscaping Seed Mix (p.281) lists a recommended mix for land-
scaping seed.
2014 Stormwater Management Manual for Western Washington
Volume Chapter 4 - Page 280
r I
Table 11-4.1.3 LandscaDina Seed Mix
% Weight%
Purity
% Germination
Perennial rye blend
70
98
90
Lolium perenne
Chewings and red fescue blend
30
98
90
IFestuca rubra var commutata or Festuca rubral
I I
Table 11-4.1.4 Low -Growing Turf Seed Mix (p.2811 lists a turf seed mix for dry situ-
ations where there is no need forwatering. This mix requires very little main-
tenance.
Table 11-4.1.4 Low-Growlinci Turf Seed Mix
%Weight%
Purity%
Germinatio
Dwarf tall fescue (several varieties)
45
98
90
Festuca arundinacea var.
Dwarf perennial rye (Barclay)
30
98
90
Lolium perenne var. barclay
Red fescue
20
98
90
Festuca rubra
Colonial bentgrass
5
98
90
Agrostis tenuis
Table 11-4.1.5 Bioswale Seed Mix* (p.281) lists a mix for bioswales and other inter-
mittently wet areas.
Table 11-4.1.5 Bioswale Seed Mix*
% Weight
% Purity
% Germination
Tall or meadow fescue
Festuca arundinacea or Festuca ela-
75-80
98
90
tior
Seaside/Creeping bentgrass
10-15
92
85
Agrostis palustris
Redtop bentgrass
5-10
90
80
A grostis alb a o r A grostis gigantea
Modified Briargreen, Inc. Hydroseeding Guide Wetlands Seed Mix
Table 11-4.1.6 Wet Area Seed Mix* (p.282) lists a low -growing, relatively non-invas-
ive seed mix appropriate for very wet areas that are not regulated wetlands. Apply
2014 Stormwater Management Manual for Westem Washington
Volume // - Chapter 4 - Page 281
MI
Kiwi
r -11
�_j
this mixture at a rate of 60 pounds per acre. Consult Hydraulic PermitAuthority
(H PA) for seed mixes,if applicable.
Table 11-4.1.6 Wet Area Seed Mix*
I
% Weight
% Purity
% Germination
Tall or meadow fescue
Festuca arundinacea or Festuca ela-
60-70
98
90
tior
Seaside/Creeping bentgrass
10-15
98
85
Agrostis palustris
Meadow foxtail
10-15
90
80
Alepocurus pratensis
Alsike clover
1-6
98
90
Trifolium hybridum
Redtop bentgrass
1-6
92
85
�f;s
IAgrco h alba
I* Modified Briargreen, Inc. Hydroseeding Guide Wetlands Seed Mix
Table 1".1.7 Meadow Seed Mix (p.282) lists a recommended meadow seed mix
for infrequently maintained areas or non -maintained areas where colonization by
native plants is desirable. Likely applications include rural road and utility right-of-
way. Seeding should take place in September or very early October in order to
obtain adequate establishment prior to the winter months. Consider the appro-
priateness of clover, a fairly invasive species, in the mix. Amending the soil can
reduce the need for clover.
Table 11-4.1.7 Meadow Seed Mix
%Weight%
Purity%
Germinatio
Redtop or Oregon bentgrass
20
92
85
Agrostis alba or Agrostis oregonensis
Red fescue
70
98
90
Festuca rubra
White dutch clover
10
98
90
Trifolium repens
Roughening and Rototilling:
The seedbed should be firm and rough. Roughen all soil no matterwhatthe
slope. Track walk slopes before seeding if engineering purposes require
2014 Stormwater Management Manual for Westem Washington
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M
-1
compaction. Backbiading or smoothing of slopes greater than 4H:1V is not
allowed if they are to be seeded.
Restoration -based landscape practices require deeper incorporation than
that provided by a simple single -pass rototilling treatment. Wherever prac-
tical, initially rip the subgrade to improve long-term permeability, infiltration,
and water inflow qualities. At a minimum, permanent areas shall use soil
amendments to achieve organic matter and permeability performance
defined in engineered soilAandscape systems. For systems that are deeper
than 8 inches complete the rototilling process in multiple lifts, or prepare the
engineered soil system per specifications and place to achieve the specified
depth.
Fertilizers:
- Conducting soil tests to determine the exact type and quantity of fertilizer is
recommended. This will prevent the over -application of fertilizer.
. Organic matter is the most appropriate form of fertilizer because it provides
nutrients (including nitrogen, phosphorus, and potassium) in the least water-
soluble form.
. In general, use 10-4-6 N-P-K (nitrogen -phosphorus -potassium) fertilizer at a
rate of 90 pounds per acre. Always use slow -release fertilizers because they
are more efficient and have fewer environmental impacts. Do not add fer-
tilizer to the hydromulch machine, or agitate, more than 20 minutes before
use. Too much agitation destroys the slow -release coating.
There are numerous products available that take the place of chemical fer-
tilizers. These include several with seaweed extracts that are beneficial to
soil microbes and organisms. If 100 percent cottonseed meal is used as the
mulch in hydroseed, chemical fertilizer may not be necessary. Cottonseed
meal provides a good source of long-term, slow -release, available nitrogen.
Bonded Fiber Matrix and Mechanically Bonded Fiber Matrix:
On steep slopes use Bonded Fiber Matrix (BFM) or Mechanically Bonded
Fiber Matrix (MBFM) products. Apply BFM/MBFM products at a minimum rate
of 3,000 pounds per acre of mulch with approximately 10 percent tackifier.
Achieve a minimum of 95 percent soil coverage during application. Numer-
ous products are available commercially. Installed products per man-
ufacturer's instructions. Most products require 24-36 hours to cure before
rainfall and cannot be installed on wet or saturated soils. Generally, products
come in 40-50 pound bags and include all necessary ingredients except for
seed and fertilizer.
2014 Stormwater Management Manual for Westem Washington
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1_J
M
BFMs and MBFMs provide good alternatives to blankets in most areas requir-
ing vegetation establishment. Advantages over blankets include-
- BFM and MBFMs do not require surface preparation.
- Helicopters can assist in installing BFM and MBFMs in remote areas.
- On slopes steeper than 2.5H-1 V, blanket installers may require ropes
and harnesses for safety.
J
Installing BFM and MBFMs can save at least $1,000 per acre com-
r -i pared to blankets.
__J Maintenance Standards
Reseed any seeded areas that fail to establish at least 80 percent cover (1100 percent
cover for areas that receive sheet or concentrated flows). If reseeding is ineffective, use
an alternate method such as sodding, mulching, or nets/blankets. If winter weather pre-
vents adequate grass growth, this time limit may be relaxed at the discretion of the local
authority when sensitive areas would otherwise be protected.
Reseed and protect by mulch any areas that experience erosion after achieving
adequate cover. Reseed and protect by mulch any eroded area.
Supply seeded areas with adequate moisture, but do not water to the extent that it
causes runoff.
r I Approved as Equivalent
Ecology has approved products as able to meet the requirements of BMP C120: Tem-
porary and Permanent Seeding '. The products did not pass through the Technology
Assessment Protocol — Ecology (TAPE) process. Local jurisdictions may choose not to
accept this product approved as equivalent, or may require additional testing prior to con-
sideration for local use. The products are available for review on Ecology's website at
hftp://www.ecy.wa.gov/programs/wq/stormwater/newtech/equivalent.htmi.
r I BMP C121: Mulching
Purpose
Mulching soils provides immediate temporary protection from erosion. Mulch also
enhances plant establishment by conserving moisture, holding fertilizer, seed, and top-
soil in place, and moderating soil temperatures. There is an enormous variety of
mulches that can be used. This section discusses only the most common types of mulch.
Conditions of Use
As a temporary cover measure, mulch should be used:
2014 Stormwater Management Manual for Westem Washington
Volume // - Chapter 4 - Page 284
r I - For less than 30 days on disturbed areas that require cover.
At all times for seeded areas, especially during the wet season and during the hot
summer months.
During the wet season on slopes steeper than 3H-1 V with more than 10 feet of ver-
tical relief.
Mulch may be applied at any time of the year and must be refreshed periodically.
For seeded areas mulch may be made up of 100 percent cottonseed meal; fibers
made of wood, recycled cellulose, hemp, kenaf; compost; or blends of these. Tack-
ifier shall be plant -based, such as guar or alpha plantago, or chemical -based such
as polyacrylamide or polymers. Any mulch or tackifier product used shall be
installed per manufacturer's instructions. Generally, mulches come in 40-50 pound
bags. Seed and fertilizer are added at time of application.
Design and Instaliation Specifications
For mulch materials, application rates, and specifications, see Table 11-4.1.8 Mulch
Standards and Guidelines (p.286). Always use a 2-inch minimum mulch thickness-,
increase the thickness until the ground is 95% covered (i.e. not visible under the mulch
layer). Note: Thickness may be increased for disturbed areas in or near sensitive areas
or other areas highly susceptible to erosion.
Where the option of "Compost" is selected, it should be a coarse compost that meets the
following size gradations when tested in accordance with the U.S. Composting Council
"Test Methods for the Examination of Compost and Composting" (TMECC) Test Method
02.02-B.
r-I Coarse Compos
Minimum Percent passing 3" sieve openings 100%
Minimum Percent passing I" sieve openings 90%
Minimum Percent passing 1/4" sieve openings 70%
Minimum Percent passing 1/4" sieve openings 40%
Mulch used within the ordinary high-water mark of surface waters should be selected to
minimize potential flotation of organic matter. Composted organic materials have higher
specific gravities (densities) than straw, wood, or chipped material. Consult Hydraulic
Permit Authority (HPA) for mulch rnixes if applicable.
Maintenance Standards
The thickness of the cover must be maintained.
Any areas that experience erosion shall be remulched and/or protected with a net
2014 Stormwater Management Manual for Westem Washington
M
Volume /I - Chapter 4 - Page 285
L -)
i _J
r or blanket. If the erosion problem is drainage related, then the problem shall be
fixed and the eroded area rernUlched.
Table 11-4.1.8 Mulch Standards and Guidelines
r i
__J
V-11
L__j
r
M
Mulch
Quality
Application
Material
Standards
Rates
Remarks
Cost-effective protection when applied with
adequate thickness. Hand -application generally
requires greater thickness than blown straw. The
thickness of straw may be reduced by half when
used in conjunction with seeding. In windy areas
Air-dried;
2"-3" thick;
straw must be held in place by crimping, using a
free from
5 bales per
tackifier, or covering with netting. Blown straw
Straw
undesirable
1,000 sf or
always has to be held in place with a tackifier as
seed and
2-3 tons per
even light winds will blow it away. Straw, how -
coarse
ever, has several deficiencies that should be con -
material.
acre
sidered when selecting mulch materials. It often
introduces and/or encourages the propagation of
weed species and it has no significant long-term
benefits It should also not be used within the
ordinary high-water elevation of surface waters
(due to flotation).
Approx. 25-
Shall be applied with hydromulcher. Shall not be
No growth
30 lbs per
1,000 sf or
used without seed and tackifier unless the applic-
Hydromulch
inhibiting
1,500-
ation rate is at least doubled. Fibers longer than
fa cto rs.
2,000 lbs
about 3/4 - 1 inch clog hydromulch equipment.
Fibers should be kept to less than 3/4 inch.
per acre
No visible
water or
More effective control can be obtained by increas-
dust during
ing thickness to 3". Excellent mulch for protecting
handling.
2" thick
final grades until landscaping because it can be
Must be pro
-min.;
directly seeded or tilled into soil as an amend-
duced per
approx. 100
ment. Compost used for mulch has a coarser size
Compost
WAC 173-
tons per
gradation than compost used for BMP C125: Top-
350, Solid
acre
soiling / Composting (p.297) or BMP T5.13: Post -
Waste
(approx.
Construction Soil Quality and Depth (p.91n. It is
more stable and practical to use in wet areas and
Handling
800 lbs per
Standards,
ya rd)
during rainy weather conditions. Do not use near
but may
wetlands or near phosphorous impaired water
have up to
bodies.
35%
2014 Stormwater Management Manual for Westem Washington
Volume Chapter 4 - Page 286
r
Table 11-4.1.8 Mulch Standards and Guidelines (continued)
Mulch
Quality
Application
Material
Standards
Rates
Remarks
biosolids.
Average
size shall
This is a cost-effective way to dispose of debris
be several
from clearing and grubbing, and it eliminates the
inches.
problems associated with burning. Generally, it
Chipped
Gradations
should not be used on slopes above approx. 10%
Site Veget-
from fines
2" thick
because of its tendency to be transported by run-
ation
to 6 inches
min.;
off. It is not recommended within 200 feet of sur-
in length for
face waters. If seeding is expected shortly after
texture, vari..
mulch, the decomposition of the chipped veget-
ation, and
ation may tie up nutrients important to grass estab.
interlocking
lishment.
properties.
No visible
water or
dust during
handling.
Must be pur2"
thick
This material is often called "hog or hogged fuel".
chased
min.;
The use of mulch ultimately improves the organic
-
Wood-
from a sup-
approx. 100
matter in the soil. Special caution is advised
based
plier with a
tons per
regarding the source and composition of wood -
Mulch or
Solid
based mulches. Its preparation typically does not
Wood
Waste
acre
(approx.
provide any weed seed control, so evidence of
Straw
Handling
800lbs.per
residual vegetation in its composition or known
Permit or
cubic yard)
inclusion of weed plants or seeds should be mon-
one exempt
itored and prevented (or minimized).
from solid
waste reg-
ulations.
A blend of
Cost-effective protection when applied with
loose, long,
adequate thickness. A minimum of 95-percent of
thin wood
the wood strand shall have lengths between 2
Wood
pieces
and 1 0-inches, with a width and thickness
Strand
derived
2" thick min.
between 1/16 and 3/8-inches. The mulch shall not
Mulch
from native
contain resin, tannin, or other compounds in
conifer or
quantities that would be detrimental to plant life.
deciduous
Sawdust or wood shavings shall not be used as
trees with
mulch. (WSDOT specification (9-14.4(4))
2014 Ston-nwater Management Manual for Western Washington
Volume Chapter 4 - Page 28 7
r
_j
r
. _j
Table 11-4.1.8 Mulch Standards and Guidelines (continupdI
Mulch
Quality
Application
Material
Standards
Rates
Remarks
high length -
to -width
ratio.
�A BMP C122: Nets and Blankets
Purpose
Erosion control nets and blankets are intended to prevent erosion and hold seed and
r I mulch in place on steep slopes and in channels so that vegetation can become well
1__j established. In addition, some nets and blankets can be used to permanently reinforce
r_1 turf to protect drainage ways during high flows. Nets (commonly called matting) are
strands of material woven into an open, but high -tensile strength net (for example,
L J coconut fiber matting). Blankets are strands of material that are not tightly woven, but
instead form a layer of interlocking fibers, typically held together by a biodegradable or
photodegradable netting (for example, excelsior or straw blankets). They generally have
lower tensile strength than nets, but cover the ground more completely. Coir (coconut
fiber) fabric comes as both nets and blankets.
Conditions of Use
Erosion control nets and blankets should be used-
. To aid permanent vegetated stabilization of slopes 2H:1V orgreaterand with more
than 10 feet of vertical relief.
. For drainage ditches and swales (highly recommended). The application of appro-
priate netting or blanket to drainage ditches and swales can protect bare soil from
channelized runoff while vegetation is established. Nets and blankets also can cap-
ture a great deal of sediment due to their open, porous structure. Nets and blankets
can be used to permanently stabilize channels and may provide a cost-effective,
environmentally preferable alternative to riprap. 100 percent synthetic blankets
manufactured for use in ditches may be easily reused as temporary ditch liners.
r Disadvantages of blankets include:
Surface preparation required.
On slopes steeper than 2.5H -1 V, blanket installers may need to be roped and har-
nessed for safety.
They cost at least $4,000-6,000 per acre installed.
Advantages of blankets include:
2014 Stormwater Management Manual for Western Washington
VOIUME? /I - Chapter 4 - Page 288
I_J
BMP C123: Plastic Covering
Purpose
Plastic covering provides immediate, short-term erosion protection to slopes and dis-
turbed areas.
Conditions of Use
Plastic covering may be used on disturbed areas that require cover measures for less
than 30 days, except as stated below.
. Plastic is particularly useful for protecting cut and fill slopes and stockpiles. Note:
The relatively rapid breakdown of most polyethylene sheeting makes it unsuitable
for long-term (greater than six months) applications.
. Due to rapid runoff caused by plastic covering, do not use this method upslope of
areas that might be adversely impacted by concentrated runoff. Such areas include
steep and/or unstable slopes.
. Plastic sheeting may result in increased runoff volumes and velocities, requiring
additional on -site measures to counteract the increases. Creating a trough with
wattles or other material can convey clean water away from these areas.
. To prevent undercutting, trench and backfill rolled plastic covering products.
. While plastic is inexpensive to purchase, the added cost of installation, main-
tenance, removal, and disposal make this an expensive material, up to $1.50-2.00
per square yard.
. Whenever plastic is used to protect slopes install water collection measures at the
base of the slope. These measures include plastic -covered berms, channels, and
pipes used to covey clean rainwater away from bare soil and disturbed areas. Do
not mix clean runoff from a plastic covered slope with dirty runoff from a project.
. Other uses for plastic include:
M
1. Temporary ditch liner.
2. Pond liner in temporary sediment pond.
3. Liner for bermed temporary fuel storage area if plastic is not reactive to the
type of fuel being stored.
4. Emergency slope protection during heavy rains.
5. Temporary drainpipe ("elephant trunk") used to directwater.
2014 Stormwater Management Manual for Westem Washington
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r_.
Design and Installation Specifications
Plastic slope cover must be installed as follows:
1. Run plastic up and down slope, not across slope.
2. Plastic maybe installed perpendicular to a slope if the slope length is less
than 10 feet.
3. Minimum of 8-inch overlap at seams.
k-J
. 1
4. On long or wide slopes, or slopes subject to wind, tape all seams.
5. Place plastic into a small (11 2-inch wide by 6-inch deep) slot trench at the top
of the slope and backfill with soil to keep water from flowing underneath.
6. Place sand filled burlap or geotextile bags every 3 to 6 feet along seams and
tie them together with twine to hold them in place.
7. Inspect plastic for rips, tears, and open seams regularly and repair imme-
diately. This prevents high velocity runoff from contacting bare soil which
causes extreme erosion.
J
8. Sandbags may be lowered into place tied to ropes. However, all sandbags
must be staked in place.
Plastic sheeting shall have a minimum thickness of 0.06 millimeters.
J
If erosion at the toe of a slope is likely, a gravel berm, riprap, or other suitable pro-
tection shall be installed at the toe of the slope in order to reduce the velocity of run-
J
off.
7-11 Maintenance Standards
Torn sheets must be replaced and open seams repaired.
Completely remove and replace the plastic if it begins to deteriorate due to ultra-
__J violet radiation.
. Completely remove plastic when no longer needed.
. Dispose of old tires used to weight down plastic sheeting appropriately.
r i Approved as Equivalent
Ecology has approved products as able to meet the requirements of BMP C123: Plastic
Covering. The products did not pass through the Technology Assessment Protocol —
Ecology (TAPE) process. Local jurisdictions may choose not to accept this product
approved as equivalent, or may require additional testing prior to consideration for local
use. The products are available for review on Ecology's website at
hftp://www.ecy.wa.gov/programs/wq/stormwater/newtech/equivalent.html
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BMP C140: Dust Control
Purpose
Dust control prevents wind transport of dust from disturbed soil surfaces onto roadways,
drainage ways, and surface waters.
Conditions of Use
In areas (including roadways) subject to surface and air movement of dust where
r on -site and off -site impacts to roadways, drainage ways, or surface waters are
1_J likely.
Fl, Design and Installation Specifications
Vegetate or mulch areas that will not receive vehicle traffic. In areas where plant-
ing, mulching, or paving is impractical, apply gravel or landscaping rock.
Limit dust generation by clearing only those areas where immediate activity will
take place, leaving the remaining area(s) in the original condition. Maintain the ori-
ginal ground cover as long as practical.
Construct natural or artificial windbreaks or windscreens. These may be designed
as enclosures for small dust sources.
Sprinkle the site with water until surface is wet. Repeat as needed. To prevent
carryout of mud onto street, refer to BMP C1 05- Stabilized Construction Entrance
Exit (p.270).
Irrigation water can be used for dust control. Irrigation systems should be installed
as a first step on sites where dust control is a concern.
Spray exposed soil areas with a dust palliative, following the manufacturer's
instructions and cautions regarding handling and application. Used oil is pro-
hibited from use as a dust suppressant. Local governments may approve other
dust palliatives such as calcium chloride or PAM.
PAM (BMP C1 26: Polyacrylamide (PAM) for Soil Erosion Protection (p.300))
added to water at a rate of 0.5 lbs. per 1,000 gallons of water per acre and applied
from a water truck is more effective than water alone. This is due to increased infilt-
ration of water into the soil and reduced evaporation. In addition, small soil
particles are bonded together and are not as easily transported by wind. Adding
r i PAM may actually reduce the quantity of water needed for dust control. Use of
PAM could be a cost-effective dust control method.
Techniques that can be used for unpaved roads and lots include-
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- Lower speed limits. High vehicle speed increases the amount of (just stirred up
from unpaved roads and lots.
. Upgrade the road surface strength by improving particle size, shape, and mineral
types that make up the surface and base materials.
- Add surface gravel to reduce the source of dust emission. Limit the amount of fine
particles (those smaller than .075 mm) to 10 to 20 percent.
. Use geotextile fabrics to increase the strength of new roads or roads undergoing
reconstruction.
. Encourage the use of alternate, paved routes, if available.
Q Restrict use of paved roadways by tracked vehicles and heavy trucks to prevent
damage to road surface and base.
. Apply chemical dust suppressants using the admix method, blending the product
with the top few inches of surface material. Suppressants may also be applied as
surface treatments.
- Pave unpaved permanent roads and other trafficked areas.
. Use vacuum street sweepers.
. Remove mud and other dirt promptly so it does not dry and then turn into dust.
. Limit dust -causing work on windy days.
. Contact your local Air Pollution Control Authority for guidance and training on other
dust control measures. Compliance with the local Air Pollution Control Authority
constitutes compliance with this BMP.
Maintenance Standards
Respray area as necessary to keep dust to a minimum.
BMP C150: Materials on Hand
Purpose
Keep quantities of erosion prevention and sediment control materials on the project site
at all times to be used for regular maintenance and emergency situations such as unex-
pected heavy summer rains. Having these materials on -site reduces the time needed to
implement BMPs when inspections indicate that existing BMPs are not meeting the Con-
struction SWPPP requirements. In addition, contractors can save money by buying some
materials in bulk and storing them at their office or yard.
U
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Conditions of Use
L_J Construction projects of any size or type can benefit from having materials on
hand. A small commercial development project could have a roll of plastic and
some gravel available for immediate protection of bare soil and temporary berm
construction. A large earthwork project, such as highway construction, might have
several tons of straw, several rolls of plastic, flexible pipe, sandbags, geotextile fab-
ric and steel "T" posts.
Materials are stockpiled and readily available before any site clearing, grubbing, or
earthwork begins. A large contractor or developer could keep a stockpile of mater-
ials that are available for use on several projects.
If storage space at the project site is at a premium, the contractor could maintain
the materials at their office or yard. The office or yard must be less than an hour
from the project site.
Design and Installation Specifications
M
Depending on project type, size, complexity, and length, materials and quantities will
vary. A good minimum list of items that will cover numerous situations includes-
Material
Clear Plastic, 6 mil
Drainpipe, 6 or 8 inch diameter
Sandbags, filled
Straw Bales for mulching,
Quarry Spalls
Washed Gravel
Geotextile Fabric
Catch Basin Inserts
Steel "T" Posts
,Silt fence material
.= 0
IStraw Wattle.
Maintenance Standards
All materials with the exception of the quarry spalls, steel "T" posts, and gravel
should be kept covered and out of both sun and rain.
Re -stock materials used as needed.
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BMP C151: Concrete Handling
Purpose
Concrete work can generate process water and slurry that contain fine particles and high
�_J pH, both of which can violate water quality standards in the receiving water. Concrete
spillage or concrete discharge to surface waters of the State is prohibited. Use this BMP
to minimize and eliminate concrete, concrete process water, and concrete slurry from
entering waters of the state.
Conditions of Use
Any time concrete is used, utilize these management practices. Concrete construction
projects include, but are not limited to, the following:
0 Curbs
- Sidewalks
- Roads
11 _�
- Bridges
- Foundations
. Floors
- Runways
Design and Installation Specifications
Assure that washout of concrete trucks, chutes, pumps, and internals is performed
at an approved off -site location or in designated concrete washoutareas. Do not
wash out concrete trucks onto the ground, or into storm drains, open ditches,
streets, or streams. Referto BMP C154, Concrete Washout Area (p.317) for inform-
ation on concrete washout areas.
. Return unused concrete remaining in the truck and pump to the originating batch
ri
plant for recycling. Do not dump excess concrete on site, except in designated con-
crete washout areas.
6 Wash off hand tools including, but not limited to, screeds, shovels, rakes, floats,
and trowels into formed areas only.
ri
. Wash equipment difficult to move, such as concrete pavers in areas that do not dir-
ectly drain to natural or constructed stormwater conveyances.
. Do not allow washdowr from areas, such as concrete aggregate driveways, to
drain directly to natural or constructed stormwater conveyances.
ri
. Contain washwater and leftover product in a lined container when no formed areas
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are available. Dispose of contained concrete in a manner that does not violate
ground water or surface water quality standards.
Always use forms or solid barriers for concrete pours, such as pilings, within 15-
feet of surface waters.
t_j - Refer to BMP C252: Hi_qh pH Neutralization Using CO2 (p.409) and BMP C253:
pH Control for High pH Water (p.412) for pH adjustment requirements.
- Refer to the Construction Stormwater General Permit for pH monitoring require-
ments if the project involves one of the following activities..
. Significant concrete work (greater than 1,000 cubic yards poured concrete or
recycled concrete used over the life of a project).
. The use of engineered soils amended with (but not limited to) Portland
cement -treated base, cement kiln dust or fly ash.
. Discharging stormwater to segments of water bodies on the 303(d) list (Cat-
egory 5) for high pH.
Maintenance Standards
Check containers for holes in the liner daily during concrete pours and repair the same
day.
BMP C152: Sawcut.ting and Surfacing Pollution Prevention
Purpose
Sawcutting and surfacing operations generate slurry and process water that contains
fine particles and high pH (concrete cutting), both of which can violate the water quality
standards in the receiving water. Concrete spillage or concrete discharge to surface
waters of the State is prohibited. Use this BMP to minimize and eliminate process water
and slurry created through sawcutting or surfacing from entering waters of the State.
Conditions of Use
Utilize these management practices anytime sawcutting or surfacing operations take
place. Sawcutting and surfacing operations include, but are not limited to, the following:
- Sawing
- Coring
- Grinding
. Roughening
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. Hydro -demolition
. Bridge and road surfacing
Design and Installation Specifications
. Vacuum slurry and cuttings during cutting and surfacing operations.
. Slurry and cuttings shall not remain on permanent concrete or asphalt pavement
overnight.
. Slurry and cuttings shall not drain to any natural or constructed drainage con-
veyance including stormwater systems. This may require temporarily blocking
catch basins.
. Dispose of collected slurry and cuttings in a manner that does not violate ground
water or surface water quality standards.
. Do not allow process water generated during hydro -demolition, surface rough-
ening or similar operations to drain to any natural or constructed drainage con-
veyance including stormwater systems. Dispose process water in a manner that
does not violate ground water or surface water quality standards.
0 Handle and dispose cleaning waste material and demolition debris in a manner
that does not cause contamination of water. Dispose of sweeping material from a
pick-up sweeper at an appropriate disposal site.
Maintenance Standards
Continually monitor operations to determine whether slurry, cuttings, or process water
could enter waters of the state. If inspections show that a violation of water quality stand-
ards could occur, stop operations and immediately implement preventive measures such
as berms, barriers, secondary containment, and vacuum trucks.
BMP C153: Material Delivery, Storage and Containment
Purpose
Prevent, reduce, or eliminate the discharge of pollutants to the stormwater system or
watercourses from material delivery and storage. Minimize the storage of hazardous
materials on -site, store materials in a designated area, and install secondary con-
tainment.
I I Conditions of Use
� _j
W
These procedures are suitable for use at all construction sites with delivery and
storage of the following materials:
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Petroleum products such as fuel, oil and grease
Soil stabilizers and binders (e.g., Polyacrylamide)
Fertilizers, pesticides and herbicides
Detergents
Asphalt and concrete compounds
Hazardous chemicals such as acids, lime, adhesives, paints, solvents, and curing
compounds
Any other material that may be detrimental if released to the environment
Design and Installation Specifications
The following steps should be taken to minimize risk:
1 7
- Temporary storage area should be located away from vehicular traffic, near the con-
struction entrance(s), and away from waterways or storm drains.
. Material Safety Data Sheets (MSDS) should be supplied for all materials stored.
Chemicals should be kept in their original labeled containers.
. Hazardous material storage on -site should be minimized.
. Hazardous materials should be handled as infrequently as possible.
- During the wet weather season (Oct 1 — April 30), consider storing materials in a
covered area.
Materials should be stored in secondary containments, such as earthen dike, horse
trough, or even a children's wading pool for non -reactive materials such as deter-
gents, oil, grease, and paints. Small amounts of material may be secondarily con-
tained in "bus boy" trays or concrete mixing trays.
Do not store chemicals, drums, or bagged materials directly on the ground. Place
these items on a pallet and, when possible, and within secondary containment.
If drums must be kept uncovered, store them at a slight angle to reduce ponding of
rainwater on the lids to reduce corrosion. Domed plastic covers are inexpensive
and snap to the top of drums, preventing water from collecting.
Material Storage Areas and Secondary Containment Practices:
- Liquids, petroleum products, and substances listed in 40 CFR Parts I 10, 117, or
302 shall be stored in approved containers and drums and shall not be overfilled.
Containers and drums shall be stored in temporary secondary containment facil-
ities.
. Temporary secondary containment facilities shall provide for a spill containment
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volume able to contain 10% of the total enclosed container volume of all con-
tainers, or 110% of the capacity of the largest container within its boundary,
whichever is greater.
Secondary containment facilities shall be impervious to the materials stored
therein for a minimum contact time of 72 hours.
Secondary containment facilities shall be maintained free of accumulated rain-
water and spills. In the event of spills or leaks, accumulated rainwater and spills
shall be collected and placed into drums. These liquids shall be handled as haz-
ardous waste unless testing determines them to be non -hazardous.
Sufficient separation should be provided between stored containers to allow for
spill cleanup and emergency response access.
During the wetweather season (Oct 1 — April 30), each secondary containment
facility shall be covered during non -working days, prior to and during rain events.
Keep material storage areas clean, organized and equipped with an ample supply
of appropriate spill clean-up material (spill kit).
The spill kit should include, at a minimum-
0 1 -Water Resistant Nylon Bag
- 3-Oil Absorbent Socks Yx 4'
- 2-Oil Absorbent Socks Yx 10'
C 12-Oil Absorbent Pads 17"x19"
0 1 -Pair Splash Resistant Goggles
o 3-Pair Nitrile Gloves
- 1 O-Disposable Bags with Ties
- Instructions
BMP C154: Concrete Washout Area
__A Purpose
Prevent or reduce the discharge of pollutants to stormwater from concrete waste by con-
ducting washout off -site, or performing on -site washout in a designated area to prevent
pollutants from entering surface waters or ground water.
Conditions of Use
Concrete washout area best management practices are implemented on construction
projects where:
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-1 BMP C160: Certified Erosion and Sediment Control Lead
Purpose
The project proponent designates at least one person as the responsible representative
in charge of erosion and sediment control (ESC), and water quality protection. The des-
ignated person shall be the Certified Erosion and Sediment Control Lead (CESCL) who
is responsible for ensuring compliance with all local, state, and federal erosion and sed-
iment control and water quality requirements.
Conditions of Use
A CESCL shall be made available on projects one acre or larger that discharge storm -
water to surface waters of the state. Sites less than one acre may have a person without
CESCL certification conduct inspections; sampling is not required on sites that disturb
less than an acre.
The CESCL shall -
Have a current certificate proving attendance in an erosion and sediment con-
trol training course that meets the minimum ESC training and certification
requirements established by Ecology (see details below).
Ecology will maintain a list of ESC training and certification providers at-
hftp://www.ecy.wa.gov/programs/Wq/stormwater/cesci.htmi
OR
Be a Certified Professional in Erosion and Sediment Control (CPESC); for
additional information go to- http://www.envirocertinti.org/cpes
Specifications
. Certification shall remain valid forthree years.
. The CESCL shall have authority to act on behalf of the contractor or developer and
shall be available, or on -call, 24 hours per day throughout the period of con-
struction.
. The Construction SWPPP shall include the name, telephone number, fax number,
and address of the designated CESCL.
. A CESCL may provide inspection and compliance services for multiple con-
struction projects in the same geographic region.
Duties and responsibilities of the CESCL shall include, but are not limited to the fol-
lowing:
a
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Maintaining permit file on site at all times which includes the Construction SWPPP
and any associated permits and plans.
L _J
- Directing BMP installation, inspection, maintenance, modification, and removal.
6-J . Updating all project drawings and the Construction SWPPP with changes made.
. Completing any sampling requirements including reporting results using
WebDMR.
. Keeping daily logs, and inspection reports. Inspection reports should include:
Inspection date/time.
Weather information; general conditions during inspection arid approximate
amount of precipitation since the last inspection.
A summary or list of all BMPs implemented, including observations of all
erosion/sediment control structures or practices. The following shall be
noted:
1. Locations of BMPs inspected.
2. Locations of BMPs that need maintenance.
3. Locations of BMPs that failed to operate as designed or intended.
4. Locations of where additional or different BMPs are required.
r -I . Visual monitoring results, including a description of discharged stormwater.
The presence of suspended sediment, turbid water, discoloration, and oil
sheen shall be noted, as applicable.
. Any water quality monitoring performed during inspection.
0 General comments and notes, including a brief description of any BMP
repairs, maintenance or installations made as a result of the inspection.
Facilitate, participate in, and take corrective actions resulting from inspections per-
formed by outside agencies or the owner.
-A BMP C162: Scheduling
Purpose
Sequencing a construction project reduces the amount and duration of soil exposed to
erosion by wind, rain, runoff, and vehicle tracking.
Conditions of Use
The construction sequence schedule is an orderly listing of all major land -disturbing
activities together with the necessary erosion and sedimentation control measures
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planned for the project. This type of schedule guides the contractor on work to be done
before other work is started so that serious erosion and sedimentation problems can be
avoided.
Following a specified work schedule that coordinates the timing of land -disturbing activ-
ities and the installation of control measures is perhaps the most cost-effective way of
controlling erosion during construction. The removal of surface ground cover leaves a
site vulnerable to accelerated erosion. Construction procedures that limit land clearing
provide timely installation of erosion and sedimentation controls, and restore protective
cover quickly can significantly reduce the erosion potential of a site.
Design Considerations
Minimize construction during rainy periods.
Schedule projects to disturb only small portions of the site at any one time. Com-
plete grading as soon as possible. Immediately stabilize the disturbed portion
before grading the next portion. Practice staged seeding in order to revegetate cut
and fill slopes as the work progresses.
11-4.2 Runoff Conveyance and Treatment BMPs
This section contains the standards and specifications for Runoff Conveyance and Treat-
ment BMPs. Table 11-4.2.1 Runoff Conveyance and Treatment BMPs by SWPPP Ele-
ment (p.327), below, shows the relationship of the BMPs in 11-4.2 Runoff Conveyance
and Treatment BMPs to the Construction Stormwater Pollution Prevention Plan
(SWPPP) Elements described in 11-3.3.3 Step 3 - Construction SWPPP Development
and Implementation (p.236).
Table 11-4.2.1 Runoff Conveyance and Treatment BMPs by SWPPP
Element
Ele-
Element
Element
Ele-
ment
#4
E Ile-
Ele-
#8 Stab-
ment
Element
BMP or Ele-
#3
Install
ment
ment
#7 Pro-
ilize
Element
#9 Con-
#10
#13 Protect
ment Name
Con-
Sed-
#6 Pro-
tect
Chan
trol Pol-
Control
Low Impact
trol
iment
tect
Drain
nels
lutants
De-
Devell-
Flow
Con-
Slopes
Inlets
and Out-
Water-
opment
Rates
trols
lets
ing
BMP C200:
Interceptor
Dike and
Swale
(P.331)
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Table 11-4.2.1 Runoff Conveyance and Treatment BMPs by SWPPP
Element (continued)
Ele-
Element
Element
Ele-
ment
#4
Ele-
Ele-
#8 Stab-
ment
Element
BMP or Ele-
#3
Install
ment
ment
#7 Pro-
ilize
Element
#9 Con-
#110
#13 Protect
ment Name
Con-
Sed-
#6 Pro-
tect
Chan-
trol Pol-
Control
Low Impact
trol
iment
tect
Drain
nels
lutants
De-
Devel-
Flow
Con-
Slopes
Inlets
and Out-
Water-
opment
Rates,
trols
lets
ing
BMP C201:
V/
V/
Grass-
Lined Chan-
nels (p.jL31
BMP C202:
Channel
Lining
tR.338
BMP C203:
V/
Water Bars
JR.339)
BMP C204:
V/
Pipe Slope
Drains
lip.342)
BMP C205:
V/
Subsurface
Drains
ip.346)
BMP C206:_
V/
Level
Spreader
ip-348)
BMP C207:
V/
V/
Check
Dams
jp.352
BMP C208:
V/
Triangular
Silt Dike
V/
(TSD) (Geo-
2014 Stormwater Management Manual for Western Washington
Volume Chapter 4 - Page 328
Table 11-4.2.1 Runoff Conveyance and Treatment BMPs by SWPPP
Element (continued)
Ele-
Element
Element
Ele-
ment
#4
Ele-
Ele-
#8 Stab-
ment
Element
BMP or Ele-
#3
Install
ment
men
#7 Pro-
ilize
Element
#9 Con-
#1 10
#13 Protect
ment Name
Con-
Sed-
#6 Pro-
tect
Chan-
trol Pol
Control
Low Impact
trol
iment
tect
Drain
nels
lutants'
De-
Devel-
Flow
Con-
Slopes
Inlets
and Out-
Water-
opment
Rates,
trols
lets
ing
textile -
Encased
Check
Dam)
tg.355
BMP C209:
Outlet Pro-
tection
ip.356)
BMP C220:
Storm Drain
Inlet Pro-
tection
tE.357)
BMP C231:
V/
V/
Brush Bar-
rier (p.qU5
BMP C232:
Gravel Filter
Berm
JR.367
BMP C233:
V/
Silt Fence
JR.367)
BMP C234:
V/
VI/
Vegetated
Strip (p.175
BMP C235:
V/
VI/
Wattles
JE.376)
BMP C236:
V",
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�_i Table 11-4.2.1 Runoff Conveyance and Treatment BMPs by SWPPP
L__j Element (continued)
7 1
L _j
F i
L-i
F ',
L _J
Ele-
Element
Element
Ele-
ment
#4
Ele-
Ele-
#8 Stab-
ment
Element
BMP or Ele-
#3
Install
ment
ment
#7 Pro-
ilize
Element
#9 Con-
#10
#13 Protect
ment Name
Con-
Sed-
#6 Pro-
tect
Chan-
trol Pol-
Control
Low Impact
trol
iment
tect
Drain
nels
lutants
De-
Devel-
Flow
Con-
Slopes
Inlets
and Out-
Water-
opment
Rates
trols
lets
ing
Vegetative
Filtration
jp. �37 9
BMP C240:
v/
V/
Sediment
Trap (p.383)
BMP C241:
V/
V/
Temporary
Sediment
Pond
(p.388)
BIAP C250:
Con-
struction
Stormwater
Chemical
Treatment
tp.396)
BMP C251:
Con-
struction
V/
Stormwater
Filtration
jpAA0
BMP C252:
High pH
Neut-
ralization
Using CO2
ip.409
BMP C263:
V/
PH Control
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r
Table 11-4.2.1 Runoff Conveyance and Treatment BMPs by SWPPP
Element (continued)
Ele-
Element
Element
Ele-
ment
#4
Ele-
Ele-
#8 Stab-
ment
Element
BMP or Ele-
#3
Install
ment
ment
#7 Pro-
ilize
Element
#9 Con-
#10
#13 Protect
rrient Name
Con-
Sed-
#6 Pro-
tect
Chan-
trol Pol-
Control
Low Impact
trol
iment
tect
nels
Do-
Devel-
Flow
Con-
Slopes
Drain
and Out-
lutants
Water-
opment
Rates
trols
Inlets
lets
ing
for High pH
Water
jp.4�12
BMP C200: Interceptor Dike and Swale
Purpose
Provide a ridge of compacted soil, or a ridge with an, upslope swale, at the top or base of
a disturbed slope or along the perimeter of a disturbed construction area to convey storm -
,water. Use the dike and/or swale to intercept the runoff from unprotected areas and direct
it to areas where erosion can be controlled. This can prevent storm runoiff from entering
the work area or sediment -laden runoff from leaving the construction site.
Conditions of Use
Where the runoff from an exposed site or disturbed slope must be conveyed to an
erosion control facility which can safely convey the stormwater.
• Locate upslope of a construction site to prevent runoff from entering disturbed area.
• When placed horizontally across a disturbed slope, it reduces the amount and velo-
city of runoff flowing down the slope.
• Locate downslope to collect runoff from a disturbed area and direct water to a sed-
iment basin.
Design and Installation Specifications
• Dike and/or swale and channel must be stabilized with temporary or permanent
vegetation or other channel protection during construction.
• Channel requires a positive grade for drainage; steeper grades require channel
protection and check dams.
• Review construction for areas where overtopping may occur.
• Can be used at top of new fill before vegetation is established.
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May be used as a permanent diversion channel to carry the runoff,
Sub -basin tributary area should be one acre or less.
Design capacity for the peak volumetric flow rate calculated using a 1 0-minute time
step from a 10-year, 24-hour storm, assuming a Type 1 A rainfall distribution, for
temporary facilities. Alternatively, use 1.6 times the 1 0-year, 1 -hour flow indicated
by an approved continuous runoff model. For facilities that will also serve on a per-
manent basis, consult the local government's drainage requirements.
Interceptor dikes shall meet the following criteria:
. Top Width: 2 feet minimum.
. Height: 1.5 feet minimum on berm.
. Side Slope: 2H:1 V or flatter.
. Grade- Depends on topography, however, dike system minimum is 0.5%, and max-
imum is I%.
. Compaction: Minimum of 90 percent ASTM D698 standard proctor.
. Horizontal Spacing of Interceptor Dikes:
Average Slope
Slope Percent
Flowpath Length
20H-1Vorless
3-5%
300 feet
(10to20)H:lV
5-10%
200 feet
(4 to 1 O)H:l V
10-25%
100 feet
,(2 to 4)H: 1 V
25-50%-
50 feet _j
- Stabilization: depends on velocity and reach
- Slopes <5%: Seed and mulch applied within 5 days of dike construction (see BMP
C121: Mulching (p.284)).
. Slopes 5 - 40%-. Dependent on runoff velocities and dike materials, Stabilization
should be done immediately using either sod or riprap or other measures to avoid
erosion.
The upslope side of the dike shall provide positive drainage to the dike outlet. No
erosion shall occur at the outlet. Provide energy dissipation measures as neces-
sary. Sediment -laden runoff must be released through a sediment trapping facility.
Minimize construction traffic over temporary dikes. Use temporary cross culverts for
channel crossing.
Interceptor swales shall meet the following criteria:
• Bottom Width: 2 feet minimum; the cross-section bottom shall be level.
• Depth: 1 -foot minimum.
2014 Stormwater Management Manual for Westem Washington
Volume Chapter 4 - Page 332
W
1_J
Side S I ope.- 2HAV or flatter.
Grade: Maximum 5 percent, with positive drainage to a suitable Outlet (such as a
sediment pond).
Stabilization: Seed as per BMP C1 20: Temporary and Permanent Seeding (p.278),
or BMP C202- Channel Lining (p.338), 12 inches thick riprap pressed into the bank
and extending at least 8 inches vertical from the bottom.
Inspect diversion dikes and interceptor swales once a week and after every rainfall.
Immediately remove sediment from the flow area.
Damage caused by construction traffic or other activity must be repaired before the end
of each working day.
Check outlets and make timely repairs as needed to avoid gully formation. When the
area below the temporary diversion dike is permanently stabilized, remove the dike and
fill and stabilize the channel to blend with the natural surface.
BMP C201: Grass -Lined Channels
Purpose
To provide a channel with a vegetative lining for conveyance of runoff. See Figure 11-
4.2.1 Typical Grass -Lined Channels (p.336) for typical grass -lined channels.
Conditions of Use
This practice applies to construction sites where concentrated runoff needs to be con-
tained to prevent erosion or flooding.
When a vegetative lining can provide sufficient stability for the channel cross sec-
tion and at lower velocities of water (normally dependent on grade). This means
that the channel slopes are generally less than 5 percent and space is available for
a relatively large cross section.
Typical uses include roadside ditches, channels at property boundaries, outlets for
diversions, and other channels and drainage ditches in low areas.
Channels that will be vegetated should be installed before major earthwork and
hydroseeded with a bonded fiber matrix (BFM). The vegetation should be well
established (i.e., 75 percent cover) before water is allowed to flow in the ditch. With
channels that will have high flows, erosion control blankets should be installed
over the hydroseed. If vegetation cannot be established from seed before water is
allowed in the ditch, sod should be installed in the bottom of the ditch in lieu of
hydromulch and blankets.
2014 Stormwater Management Manual for Westem Washington
Volume // - Chapter 4 - Page 333
- I Design and Installation Specifications
_J Locate the channel where it can conform to the topography and other features such as
roads.
Locate them to use natural drainage systems to the greatest extent possible.
Avoid sharp changes in alignment or bends and changes in grade.
L_J - Do not reshape the landscape to fit the drainage channel.
The maximum design velocity shall be based on soil conditions, type of vegetation,
and method of revegetation, but at no times shall velocity exceed 5 feet/second.
The channel shall not be overtopped by the peak volumetric flow rate calculated
using a 1 0-minute time step from a 10-year, 24-hour storm, assuming a Type 1A
rainfall distribution. Alternatively, use 1.6 times the I 0-year, 1-hour flow indicated
by an approved continuous runoff model to determine a flow rate which the chan-
nel must contain.
- Where the grass -lined channel will also function as a permanent stormwater con-
veyance facility, consult the drainage conveyance requirements of the local gov-
ernment with jurisdiction.
. An established grass or vegetated lining is required before the channel can be
used to convey stormwater, unless stabilized with nets or blankets.
. If design velocity of a channel to be vegetated by seeding exceeds 2 ft/sec, a tem-
porary channel liner is required. Geotextile or special mulch protection such as
fiberglass roving or straw and netting provides stability until the vegetation is fully
established. See Figure 11-4.2.2 Temporary Channel Liners (p.337).
. Check dams shall be removed when the grass has matured sufficiently to protect
the ditch or swale unless the slope of the swale is greater than 4 percent. The area
beneath the check dams shall be seeded and mulched immediately after dam
removal.
. If vegetation is established by sodding, the permissible velocity for established
vegetation may be used and no temporary liner is needed.
. Do not subject grass -lined channel to sedimentation from disturbed areas. Use sed-
iment -trapping BMPs upstream of the channel.
. V-shaped grass channels generally apply where the quantity of water is small,
such as in short reaches along roadsides. The V-shaped cross section is least
desirable because it is difficult to stabilize the bottom where velocities may be
high.
. Trapezoidal grass channels are used where runoff volumes are large and slope is
iow so that velocities are nonerosive to vegetated linings. (Note: it i,, difficult to
'._J
2014 Stormwater Management Manual for Westem Washington
Volume // - Chapter 4 - Page 334
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I I
, _J
construct small parabolic shaped channels.)
Subsurface drainage, or riprap channel bottoms, may be necessary on sites that
are subject to prolonged wet conditions due to long duration flows or a high water
table.
. Provide outlet protection at culvert ends and at channel intersections.
- Grass channels, at a minimum, should carry peak runoff for temporary construction
drainage facilities from the 1 0-year, 24-hour storm without eroding. Where flood
hazard exists, increase the capacity according to the potential damage.
- Grassed channel side slopes generally are constructed 3H: 1 V or flatter to aid in
the establishment of vegetation and for maintenance.
. Construct channels a minimum of 0.2 foot larger around the periphery to allow for
soil bulking during seedbed preparations and sod buildup.
Maintenance Standards
During the establishment period, check grass -lined channels after every rainfall.
. After grass is established, periodically check the channel,- check it after every
heavy rainfall event. Immediately make repairs.
. It is particularly important to check the channel outlet and all road crossings for
bank stability and evidence of piping or scour holes.
. Remove all significant sediment accumulations to maintain the designed carrying
capacity. Keep the grass in a healthy, vigorous condition at all times, since it is the
primary erosion protection for the channel.
2014 Stormwater Management Manual for Westem Washington
Volume /I - Chapter 4 - Page 335
'. J
Figure 11-4.2.1 Typical Grass -Lined Channels
Typical V-Shaped Channel Cross -Section
ell
Grass -Lined
Filter Fabric
With Pnrk
Typical Parabolic Channel Cross -Section
6" - 9"
('150-225mm)
Key in Fabric
With Rock Center
for Base Flow
y
(150-225mm)
With Channel Key in Fabric
Filter Fabric
Liner
Typical Trapezoidal Channel Cross-Se'etion
Overcut channel 2" (50mm) to allow
bulking during seedbed preparation
and growth of vegetation.
DEPARTMENT OF
ECOLOGY
State of Washington
r);" M+k
Filter Fabric
With Rock Center
for Base Flow
NOT TO SCALE
Figure 11-4.2.1
Typical Grass -Lined Channels
Revised June 2015
Please see http:11www.ecy. wa.govIcopyrighthtml for copyright notice including permissions,
limitation of liability, and disclaimer.
2014 Stonnwater Management Manual for Westem Washington
Volume // - Chapter 4 - Page 336
r I
6--j
, _j
f I
Figure 11-4.2.2 Temporary Channel Liners
Overcut channel 2'(50mm) to allow
bulking during seedbed preparation
Overlap 6"
(150mm) minimum
Excavate channel
to design grade
and cross section
Design Depth
b4/4_ A040
Typical installation with
erosion control blankets
or turf reinforcement mats
6"\
Intermittent Check Slot Longitudinal Anchor Trench
Shingle -lap spliced ends or begin
new roll in an intermittent check slot
Prepare soil and apply seed before 0
installing blankets, mats, or other
temporary channel liner system
Longitudinal
anchor trench
Notes:
1. Design velocities exceeding 2 ft/sec
m/sec) require temporary blankets, t
or similar liners to protect seed and s il
until vegetation becomes established.
2. Grass -lined channels with design velocities
exceeding 6 ft/sec (2 m/sec) should include
turf reinforcement mats. NOT TO SCALE
Figure 11-4.2.2
Temporary Channel Liners
DEPARTMENT OF Revised July 2015
ECOLOGY Please see http.,Ilwww.ecy.wa.govlcopyrighthtmI for copyright notice including permissions,
State of Washington limitation of liability, and disclaimer.
2014 Stormwater Management Manual for Westem Washington
Volume Chapter 4 - Page 337
�' I BMP C207: Check Dams
__J
Purpose
r
Construction of small dams across a swale or ditch reduces the velocity of concentrated
J
flow and dissipates energy at the check dam.
r i
Conditions of Use
Where temporary channels or permanent channels are not yet vegetated, channel lining
is infeasible, and/or velocity checks are required.
. Check dams may not be placed in streams unless approved by thE! State Depart-
ment of Fish and Wildlife. Check dams may not be placed in wetlands without
approval from a permitting agency.
. Do not place check dams below the expected backwater from any salmonid bear-
ing water between October 1 and May 31 to ensure that there is no loss of high
6 _J
flow refuge habitat for overwintering juvenile salmonids and emergent salmonid
fry -
. Construct rock check dams from appropriately sized rock. The rock used must be
large enough to stay in place,given the expected design flow through the channel.
The rock must be placed by hand or by mechanical means (no dumping of rock to
form dam) to achieve complete coverage of the ditch or swale and to ensure that
the center of the dam is lower than the edges.
. Check dams may also be constructed of either rock or pea -gravel filled bags.
J
Numerous new products are also available for this purpose. They tend to be re-
usable, quick and easy to install, effective, and cost efficient.
. Place check dams perpendicular to the flow of water.
t i
. The dam should form a triangle when viewed from the side. This prevents under-
I_j
cutting as water flows over the face of the dam rather than failing directly onto the
ditch bottom.
r i
. Before installing check dams impound and bypass upstream water flow away from
the work area. Options for bypassing include pumps, siphons, or temporary chan-
-I
nels.
Check dams in association with sumps work more effectively at slowing flow and
retaining sediment than just a check dam alone. A deep sump should be provided
immediately upstream of the check dam.
In some cases, if carefully located and designed, check dams can remain as per-
manent installations with very minor regrading. They may be left as either spill-
ways, in which case accumulated sediment would be graded and seeded, or as
f I
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2014 Stormwater Management Manual for Western Washington
r I
J
Volume // - Chapter 4 - Page 352
J
check dams to prevent further sediment from leaving the site.
_A - The maximum spacing between the dams shall be such that the toe of the
upstream dam is at the same elevation as the top of the downstream dam.
r �
. Keep the maximum height at 2 feet at the center of the dam.
__J
. Keep the center of the check dam at least 12 inches lower than the outer edges at
natural ground elevation.
. Keep the side slopes of the check dam at 2H:1 V or flatter.
. Key the stone into the ditch banks and extend it beyond the abutments a minimum
of 18 inches to avoid washouts from overflow around the dam.
. Use filter fabric foundation under a rock or sand bag check dam. If a blanket ditch
liner is used, filter fabric is not necessary. A piece of organic or synthetic blanket
cut to fit will also work for this purpose.
- In the case of grass -lined ditches and swales, all check dams and accumulated
sediment shall be removed when the grass has matured sufficiently to protect the
7-1 ditch or swale - unless the slope of the swale is greater than 4 percent. The area
-A beneath the check dams shall be seeded and mulched immediately after dam
removal.
Ensure that channel appurtenances, such as culvert entrances below check dams,
are not subject to damage or blockage from displaced stones. Figure 11-4.2.7 Rock
Check Dam (p.354) depicts a typical rock check dam.
Maintenance Standards
Check dams shall be monitored for performance and sediment accumulation during and
after each runoff producing rainfall. Sediment shall be removed when it reaches one half
the sump depth.
. Anticipate submergence and deposition above the check dam and erosion from
high flows around the edges of the dam.
. If significant erosion occurs between dams, install a protective riprap liner in that
portion of the channel.
Approved as Equivalent
Ecology has approved products as able to meet the requirements of BMP C207. Check
Dams. The products did not pass through the Technology Assessment Protocol — Eco-
logy (TAPE) process. Local jurisdictions may choose not to accept this product approved
as equivalent, or may require additional testing prior to consideration for local use. The
products are available for review on Ecology's website at hftp://www.ecy.wa.gov
/programs/wq/stormwater/newtech/�quivalent.htmI
2014 Stormwater Management Manual for Westem Washington
Volume Chapter 4 - Page 353
Figure 11-4.2.7 Rock Check Dam
View Looking Upstrea-m
-j
r 1
Note:
Key stone into channel banks and extend it
beyond the abutments a minimum of 18"
(0-5m) to prevent flow around dam.
Section A -A
Fl,
-7
-4
24" (0.6m)
8' (2 m)
Spacing Between Check Dams
-A
12" (0.5m)
(150mm)
Az
24'(0.6m)
0
U = the distance such that points
'A' and 'B' are of equal elevation.
NOT TO SCALE
Figure 11-4.2.7
Rock Check Dam
DEPARTMENT OF Revised July 2015
ECOLOGY Please see http.lAvww.ecy.wa.govlcopyright.htmI for copyright notice including
State of Washington limitation of liability, and disclaimer.
2014 Stormwater Management Manual for Westem Washington
Volume // - Chapter 4 - Page 354
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I r
BMP C208: Triangular Silt Dike (TSD) (Geotextile-Encased
Check Dam)
Purpose
Tri a ngu I a rsi It dikes maybe used as check dams, for perimeter protection, for temporary
soil stockpile protection, for drop inlet protection, or as a temporary interceptor dike.
Conditions of Use
• Maybe used on soil or pavement with adhesive or staples.
• TSDs have been used to build temporary:
1. sedimentponds,-
2. diversion ditches;
3. concrete wash out facilities-,
4. curbing;
5. water bars;
6. level spreaders-, and,
7. berms.
Design and Installation Specifications
Made of urethane foam sewn into a woven geosynthetic fabric.
It is triangular, 10 inches to 14 inches high in the center, with a 20-inch to 28-inch base.
A 2—foot apron extends beyond both sides of the triangle along its standard section of 7
feet. A sleeve at one end allows attachment of additional sections as needed.
• Install with ends curved, up to prevent water from flowing around the ends.
• The fabric flaps and check dam units are attached to the ground with wire staples,
Wire staples should be �No. 11 gauge wire and should be 200 mm to 300 mm in
length.
• When multiple units are installed, the sleeve of fabric at the end of tile unit shall
overlap the abutting unit and be stapled.
• Check dams should be located and installed as soon as construction will allow.
• Check dams should be placed perpendicular to the flow of water.
• When used as check dams, the leading edge must be secured with rocks, sand-
bags, or a small key slot and staples.
2014 Ston-nwater Management Manual for Westem Washington
Volume Chapter 4 - Page 355
� __.J
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In the case of grass -lined ditches and swales, check dams and accumulated sed-
iment shall be removed when the grass has matured sufficiently to protect the ditch
or swale unless the slope of the swale is greater than 4 percent. The area beneath
the check dams shall be seeded and mulched immediately after dam removal.
Maintenance Standards
Triangular silt dams shall be inspected for performance and sediment accu-
mulation during and after each runoff producing rainfall. Sediment shall be
removed when it reaches one half the height of the dam.
Anticipate submergence and deposition above the triangular silt dam and erosion
from high flows around the edges of the dam. Immediately repair any damage or
any undercutting of the dam.
BMP C209: Outlet Protection
Purpose
Outlet protection prevents scour at conveyance outlets and minimizes the potential for
downstream erosion by reducing the velocity of concentrated stormwater flows.
L_J
Conditions of Use
r �
6-j Outlet protection is required at the outlets of all ponds, pipes, ditches, or other con-
veyances, and where runoff is conveyed to a natural or manmade drainage feature such
as a stream, wetland, lake, or ditch.
Design and installation Specifications
L-A The receiving channel at the outlet of a culvert shall be protected from erosion by rock lin-
ing a minimum of 6 feet downstream and extending up the channel sides a minimum of
1 —foot above the maximum tailwater elevation or 1 -foot above the crown, whichever is
higher. For large pipes (more than 18 inches in diameter), the outlet protection lining of
the channel is lengthened to fourtimes the diameter of the culvert.
- Standard wingwalls, and tapered outlets and paved channels should also be con-
sidered when appropriate for permanent culvert outlet protection. (See WSIDOT
Hydraulic Manual, available through WSDOT Engineering Publications).
. Organic or synthetic erosion blankets, with or without vegetation, are usually more
effective than rock, cheaper, and easier to install. Materials can be chosen using
manufacturer product specifications. ASTM test results are available for most
products and the designer can choose the correct material for the expected flow.
. VVith low flows, vegetation (including sod) can be effective.
. The following guidelines shall be used for riprap outlet protection:
2014 Stormwater Management Manual for Westem Washington
IF I Volume // - Chapter 4 - Page 356
1 , If the discharge velocity at the outlet is less than 5 fps (pipe slope less than I
percent), use 2-inch to 8-inch riprap. Minimum thickness is 1--foot.
2. For 5 to 10 fps discharge velocity at the outlet (pipe slope less than 3 per-
cent), use 24-inch to 48-inch riprap. Minimum thickness is 2 feet.
3. For outlets at the base of steep slope pipes (pipe slope greater than 10 per-
cent), an engineered energy dissipater shall be used.
Filter fabric or erosion control blankets should always be used under riprap to pre-
vent scour and channel erosion.
New pipe outfalls can provide an opportunity for low-cost fish habitat improve-
ments. For example, an alcove of low -velocity water can be created by con-
structing the pipe outfall and associated energy dissipater back frorn the stream
edge and digging a channel, over -widened to the upstream side, from the outfall.
Overwintering juvenile and migrating adult salmonids may use the alcove as shel-
ter during high flows. Bank stabilization, bioengineering, and habitat features may
be required foi-disturbed areas. This work may require a HPA. See Volume V
(p.765) for more information on outfall system design.
Maintenance Standards
Inspect and repair as needed.
Add rock as needed to maintain the intended function.
Clean energy dissipater if sediment builds up.
BMP C220: Storm Drain Inlet Protection
Purpose
Storm drain inlet protection prevents coarse sediment from entering drainage systems
prior to permanent stabilization of the disturbed area.
Conditions of Use
Use storm drain inlet protection at inlets that are operational before permanent sta-
bilization of the disturbed drainage area. Provide protection for all storm drain inlets
downslope and within 500 feet of a disturbed or construction area, unless conveying run-
off entering catch basins to a sediment pond or trap.
Also consider inlet protection for lawn and yard drains on new home construction. These
small and numerous drains coupled with lack of gutters in new home construction can
add significant amounts of sediment into the roof drain system. If possible delay
installing lawn and yard drains until just before landscaping or cap these drains to pre-
2014 Stormwater Management Manual for Westem Washington
Volume /I - Chapter 4 - Page 35 7
vent sediment from entering the system until completion of landscaping. Provide 18-
inches of sod around each finished lawn and yard drain.
Table 11-4.2,2 Storm Drain Inlet Protection (p.358) lists several options for inlet protection.
All of the methods for storm drain inlet protection tend to plug and require a high fre-
L _J quency of maintenance. Limit drainage areas to one acre or less. Possibly provide emer-
gency overflows with additional end -of -pipe treatment where stormwater ponding would
cause a hazard.
k j
r 11
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L_j
Table 11-4.2.2 Storm Drain Inlet Protection
Type of Inlet
Emergency
Applicable for
Protection
Overflow
Paved/ Earthen
Conditions of Use
Surfaces
Drop inlet Protection
Excavated drop
Yes, tem-
Applicable for heavy flows. Easy
inlet protection
porary flood-
Earthen
to maintain. Large area Require -
ing will occur
ment- 30'x3O'/acre
Block and
gravel drop inlet
Yes
Paved or Earthen
Applicable for heavy concentrated
protection
flows. Will not pond.
Gravel and wire
Applicable for heavy concentrated
drop inlet pro-
No
flows. Will pond. Can withstand
tection
tra ffi c.
Catch basin fil-
Iters I
Yes
Paved or Earthen
Frequent Maintenance required.
ICurb Inlet Protection
Curb inlet pro-
tection with
Small capacity
Paved
Used for sturdy, more compact
.
wooden weir
overflow
installation.
Block and
gravel curb inlet
Yes
Paved
Sturdy, but limited filtration.
protection I
Culvert Inlet Protection
Culvert inlet Sed.
iment trap
18 month expected life.
Design and Installation Specifications
Excavated Drop InletProtection - An excavated impoundment around the storm drain.
Sediment settles out of the stormwater priorto entering the storm drain.
2014 Ston-nwater Management Manual for Westem Washington
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71
Provide a depth of 1-2 ft as measured from the crest of the inlet structure.
L__J . Slope sides of excavation no steeper than 2H-1V.
. Minimum volume of excavation 35 cubic yards.
. Shape basin to fit site with longest dimension oriented toward the longest inflow
area.
. Install provisions for draining to prevent standing water problems.
. Clear the area of all debris.
. Grade the approach to the inlet uniformly.
. Drill weep holes into the side of the inlet.
. Protect weep holes with screen wire and washed aggregate.
. Seal weep holes when removing structure and stabilizing area.
. Build a temporary dike, if necessary, to the down slope side of the structure to pre-
vent bypass flow.
Block and Gravel Filter- A barrier formed around the storm drain inlet with standard con-
crete blocks and gravel. See Figure 11-4.2,8 Block and Gravel Filter (p.360).
. Provide a height of 1 to 2 feet above inlet.
. Recess the first row 2-inches into the ground for stability.
7-1 . Support subsequent courses by placing a 2x4 through the block opening.
'__J
* Do not use mortar.
r-, . Lay some blocks in the bottom row on their side for dewatering the pool.
. Place hardware cloth or comparable wire mesh with 1/2-inch openings overall
block openings.
. Place gravel just below the top of blocks on slopes of 2H:1 V or flatter.
. An alternative design is a gravel donut.
. Provide an inlet slope of 3H:1 V.
. Provide an outlet slope of 2H:1V.
. Provide al -foot wide level stone area between the structure and the inlet.
. Use inlet slope stones 3 inches in diameter or larger.
Use gravel '12- to '/4-inch at a minimum thickness of 1-footforthe outlet slope.
L_J
7-1
2014 Stormwater Management Manual for Western Washington
Volume // - Chapter 4 - Page 359
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L-J
r—I
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L-J
r---
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Figure 11-4.2.8 Block and Gravel Filter
Drain grate
01
Gravel backfill
rI% I — — I /I — - - -
Concrete block
Overflow
water
Drop inlet
Section A -A
crete block
Gravel backfill
Wre screen or
filter fabric
Ponding height
Notes:
1 � Drop inlet sediment barriers are to be used for small, nearly level drainage areas. (less
than 5%)
2. Excavate a basin of sufficient size adjacent to the drop inlet.
3. The top of the structure (ponding height) must be well below the ground elevation
downslope to prevent runoff from bypassing the inlet. A temporary dike may be
necessary on the downslope side of the structure.
NOT TO SCALE
810� Figure 11-4.2.8
Block and Gravel Filter
DEPARTMENT OF Revised August 2015
ECOLOGYPlease see http.-IAvww.ecy.wa.govlcopyrighthtmI for copyright notice including permissions,
State of WashiLgt.n limitation of liability, and disclaimer.
J
2014 Stormwater Management Manual for Westem Washington
Volume // - Chapter 4 - Page 360
r_1
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Gravel and Wire Mesh Filter- A gravel barrier placed over the top of the inlet. This struc-
ture does not provide an overflow.
. Use a hardware cloth or comparable wire mesh with 1/2-inch openings.
. Use coarse aggregate.
. P rovide a heig ht I -foot or more, 1 8-i nches wider th a n i n I et o n al I sides.
. Place wire mesh over the drop inlet so that the wire extends a minimum of 1 -foot
beyond each side of the inlet structure.
- Overlap the strips if more than one strip of mesh is necessary.
. Place coarse aggregate over the wire mesh.
. Provide at least a 12-inch depth of gravel over the entire inlet opening and extend
at least 18-inches on all sides.
Catchbasin Filters — Use inserts designed by manufacturers for construction sites. The
limited sediment storage capacity increases the amount of inspection and maintenance
required, which may be daily for heavy sediment loads. To reduce maintenance require-
ments combine a catchbasin filter with another type of inlet protection. This type of inlet
protection provides flow bypass without overflow and therefore may be a better method
for inlets located along active rights -of -way.
. Provides 5 cubic feet of storage.
- Requires dewatering provisions.
. Provides a high -flow bypass that will not clog under normal use at a construction
site.
Insert the catchbasin filter in the catchbasin just below the grating.
Curb Inlet Protection with Wooden Weir— Barrier formed around a curb inlet with a
wooden frame and gravel.
Use wire mesh with 1/2-inch openings.
0 Use extra strength filter cloth.
. Construct a frame.
- Attach the wire and filter fabric to the frame.
. Pile coarse washed aggregate against wire/fabric.
. Place weight on frame anchors.
Block and Gravel Curb InletProtection — Barrierformed around a curb inletwith concrete
blocks and gravel. See Figure 11-4.2.9 Block and Gravel Curb Inlet Protection (p.363).
_J
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r- -
- Use wire mesh with Y2-inch openings.
J - Place two concrete blocks on their sides abutting the curb at either side of the inlet
opening. These are spacer blocks.
. Place a 2x4 stud through the outer holes of each spacer block to align the front
_J blocks.
- Place blocks on their sides across the front of the inlet and abutting the spacer
blocks.
. Place wire mesh over the outside vertical face.
. Pile coarse aggregate against the wire to the top of the barrier.
r7 Curb and Gutter Sediment Barrier— Sandbag or rock berm (riprap and aggregate) 3 feet
high and 3 feet wide in a horseshoe shape. See Figure 11-4.2.10 Curb and Gutter Barrier
(p.364).
. Construct a horseshoe shaped berm, faced with coarse aggregate if using riprap, 3
feet high and 3 feet wide, at least 2 feet from the inlet.
. Construct a horseshoe shaped sedimentation trap on the outside of the berm sized
to sediment trap standards for protecting a culvert inlet.
Maintenance Standards
. Inspect catch basin filters frequently, especially after storm events. Clean and
r I replace clogged inserts. For systems with clogged stone filters: pull away the
stones from the inlet and clean or replace. An alternative approach would be to use
the clogged stone as fill and put fresh stone around the inlet.
. Do not wash sediment into storm drains while cleaning. Spread all �excavated
material evenly over the surrounding land area or stockpile and stabilize as appro-
priate.
Approved as Equivalent
r -i Ecology has approved products as able to meet the requirements of BMP C220: Storm
Drain Inlet Protection. The products did not pass through the Technology Assessment
Protocol — Ecology (TAPE) process. Local jurisdictions may choose not to accept this
product approved as equivalent, or may require additional testing prior to consideration
for local use. The products are available for review on Ecology's website at
hftp://www.ecy.wa.gov/programs/wq/stormwater/newtech/equivalent,htmi
__J
2014 Stormwater Management Manual for Western Washington
Volume // - Chapter 4 - Page 362
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Figure 11-4.2.9 Block and Gravel Curb Inlet Protection
A
Back of sidewalk
Back of curb
Wire scre
filterl
V
Drain gravel Dlnr-i \/;In',Al
Ponding height
Y4 inch (20 mm)
Drain gravel Overflow
-.:i Z.-
Wire screen or
filter fabric 2x4 Wood stu�
(1 OOx5O Timber stud)
Catch basin
Concrete block
Section A -A
u'd
, block
Notes:
1. Use block and gravel type sediment barrier when curb inlet is located in gently sloping street
segment, where water can pond and allow sediment to separate from runoff.
2. Barrier shall allow for overflow from severe storm event.
3- Inspect barriers and remove sediment after each storm event. Sediment and gravel must be
removed from the traveled way immediate(y. NOT TO SCALE
ohm
Figure 11-4.2.9
Block and Gravel Curb Inlet Protection
DEPARTMENT OF Revised August 2015
ECOLOGY Please see http://Www.ecy.wa.govlcopyrighthtml for copyright notice including
State of Washington limitation of liability, and disclaimer.
2014 Stormwater Management Manual for Westem, Washington
Volume // - Chapter 4 - Page 363
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Figure 11-4.2.10 Curb and Gutter Barrier
Back of sidewalk
Burlap sacks to
overlap onto curb Back of curb
Runoff
Runoff Spillw y
Plan View
Gravel filled sandbags
stacked tightly
Curb inlet
Catch basin
Notes:
1- Place curb type sediment barriers on gently sloping street segments, where water can
pond and allow sediment to separate from runoff.
2. Sandbags of either burlap or woven 'geotextile' fabric, are filled with gravel, layered
and packed tightly.
3. Leave a one sandbag gap in the top row to provide a spillway for overflow.
4. Inspect barriers and remove sediment after each storm event. Sediment and gravel
must be removed from the traveled way immediately. NOT TO SCALE
200� Figure 11-4.2.10
Curb and Gutter Barrier
DEPARTMENT OF Revised September 2015
ECOLOGY Please see hftp.1Avww.eqy, wa,govlcopyright.htmi for copyright notice including permissions,
State of Washington limitation of liability, and disclaimer.
2014 Stormwater Management Manual for Westem Washington
Volume // - Chapter 4 - Page 364
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BMP C232: Gravel Filter Berm
Purpose
A gravel filter berm is constructed on rig hts-of-way or traffic areas within a construction
site to retain sediment by using a filter berm of gravel or crushed rock.
Conditions of Use
Where a temporary measure is needed to retain sediment from rights -of -way or in traffic
areas on construction sites.
Design and Installation Specifications
• Berm material shall be% to 3 inches in size, washed well -grade gravel or crushed
rock with less than 5 percent fines.
• Spacing of berms:
* Every 300 feet on slopes less than 5 percent
* Every 200 feet on slopes between 5 percent and 10 percent
* Every 100 feet on slopes greater than 10 percent
• Berm dimensions:
* 1 foot high with 3HAV side slopes
* 8 linearfeet per 1 cfs runoff based on the 10-year, 24-hour design storm
Maintenance Standards
Regular inspection is required. Sediment shall be removed and filter material
replaced as needed.
BMP C233: Silt Fence
Purpose
Use of a silt fence reduces the transport of coarse sediment from a construction site by
providing a temporary physical barrier to sediment and reducing the runoff velocities of
overland flow. Seefigure 11-4.2.12 Silt Fence (p.369) for details on silt fence con-
struction.
Conditions of Use
Silt fence may be used downslope of all disturbed areas.
2014 Ston-nwater Management Manual for Westem Washington
Volume // - Chapter 4 - Page 367
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Silt fence shall prevent soil carried by runoff water from going beneath, through, or
over the top of the silt fence, but shall allow the water to pass thrOLIgh the fence.
L-j
. Silt fence is not intended to treat concentrated flows, nor is it intended to treat sub-
stantial amounts of overland flow. Convey any concentrated flows through the
drainage system to a sediment pond.
r . Do not construct silt fences in streams or use in V-shaped ditches. Silt fences do
not provide an adequate method of silt control for anything deeper than sheet or
overland flow.
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2014 Stormwater Management Manual for Westem Washington
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Volume Chapter 4 - Page 368
C. Correspondence
Ecology
EPA
Local Goveniment
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E. Construction Stormwater General Permit (CSWGP)
Download the CSWGP:
http://www.ecy.wa.gov/programs/Wq/stormwater/construction/index.html
p a !.)�: e 138
WWI
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The Soil profile is provided as Appendix under the Drianage Report.
P a g e 139
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G. Engineering Calculations
For engineering calculations see section 5 of the Draiange Report.
Page 140
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C. OPERATIONS AND MAINTENANCE MANUAL
Pervious Pavements
Catch Basin Inserts
Catch Basin
Insight Engineering Co. - StOrmwater Site Plan 03/08/2018
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No. 5 - Catch Basins
lilalt,6,nance
Deft.cV,'
on i
C 'd*tions When'Wintenance; is Needed�
Results Evette d
Component
Maintenance Is
perfon ned
General
Trash &
Trash or debris which is located immediately
No Trash or debris located
Debris
in front of the catch basin opening or is
blocking inletting capacity of the basin by
more than 10%.
immediately in front of
catch basin or on grate
opening.
Trash or debris (in the basin) that exceeds 60
No trash or debris in the
percent of the sump depth as measured from
catch basin.
the bottom of basin to invert of the lowest
pipe into or out of the basin, but in no case
less than a minimum of six inches clearance
from the debris surface to the invert of the
lowest pipe.
Trash or debris in any inlet or outlet pipe
blocking more than 1/3 of its height.
Inlet and outlet pipes free
of trash or debris.
Dead animals or vegetation that could
No dead animals or
generate odors that could cause complaints
or dangerous gases (e.g., methane).
vegetation present within
the catch basin.
Sediment
Sediment (in the basin) that exceeds 60
No sediment in the catch
percent of the sump depth as measured from
basin
the bottom of basin to invert of the lowest
pipe into or out of the basin, but in no case
less than a minimum of 6 inches clearance
from the sediment surface to the invert of the
lowest pipe.
Structure
Damage to
Frame and/or
Top Slab
Top slab has holes larger than 2 square
inches or cracks wider than 1/4 inch
(Intent is to make sure no material is running
into basin).
Top slab is free of holes
and cracks.
Frame not sitting flush on top slab, i.e.,
separation of more than 3/4 inch of the frame
from the top slab. Frame not securely
attached
Frame is sitting flush on
the riser rings or top slab
and firmly attached.
Fractures or
Cracksin
Basin Walls/
Maintenance person judges that structure is
unsound,
Basin replaced or repaired
to design standards.
Bottom
Grout fillet has separated or cracked wider
than 1/2 inch and longer than 1 foot at the
Pipe is regrouted and
secure at basin wall.
joint of any inletloutlet pipe or any evidence of
soil particles entering catch basin through
cracks.
Settlement/
Misalignment
If failure of basin has created a safety,
function, or design problem.
Basin replaced or repaired
to design standards.
Vegetation
Vegetation growing across and blocking more
than 10% of the basin opening.
No vegetation blocking
opening to basin.
Vegetation growing in inlet/outlet pipe joints
that is more than six inches tall and less than
six inches apart.
No vegetation or root
growth present.
Contamination
and Pollution I
See "Detention Ponds" (No. 1).
I
No Pollution present.
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No. 5 — Catch Basins
Maintenance
Component
Meet
CohditiontWhefiMaiiitenanceist4eeded'�:��'�Re�su'll:s'
ExpedUdWf
Maintenance is
rformied
Catch Basin
Cover
Cover Not in
Place
Cover is missing or only partially in place.
Any open catch basin requires maintenance.
Catch basin cover is
closed
Locking
Mechanism
Not Working
Mechanism cannot be opened by one
maintenance person with proper tools. Bolts
into frame have less than 1/2 inch of thread.
Mechanism opens with
proper tools.
Cover Difficult
to Remove
One maintenance person cannot remove lid
after applying normal lifting pressure.
Cover can be removed by
one maintenance person.
(Intent is keep cover from sealing off access
to maintenance.)
Ladder
Ladder Rungs
Unsafe
Ladder is unsafe due to missing rungs, not
securely attached to basin wall,
Ladder meets design
standards and allows
misalignment, rust, cracks, or sharp edges.
maintenance person safe
access.
Metal Grates
(if Applicable)
Grate opening
Unsafe
Grate with opening wider than 7/8 inch.
Grate opening meets
design standards.
Trash and
Debris
Trash and debris that is blocking more than
20% of grate surface inletting capacity.
Grate free of trash and
debris.
Damaged or
Missing.
Grate missing or broken member(s) of the
grate.
Grate is in place and
meets design standards.
No. 6 — Debris Barriers (e.g., Trash Racks)
Maintenance
Components
Defect
Condition When Maintenance is
Needed
Results Expected When
Maintenance is Performed
General
Trash and
Debris
Trash or debris that is plugging more
than 20% of the openings in the barrl]
ier,
Barrier cleared to design flow
capacity.
Metal
Damaged/
Missing
Bars.
Bars are bent out of shape more than 3
inches,
Bars in place with no bends more
than 3/4 inch.
Bars are missing or entire barrier
Bars in place according to design.
missing.
Bars are loose and rust is causing 50%
deterioration to any part of barrier.
Barrier replaced or repaired to
design standards.
t/
r1n1pe Outlet
P pi
ipe
Debris barrier missing or not attached to
pipe
Barrier firmly attached to pipe
Volume V — Runoff Treatment BMPs — December 2014
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No. 18 — Catchbasin Inserts
Maintenance
component
0efect:-,:—
Cbnditions..When",:Maintenanee Is
Imeedled
'Results Expected When
maintenance is Performed
General
Sediment
Accumulation
When sediment forms a cap over the
insert media of the insert and/or unit.
No sediment cap on the insert
media and its unit.
Trash and
Debris
Accumulation
Trash and debris accumulates on insert
unit creating a blockage/restriction.
Trash and debris removed
from insert unit. Runoff freely
flows into catch basin.
Media Insert Not
Removing Oil
Effluent water from media insert has a
visible sheen.
Effluent water from media
insert is free of oils and has no
visible sheen.
Media Insert
Water Saturated
Catch basin insert is saturated with water
and no longer has the capacity to
absorb.
Remove and replace media
insert
Media Insert -Oil
Saturated
Media oil saturated due to petroleum spill
that drains into catch basin.
Remove and replace media
insert.
Media Insert Use
Beyond Normal
Product Life
Media has been used beyond the typical
average life of media insert product.
Remove and replace media at
regular int�ervals, depending on
insert product.
Volume V — Runoff Treatment BMPs — December 2014
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— Note that the inspection and routine maintenance frequencies listed beloware recommended by Ecology. They do not supersede or replace the municipal stormwater permit requirements for inspection frequency required of
0 municipal stormwater permittees for "stormwater treatment and flowcontrol BMPs/facilftles."
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Recommended Frequency
Component
Condition when Maintenance Is Needed
Action Needed
Routine
Inspection
I maintenance
(Standard.)
(Procedures)
celftaring, Course
Permeable
Pavements, all
A, S
Runoff from adjacent pervious areas deposits soil, mulch or
- Clean deposited and or other materials from permeable pavement or other adjacent sur facing
sediment on paving
* Checkifsurface elevation Offilanted area is too high, or slopes towards pavement, and can be regraded (prior to regrading,
protect permeable pavement by covering with temporary plastic and secure covering in place)
* Mulch and/or plant all exposed soils that may erode to pavement surface
Porous asphalt or
AorB
None (routine maintenance)
Clean surface debris from pavement surface using one or a combination of the following methods: I
pervious concrete
- Remove sediment debris, trash, vegetation, and other debris deposited onto pavement (rakes and leaf blowers can be us-]
for removing Leaves)
* Vacuum/sweep permeable paving Installation using,
• Walk -behind vacuum (sidewalks)
• High efficiency regenerative air or vacuum sweeper (roadways, parking lots)
• ShopVac or brush brooms (small areas)
- Hand held pressure washer or power washer with rotating brushes
Follow equipment manufacturer guidelines for when equipment is most effective for cleaning permeable pavement. Dry
weather is more effective for some equipment.
Ab
Surface is clogged,
. Review the overall performance ofthe facility (note that small clogged areas may not reduce overall performance of facility)
Pending on surface or water flows off the permeable
. Test the surface infiltration rate using ASTM C1701 as a corrective maintenance indicator. Perform one test per installation,
pavement surface during a rain event (does not infiltrate)
up to 2,500 square feet- Perform an additional test for each additional 2,500 square feet up to 15,000 square feet total- Above
15,000 square feet add one test for every 10,000 square feet,
a It the results indicate an infiltration rate of 10 inches per hour or less, then perform corrective maintenance to restore
permeability. To clean clogged pavement surfaces, use one or combination of the following methods:
• Combined pressure wash and vacuum system calibrated to not dislodge wearing course aggregate.
• Hand held pressure washer or power washer with rotating brushes
• Pure vacuum sweepers
Note: If the annual/biannual routine maintenance standard to clean the pavement surface Is conducted using equipment from
the list above, corrective maintenance may not be needed.
A
Sediment present at the surface of the pavement
Assess the overall performance of the pavement system during a raln event If water runs off the pavement and/or there is
ponding then see above.
. Determine source of sediment loading and evaluate whether or not the source can be reduced/eliminated. It the source
cannot be addressed, consider increasing frequency of routine cleaning (e.g., twice per year Instead of once per year).
Summer
Moss growth Inhibits Infiltration or poses slip safety hazard
. Sidewalks: Use a stiff broom to remove moss in the summer when It Is dry
. Parking lots and roadways: Pressure wash, vacuum sweep, or use a combination of the two for cleaning moss from
pavement surface. May require stiff broom or power brush In areas of heavy moss.
A
Major cracks or trip hazards and concrete spelling and
. Fill potholes or small cracks with patching mixes
raveling
. Large cracks and settlement may require cutting and replacing the pavement section. Replace ln-kInd where feasible.
Replacing porous asphalt with conventional asphalt is acceptable if It Is a small percentage of the total facility area and does
not impact the overall facility function.
. Take appropriate precautions during pavement repair and replacement efforts to prevent clogging of adjacent porous
materials
Ib . Frequency: A= Annually; B= Biannually (twice per year); S = Perform inspections after major storm events (24- hour storm event with a I 0-year or greater recurrence interval).
0 b Inspection should occur during storm event.
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Recommended Frequency a
Component
Condition when Maintenance Is Needed
Action Needed
Inspection
Routi e
Maintenance
(Standards)
(Procedures)
,,OOaOO4V"#ng Course (coni'd)
Interlocking concrete
AorB
None (routine maintenance)
Clean pavement surface using one ora combination ofthe following methods
paver blocks and
aggregate pavers
* Remove sediment debris, trash, vegetation, and other debris deposited onto pavement (rakes and leaf blowers can be used
for removing leaves)
* Vacuum/sweep permeable paving installation using:
* Walk -behind vacuum (sidewalks)
* High efficiency regenerative air or vacuum sweeper (roadways, parking lots)
* ShopVac or brush brooms (small areas)
* Note: Vacuum settings may have to be adjusted to prevent excess uptake of aggregate from paver openings or joints.
Vacuum surface openings in dry weather to remove dry, encrusted sediment
A b
Surface is clogged:
- Review the overall performance of the facility (note that small clogged a reas may not reduce overall performance of facility)
Ponding on surface or water flows off the permeable
. Test the surface infiltration rate using ASTM C1 701 as a corrective maintenance indicator. Perform one test per installation,
pavement surface during a rain event (does not Infiltrate)]
up to 2,500 square feet. Perform an additional test for each additional 2,500 square feet up to 15,000 square feet total. Above
15,000 square feet add one test for every 10.000 square feet.
* If the results indicate an infiltration rate of 10 inches per hour or less, then perform corrective maintenance to restore
permeability.
- Clogging is usually an issue in the upper 2 to 3 centimeters of aggregate. Remove the upper layer of encrusted sediment,
and fines, and/or vegetation from openings and joints between the pavers by mechanical means and/or suction equipment
(e.g., pure vacuum sweeper).
- Replace aggregate in paver cells, joints, or openings per manufacturer's recommendations
A
Sediment present at the surface ofthe pavement
- Assess the overall performance of the pavement system during a rain event If water runs off the pavement and/or there is
ponding, then see above.
- Determine source of sediment loading and evaluate whether or not the source can be reducedieliminated. If the source
cannot be addressed, consider increasing frequency of Foutine cleaning (e.g., twice Par year instead of once per year).
Summer
Moss growth inhibits infiltration or poses slip safety hazard
. Sidewalks: Use a stiff broom to remove moss in the summer when it is dry
* Parking lots and roadways: Vacuum sweep or stiff broom/power brush for cleaning moss from pavement surface
A
Paver block missing or damaged
Remove individual damaged paver blocks by hand and replace or repair per manufacturer's recommendations
A
Loss of aggregate material between paver blocks
Refill per manufacturers recommendations for interlocking paver sections
A
Settlement of surface
May require resetting
Open -celled paving
A or B
None (routine maintenance)
Remove sediment, debris, trash, vegetation, and other debris deposited onto pavement (rakes and leaf blowers can be used
grid with gravel
for removing leaves)
. Follow equipment manufacturer guidelines for cleaning surface.
A b
Aggregate is clogged:
- Use vacuum truck to remove and replace top course aggregate
Poncling on surface or water flows off the permeable
* Replace aggregate In paving grid per manufacturer's recommendations
pave an su ce uring a raii event (does not infiftrate))
A
Paving grid missing or damaged
o Remove pins, pry up grid segments, and replace gravel
- Replace grid segments where three or more adjacent rings are broken or damaged
- Follow manufacturer guidelines for repairing surface.
A
Settlement of surface
May require resetting
A
Loss of aggregate ninterial in paving grid
Replenish aggregate material by spreadog gravel with a rake (gravel level should be maintained at the same level as the
plastic rings or no more than 1/4 Inch
above the top of rings). See manufacturer's recommendations.
A
Weeds present
ManIJ21ly remove weeds
- Presence of weeds may indicate that too many fines are present (refer to Actions Needed under "Aggregate is clogged" to
address this issue)
6 . Frequency: A= Annually; B= Biannually (twice per year); 5 = Perform inspections after major storm events (24-hour storm event with a 10-year or greater recurrence interval).
3 � Inspection should occur during storm event.
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Component
Condition when Maintenance Is Needed
Action Needed
Rout[ a
Inspection
I maintenance
(Standards)
(Procedures)
arrl9Co4kaa(oontd)
Open -celled paving
grid with
AorB
None (routine maintenance)
Remove sediment debris, trash, vegetation, and I other debris deposited onto pavement (rak I es 11 and leaf blowers can be used
grass
or removing leaves)
. Follow equipment manufacturer guidelines for cleaning surface,
A b
Aggregate is clogged:
* Rehabilitate per manufacturer's recommendations.
Ponding on surface or water flows off the permeable
pavement surface during a rain event (does not infiltrate)]
A
Paving grid missing or damaged
- Remove pins, pry up grid segments, and replace grass
- Replace grid segments where three or more adjacent rings are broken or damaged
. Follow manufacturer guidelines for repairing surface,
A
Settlement of surface
. May require resetting
A
Poor grass coverage in paving grid
. Restore growing medium, reseed or plant, aerate, andtor amend vegetated area as needed
. Traffic loading may be inhtbltlng grass growth; reconsider trafflc loading if feasible
As needed
None (routine maintenance)
* Use a mulch mower to mow grass
A
None (routine maintenance)
. Sprinkle a thin layer of compost on top of grass surface (1/2" top dressing) and sweep it in
. Do not use fertilizer
A
Manually remove weeds
9 Mow, torch, or inoculate and replace with preferred vegetation
Inlettoutlet pipe
A
Pipe is damaged
Repair/replace
A
Pipe is clogged
Remove roots or debris
Underdrain pipe
Clean pipe as
Clean orifice at least
Plant roots, sediment or debris reducing capacity of
. Jet clean or rotary cut debris/roots from underdrain(s)
needed
biannually (may
underdmin (may cause prolonged drawdown period)
. If underdrams, are equipped with a flow restrictor (e.g., orifice) to attenuate flows, the orifice must be cleaned regularly
need more frequent
cleaning during wet
season)
Raised subsurface
Clean pipe as
Clean orifice at least
Plant roots, sediment or debris reducing capacity of
. Jet clean or rotary cut debris/roots from underdrain(s)
overflow pipe
needed
biannually (may
underdrain
. If underdrains are equipped with a flow restrictor (e.g., orifice) to attenuate flows, the orifice must be cleaned regularly
need more frequent
cleaning during wet
season)
Outlet structure
A, S
Sediment vegetation, or debris reducing capacity of outlet
a Clear the blockage
structure
- Identify the source of the blockage and take actions to prevent future blockages
. Frequency: A= An nu 11y; B= Biannual (twice per year); S = erTorm inspections after major storm events (24- hour storm event with a 10-year or greater recurrence interva I).
b Inspection should occur during storm event-
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Component
I
Condition when Maintenance Is Needed
Action Needed
Routin
Inspection
I Maintenance
(Standards)
(Procedures)
thlotalclutteefts1pipe"a 6c
,
Overflow
S;�l 1; expose; �W other signs of erosion daM29
stabilize surface
at discharge point
Aggregate Storage Ress)voir
Observation port
A, S
Water remains in the storage aggregate longer than
If lmmeZter c use of extended ponding is not Identified, sc�e�ule investigation o . f sub surfa ce materials or other pote ntial
anticipated by design after the end of a storm
ca uses Of system fallure.
Vegetation
Adjacent large shrubs
As needed
Vegetation related fallout clogs or will potentially clog voids
- Sweep leaf litter and sediment to prevent surface clogging and ponding
or trees
* Prevent large root systems from damaging subsurface structural components
Once in May and
Vegetation growing beyond facility edge onto sidewalks,
Edging and trimming of planted areas to control groundcovers and shrubs from overreaching the sidewalks, paths and street
Once in September
paths, and street edge
edge improves appearance and reduces clogging of permeable pavements by leaf litter, mulch and soil.
Leaves, needles, and
In fall (October to
Accumulation of organic debris and leaf litter
Use leaf blower or vacuum io blow or remove leaves, evergreen needles, and debris (i.e., flowers, blossoms) off of and away
organic debris
December) after leaf
from permeable pavement
drop (1-3 times,
depending on
canopy cover)
I
. , requency: A= AnnuaRy; B-- Biannually (twice per year); S Perform inspections after major storm events (24-hour storm event With a 1 0-year or greater recurrence interval).
b Inspection should occur during storm event.
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D. GEOTECHMCAL REPORT
Insight Engineering Co. - Storn-mater Site Plan 03,108/2018
-23-
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W. Mike �4ietzner
Metzner Home Builders, LLC
11611 Airport Road, Suite B- I
Everett, WA 98204
Dear Mr. Mietmer:
Earth Science
Subject: Geotechnical Investigation and Infiltration Tests
Nfietzaer Plat
860-9/8611/861,5 - 244th Street SW
Edmonds, Washington
L&A Job No. 16-117
INTRODUCTION
We understand that the development a 16-lot plat residential project is proposed for the
subject Property located at the above address i Edmond , W hing o . A
es n s as xt n . t your
request, we have completed a preliminary geotechnical investigation. for the subject
proiect. The purpose of this investigation is to explore and characterize subsurface (soil
and groundwater) conditions of the project site and evaluate feasibility of onsite
storin-water disposal. Presented in this report are our findings of subsurface conditions
and recommendations for onsite stormwater disposal.
PROJECT DESCRIPTION
A three-story, above -grade. wood -framed. single-fai i y residen i
n 11 ce s to be constructed on
each of the lots. The residence structures are to be supported on perimeter concrete
stemwalls, interior load -bearing walls, beams, and columns. The lots are to be accessed
19213 Kenlake Place NE - Kenmore, Washington 98028
Phone (425) 483-9134 - Fax (425) 486-2746
�J
August 4, 2016 (Revised 3/21/2018)
r Nfietzner Plat
L&A. Job No. 16-117
Page 2
from 244th Street SW via a paved driveway entering the south side of and traversing
northward into the interior of the site., with a hammerhead at the north end of this
driveway.
SITE CONDITIONS
SURFACE CONDITION
The general location of the project site is shown on Plate I — Vicinit�� Map, attached
hereto- The site is situated on a gentle, southerly -declining slope. Within the site. the
ground isvery gently sloped. It is bounded by 2441 Street SW to the south and adJoined
by residential development to the north, east, and west. The project site is a rectangle -
shaped land elongated in the north -south direction. The townhomes are to be accessed
via an access road with porous pavement.
6__J GEOLOGIC SETTING
—I The Geologic M�P of the Edmonds East and Part of the Edmonds,. West Quadrangles,
Washington, by James P. Minard.. published by U. S. Geological Survey in 1983. was
referenced for the geologic and soil conditions at the project site. According to this
publication, the surficial soil unit at and in the vicinity of the site is mapped as Vashon
Till (Qvt) deposits.
J
The geology Of the Puget Sound Lowland has been modified by the advance and retreat of
several glaciers in the past one million years or so and the subsequent deposits mid
erosions. The latest glacier advanced to the Puget Sound Lowland is referred to as the
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L&A Job No. 16-117
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Vashon Stade of the Fraser Glaciation -which had occurred during the later stages of the
Pleistocene Epoch, andretreated from the region some 12,500 years ago.
6--j
r i The deposits of the Vashon till soil unit were plowed directly under glacial ice during the
most recent glacial period as the glacier advanced over an eroded. irregular surface of
older formations and sediments. This soil unit is composed of a mixture of unsorted clay,
silt, sand, gravel, and scattered cobbles and boulders. The Vashon till soil over the top
two to four feet is normally weathered to a medium -dense state, and is moderately
permeable and compressible. The underlying fresh till soil. commonly referred to as
"hard pan", is very -dense and weakly -cemented. The fresh till soil possesses a
compressive strength comparable to that of low-grade concrete and can remain stable on
steep natural slopes or man -make cuts for a long period. The fresh till deposits can
provide excellent foundation support with little or no settlement, but are of extremely low
permeability and would hardly allow stormwater to seep through.
SOIL CONDITION
Subsurface conditions of the project site were explored with three backhoe test pits
excavated on August 1, 2016, with a tire -mounted backhoe to depths of 7.5 and 9.0 feet.
The approximate locations of the test pits are shown on Plate 2 - Site and Exploration.
the
Location Plan. The test pits. designated as TP-1, TP-2 and TP-3, were located with ei r
a. tape measure or by visual reference to existing topographic features in the field and on
the topographic survey map, and their I ocations should be considered as only accurate to
the measuring method used.
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L_J A geotechnical engineer from our office was present during subsurface exploration,
77 examined the soil and geologic conditions encountered, and completed logs of test pits,
Soil samples obtained from each soil laver in the test pits were visually classified in
general accordance with United Soil Classification Systern, a copy of which is presented
on Plate 3. Detailed descriptions of soils encountered during site exploration are
presented in test pit logs on Plates 4 and 5.
The test pits encountered a layer of topsoil, about 8 to 12 inches thick, mantling the site.
The topsoil is underlain by a layer of weathered soil of light -brown to brown, medium -
dense, silty fine sand with trace to some gravel, about 2.3 to 3.5 feet thick. Underlying
the weathered soil is underlain to the depths explored kv a glacial till deposit of light -gray,
very -dense, cemented, gravelly,
silty, fine sand with. occasional cobble.
GROUNDWATER CONDITIO-N
3routud',vater was not encountered in any of the three test pits excavated on the site, The
very -dense, cemented, glacial till deposit underlying the site at shallow depth is of
extremely low permeability and would hardly allow storrawater to seep through. This till
deposit would perch storinwater infiltrating into the more permeable surficial soils. The
arnount of and the depth to the near -surface perched groundwater would fluctuate
seasonally, depending on precipitation, surface runoff, ground vegetation. cover., site
utilization, and other factors. The perched groundwater would accumulate and rise in the
wet winter months and may dry up completely during the dryer sum. mer months. The
project is in a local highland with a relatively small drainage basiri. Therefore,
groundwater under the site would be limited.
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L&A Job No. 16-117
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L-J ONSITE STORMWATER DISPOSAL RECOMMENDATIONS
r-1 General
r--i
Low Impact Development (LID) methods for onsite stormwater disposal, include storage
and reuse, splash blocks, surface dispersion, infiltration trenches, rain gardens (bio-
retention cells), Porous pavement may be considered for onsite stormwater disposal.
These methods are discussed below.
Storage and Reuse
Roof runoff may be stored in cisterns or barrels during rainstorms. Water stored may be
used later for watering plants and irrigating lawns.
Splash Blocks
The proposed residences are of limited total impervious area. Therefore, using splash
blocks under roof downspouts to spread roof runoff onto grass covered yards would be
sufficient to dispose roof runoff. Downspouts should be extended to at least 6 feet awav
from the structures where. splash blocks are placed to create sheet flow* onto the yards.
The yards should be re -graded as necessary to allow disposed stormwater to flow away
from the townhomes.
Infiltration Trenches
The project site is underlain at shallow depth by a very -dense, cemented, glacial till
deposit of extremely low permeability. Therefore, using infiltration trenches or rain
gardens I to dispose stormwater solely by infiltration would require a large infiltration
bottom area, will be . inefficient and may not work well. If used, infiltration trenches
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17 Mietzner Plat
L&A Job No. 16-117
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installed into till soil should be sized based on a design infiltration rate 017 0.15 iph (inches
per hour).
L_J
Infiltration trenches should be located on the downhill side of adjacent structures, and
should be set back at least 5 feet from property lines and 10 feet from nearby structure
foundations or utility trenches. Also, the trench bottom should be at least 12 inches lower
than the a4jacent footing foundations and utility trenches. The tightlines conveying
storinwater into infiltration trenches should have sufficient grade (1% minimum) to
generate flow by gravity. Tightlines conveying stormwater into infiltration trenches
should have sufficient gradient (1% minimum) to generate flow by gravity. A clay or
lean concrete dam should be constructed in the tightline trencbe� to form an impermeable
barrier to keep water in infiltration trenches fi-om flowing bac vard to adjacent structures
kv
or utility trenches.
The side walls (but not the bottom) of the infiltration trenches should be lined by a layer
of non -woven -filter fabric (Mirafi 140N'S). The trenches are then filled with clean-, 3/4 to
1-1/2 inch washed gravel to within about 12 inches of the finish grade. The dispersing
Pipes, consisting of 4-inch, perforated PVC pipes, spaced at no more than 4 feet on
centers, should be embedded in the gravel fill at about 2 f�et biFow- 'top of trenches. The
top of the gravel fill should then be covered with the same filter fabric and the remaining
trenches filled with onsite clean sandy soil. Infiltration trenches, if installed tinder access
road should have gravel fill placed in 10-inch lifts with each lift densified to a non -
yielding state with a vibratory mechanical compactor.
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Rain Gardens (Bio-retention Cells)
In addition to infiltration, rain gardens may also rely on evaporation into the air and
absorption by vegetation roots for stormwater disposal. Rain gardens should be about 3
r 7 feet deep with their bottom cut into weathered soil. If used, rain gardens installed into
'_J
alacial till soil should be sized based on a design infiltration rate of 0.151 iph (inches per
C
r-- hour). Rain gardens should be located on the downhill side of adjacent structures and
should be set back at least 5 feet from property lines and 10 feet from adjacent structure
foundations and utility trenches. Tightlines conveying sto water into rain ga dens
rm r
should have sufficient gradient (1% minimum) to generate flow by gravity. A clay or
lean concrete dam should be constructed in the tightline trenches to form an impermeable
barrier to keep water from flowing backward to adjacent structures.
L I
Soil samples should be obtained from the soil stratum into which storInwater is to be
dilsposed for cation exchange rate to detennine whether the soil stratum has sufficient rate
to purify pollutant. If not, rain garden ponds (and infiltration trenches) should be lined
with a layer of aniended soil at least 18 inches thick. The amended soil should consist of
adequate compost mixed with clean medium to coarse sand to achieve an organic content
of at least 10% by dry weight.
Rain garden ponds should be vegetated -for erosion control and the vegetation should be
fully established before the ponds can be put in use for stormwater disposal. Planted
vegetation should be tolerant of ponding water and saturated soil conditions in the winter
months and drought in the summer months. In general, the predominant, plants should be
of facultative species adapted to stresses associated with wet and dry conditions.
.-J
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Typically, the plants may comprise of red twig dogwood, rushes, sedges, salmonberry and
twinberry and ornamentals such as royal ferns, big -leaved ligularias or various primroses.
r I Surface Dispersion
L__J Runoff over roofs and paved driveways may be disposed onsite by surface dispersion. A
surface dispersion system should consist of a distribution trench and a vegetated flowpath
on the downhill side of the houses to be constructed on the lots. This method will work
well only if there is sufficient open space to install this surface dispersion system on each
lot.
Porous Pavement
General
Porous pavement may be used for driveways of the proposed development to aBow runoff
to infiltrate into the. ground. Two in -situ infiltration tests bad been conducted within the
footprint of the proposed access road of the project site, with the test results presented in a
report titled "Infiltration tests, Mietzner Plat, 8609/8611/8615 — 24461 Street SW,
Edmonds, Washington,* dated August 3 ). 2017. These tests were conducted in summer on
July 3, 2017, and City of Edmonds requires that one additional infiltration test be
r -i conducted in winter. Therefore, we completed one more infiltration test on February 7,
2018, to meet city's requirement. Tbe results of this additional infiltration test are
presented in this report. This test was for the access road with porous pavement of the
over which runoff is to be disposed by seeping through porous pavement and infiltrating
into the subgrade soils underlying the road. bed materials-
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L&A Job No. 16-117
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r
In -situ InfiltrationTest
The location of the additional infiltration test, designated as IT-3, is shown on Plate 2
attached hereto. The infiltration test pit was located inside the footprint of the proposed
r i access road. The bottom of the infiltration test pit was excavated to about 19 inches deep,
approximately the level of subgrade soils under the proposed access road-, and was
excavated into a -weathered deposit of brown, silty fine sand with trace gravel.
Dimensions of the infiltration test pit and the soil condition at bottom, of the pits are
r7 presented in the table below:
1_j
71 TEST PIT SIZE AND SOIL CONDITION
_j 11 Test Pit
Description of Soil
No. Size
at Bottom of Test Pit
IT-3 3.58'x 3.67'
Brown, silty fine SAND,
X 1.58'deep
trace gravel
r_1
The in -situ infiltration tests were conducted in accordance with the Small Pilot Test
procedure outlined in Edmonds 2014 Stormwater Code. The infiltTation test pit was first
filled with water to about 12 inches deep for six hours to soak the soils beneath the pit.
Clear tap water was used in the test. The infiltration test was then conducted in the pit in
accordance with the test procedure of the stormwater code. The test results were
presented in the APPENDIX attached to this report.
The initial infiltration rate of the infiltration test, K,,t j,,itial, is to be corrected according to
r I the following equation to get the design infiltration rate., K,at.
K--t = CIFT x Ksot i,itiai , where CFT = CFv x CFt x CFm
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__J where, CFv = factor of variability and number of locations tested, = 0,333 to 1.0
CFt factor of uncertainty Of test method, = 0.5 for small scale test, and
CF. 0.9.
7)
Use a middle value 0.65 fbr CF,, thus, CFT =(0.65) (0.5) (0-9) = 0.29. The design Ksat
values, shown in attached APPENDIX, were thus determined to be 0.87 iph (inch per
hour) for Test IT-3. We recommend that an infiltration rate of 0.75 iph be used in design
of storm runoff disposal over permeable pavement of the access road.
Recommendations of Porous Pavement Road
A design infiltration rate of 0.75 iph (inch per hour) may be used for design of porous
r_1 pavement. A 1 0-inch thick layer of railroad ballast rocks (3/4 to 2-1/2 inch. crushed rock)
is to be placed over prepared subgrade soils and compacted to a firm condition with. a
vibratory compactor. The railroad road ballast rocks should be covered with a layer of
non -woven filter fabric (Mirafi 140NS) and topped with a 4-inch layer of 5/8-inch
crushed rock. This crushed rock base should also be compacted to a non -yielding state.
The porous pavement with a minimum thickness of 4 inches should then be constructed
over the crushed 5/8-inch crush rock base.
LIMITATIONS
This report has been prepared for the specific application to the subject project for the
Z�xclusive use by Mietzner Homes, and its 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
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L&A Job No. 1. 6-1,17
Page I I
construction. The conclusions and interpretations in this report, however, should not be
construed as a warranty of the subsurface conditions. The scope of this report 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 subsurface conditions encountered in
the infiltration test pit, 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
encountered in the test pits. 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 veri - or modi4r them in writi p r
to proceeding further with the construction work. A, ng rio
LIMITATIONS
This report has been prepared.for the specific application to this project for e e usive
t1i xe I
use bv Mietzner Home Builders, LLC, and its associates, representatives, consultants and
contractors. The conclusions and interpretations in ibis report, however., should not be
construed as a warranty of subsurface conditions of the site. The scope of this
investigation does not include services related to construction safety precautions and our
LI_U & ASSOCIATES, INC.
-August 4, 2016 (Revised 3/21/2018)
Mietzner Plat
L&A Job No. 16-117
Page 12
recommendations are not intended to direct the contractor's methods, techniques,
sequences or procedures, except as specifically described in this report for design
considerations. All. geotechnical construction work should be monitored by a
geotechnical engineer during construction.
CLOSURE
'Ale are pleased to be of service to you on this project. Please feel free to contact us if you 1mve
questions regarding this report or need further consultation.
Five plates attached
Yours very truly,
LIU & ASSOCIATES, INC.
J. S. (Juliaii) Liu, Ph.D., P.E.
Principal
LIU & ASSOCIATES, INC.
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GeotechniCal Engineefing - Engineering Geology - Earth Science
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SITE AND EXPLORATiON LOCATION PLAN
MIETZNER PLAT
8615 - 24TH STREET SW
EDMONDS, WASHINGTON
r
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r I
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UNIFIED SOIL CLA.SSIFICATION S'SYSTElim
MAJOR DIVISIONS GROUP GROUP NAME
SYMBOL
GRAVEL
CLEAN
GW
WELL-GWIDED GRAVEL, FINE TO COARSE GRAVEL
COARSE-
MORE THAN 50% OF
GRAVEL
GP
POORLY -GRADED GRAVEL
GRAINED
COARSE FRACTION
GRAVEL WITH
GM
SILTY GRAVEL
SOILS
RETAINED ON NO. 4 SIEVE
FINES
GC
CLAYEY GRAVEL
SAND
CLEAN
SW
WELL -GRADED SAND, FINE TO COARSE SAND
MiORE THAN 50%
MORE THAN 50% OF
SAND
SP
POORLY -GRADED SAND
-RETAINED ON THE
COARSE FRACTION
SAND WITH
S M
S ILTY SAND
NO, 200 SIEVE
PASSING NO. 4 SIEVE
FINES
SC
CLAYEY SAND
FINE-
SILT AND CLAY
INORGANIC
ML
SILT
GRAINED
LIQUID LHAT
CL
CLAY
SOILS I
LESS THAN 50%
ORGANIC I
OL
ORGANIC SILT, ORGANIC CLAY
MORE THAN 50%
Si LTY AND CLAY
INORGANIC
MH
SILT OF HIGH PLASTICITY, ELASTIC SILT
PASSING ON T HE
LIQUID LIMIT
CH
CLAY OF HIGH PLASTICITY, FAT CLAY
NO, 200 SIEVE
50% OR MORE
ORGANIC
OH
ORGANIC SILT, ORGANIC SILT
HIGHLY ORGANIC SOILS
PT
PEAT AND OTHER HV3HLYORGANIC SOILS
NOTES- SOIL MOISTURE MODJF�j P:
FIELD CLASSIFICATION IS BASED ON VISUAL EXAMINATION DRY - ABSENCE OF MOII STURE, DUS DRY TO
OF SOIL IN GENERAL ACCORDANCE WITH ASTM D2488-83. T14E TOUCH
1 SOIL CLASSIFICATION' USINGLABORATORY TESTS IS BASED SLIGHTLY MOIST - TRA,,,E MOIS'F"URE, NOT DUSTY
ON AS TIM D2487-83.
MOIST - DAMP, BUT NO VISIBLE WATER
3. DESCRIPTIONS OFS,'0iL DENSI TY OR CONSISTENCY ARE VERY MOIST - VERYDAIAP, MIOISTURE FELT TO THE TOUCH
BASED ON INTERPRE TIATION OF BLOW -COUNT DATA, VISUAL WET - VISIBLE FREE ',]'JATER OR SATURATED,
APPEARANCE OF SOILS, AND/OR TEST DATA. USUALLY SOIL IS OBTAINED FROM BELOW
WATER TABLE
LIU & ASSOCIATES, INC.
Geotechnical Engineering - Engineering Geology - Earth Science
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UNIFIED SOIL CLASSIFICATION SYSTEM
PLATE 3
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TEST PIT NO. I
Logged By., JSL Date: 8/1/2016
Ground Ef. +
Depth
SCS
CLASS.
Soil Description
-�arnpjf�-
No,
—W
%
Test
OL
Dark -brown, loose, organic, silty fine SAND, some roots, moist
CqE§219
SM
- - - - - - - - - - - - - - - - - - - - -
Light -brown, medium -dense, silty fine SAND dry
2
-CjgWt-ir-ay-, v-ery--de-n-se-, g-ra-v-el1-y,-;i-1ty-, fi-ne - - - - - - - - - - - - - - -
SAND, occasional
cobble, cemented, slightly -moist (VASHON TILL)
6
7
ITest
pit terminated at 9.0 ft; groundwater not encountered.
TEST PIT NO. 2
Logged By: JSL Date: 811/2016
Ground El, +
Depth
uses
Sample
W
Other
ft,
CLASS.
Soil Description
I %
Test
01
Dark -brown, loose, organic, silty fine SAND, some roots, moist
-------------------------------------------
(TOPSOIL)
2
SM
Brown, medium -dense, silty fine SAND, trace gravel, moist to wet
3
4
- -
- - - -
- - - - - - -- - - - - - - - - - - - - - - - - - --- - - - - - - - - - -
—
SM
Light-gray,very-dense, gravelly, silty, fine SAND, occasional
6
cobble, cemented, very -moist to moist (VASHON TILL)
LIU & ASSOCIATES, INC.
Geotechnical Engineering - Engineering Geology Earth Science
.... -- -.1- ---l-11 ----- - ---- - 1111 . . ...... ---- - .. ........... 1.1.11, . ...... ... . .... ......... -.1111 .................. . . .......... ...... ... .... ... ..... .
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LIU & ASSOCIATES, INC.
Geotechnical Engineering
Engineering Geology
R' F 2 U S SCANIV60
DEC 11 2018 JAN g Z. Zgl�
BUILDING DEPARTMENT
CITY OF EDMONDS
Earth Sc4enoe
February 16,2018
Mr. Mike Mietzner C= COPI ly
Mietzner Home Builders, LLC
11611 Airport Road, Suite B- I
Everett, WA 98204
Dear Mr. Mietmer:
Subject: Additional Infiltration Test
Nfletzner Plat
8609/8611/8615 - 244th Street SW
Edmonds, Washington
L&A Job No. 16-117
INTRODUCTION
We previously completed a geotechnical investigation and two infiltration tests for the
subject project, with our findings of project site conditions and infiltration test results
presented in the following reports: 1) "Geotechnical Investigation, Mietzner Plat,
8609/8611/8615 - 244th Street SW, Edmonds, Washington," dated August 4, 2016, and,
2) Infiltration tests, Mietzner Plat, 8609/8611/8615 — 244h Street SW, Edmonds,
Washington," dated August 3, 2017. The previous infiltration tests were conducted in
summer on July 3, 2017, and City of Edmonds requires that one additional infiltration test
be conducted in winter. Therefore, we completed one more infiltration test on February 7,
2018, to meet city's requirement. Presented in this report are results ofthis additional
infiltration test. This test was for the access road with permeable pavement of the project
over which runoff is to be disposed by seeping through permeable pavement and
infiltrating into the subgrade soils underlying the road bed materials.
19213 Kenlake Place NE - Kenmore, Washington 98028
Phone (425) 483-9134 - Fax (425) 486-2746
February 16,2018
Additional Infiltration Test — Mietzner Plat
L&A Job No. 16-117
Page 2
In -situ Infiltration Test Pit
The location of the additional infiltration test, designated as IT-3, is shown on Plate I
attached hereto. The infiltration test pit was located inside the footprint of the proposed
access road. The bottom of the infiltration test pit was excavated to about 19 inches deep,
approximately the level of subgrade soils under the proposed access. road, and was
excavated into a weathered deposit of brown, silty fine sand with trace gravel.
Dimensions of the infiltration test pit and the soil condition at bottom of the pits are
presented in the table below:
TEST PIT SIZE AND SOIL C-.ONnITInM
Test
Pit
Description of Soil
No.
Size
at Bottom of Test Pit
IT-3
3.58'x 3.67'
Brown, silty fine SAND,
—
X 1.58'deep
trace gravel
Inflitration Test Procedure and Test Results
The in -situ infiltration tests were conducted in accordance with the Small Pilot Test
procedure outlined in Edmonds 2014 Stormwater Code. The infiltration test pit was first
filled with water to about 12 inches deep for six hours to soak the soils beneath the pit.
Clear tap water was used in the test. The infiltration test was then conducted in the pit in
accordance with the test procedure of the stormwater code. The test results were
presented in the APPENDIX attached to this report.
The initial infiltration rate of the infiltration test, Ksginitial, is to be corrected according to
the following equation to get the design infiltration rate, Ksat.
LIU & ASSOCIATES, INC.
February 16,2018
Additional Infiltration Test — Mietzner Plat
L&A Job No. 16-117
Page 3
Ksat= CFTx Ksat initiai , where CFT= CFv x CFt x CFm
where, CF, = factor of variability and number of locations tested, = 0.33 to 1.0
CFt = factor of uncertainty of test method, = 0.5 for small scale test, and
CF. = 0.9.
Use a middle value 0.65 for CF,, thus, CFT = (0-65) (0.5) (0-9) = 0.29. The design Ksat
values, shown in attached APPENDIX, were thus determined to be 0.87 iph (inch per
hour) for Test IT-3. We recommend that an infiltration rate of 0.75 iph be used in design
of storm runoff disposal over permeable pavement of the access road.
LEMTATIONS
This report has been prepared for the specific application to the subject. project for the
exclusive use by Mietzner Homes, and its 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 tkis report during
construction. The conclusions and interpretations in this report, however, should not be
construed as a warranty of the subsurface c onditions. The scope of this report 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 subsurface conditions encountered in
the infiltration test pit, our engineering analyses, and our experience and engineering
LIU & ASSOCIATES, INC.
February 16, 2018
Additional Infiltration Test — Mietzner Plat
L&A Job No. 16-117
Page 4
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
encountered in the test pits. 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 further with the construction work.
CLOSURE
We are pleased to be of service to you on this project. Please feel free to contact us if you
have questions regarding this report or need further consultation.
Yours very truly,
LIU & ASSOCIATES, INC.
J. S. (Julian) Liu, MD., P.E.
Principal
One Plate and Appendix attached
LIU & ASSOCIATES, INC.
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SITE AND INFILTRATION TEST LOCATION PLAN
LIU & ASSOCIATES. INC. MIETZNER PLAT
860918611/8615 - 244TH STREET SW
Geotechnical E4neering - Engineering Geology - Earth Science
EDMONDS, WASHINGTON
JOB NO. 16-Ll 7 17-'
UT-E-8- PLATE 1
APPENDIX
INFILTRATION TEST CHECKLIST (SMALL PILOT TEST)
MIETZNER PLAT
8609/8611/8615 - 244TH STREET SW
EDMONDS, WASHNGTON
JOB NO. 16-117
LIU & ASSOCIATES, INC.
INFILTRATION TEST CHECKLIST
L&A Project No.: I & - (I I I Project Name e-�-;rVlf' Flo+. Test Date
Project Address:% 1860196PS -
Test No.: J*T.-31 — Test Pit Bottom Dimensions 3,99)( ?�. �,J Depth �7
Bottom Area (s.f.) 15-2- Soil Condition 1�roon -510!�j F�qe- StuiJ
TEST PROCEDURE:
I . Pre-soak Period: Add water to maintain water level at least 12 inches above the bottom of
test pits for at least 6 hours. Record the time and depth of water hourly in the table below.
Time of
Measurement
:mm)
Depth of Water
In Pit
(inches)
o 1 *2-
S114 -
toz 17,
IVA
(z
2. Steady-state Period: The steady-state data is used to establish the measured infiltration rate.
2.1 Add water to the test pit at rate that will maintain a depth of at least 12 inches above
bottom of the test pit for 1 full hour. During this hour, record the time, depth of water,
cumulative volume, and instantaneous flow rate very 15-minute in table below.
2.2 Calculate the infiltration rate for each 15-minute interval. First convert the flow rate to
in31hr and the test pit bottom area into in2. Divide the flow rate by the bottom area and
record the result in the table below.
Time of
Measurement
Lh:mm)
.A." 3,85
Depth of Water
In Pit
(inches)
IZV+"-.
Cumulative
Volume
(gallons)_
-
Flow—
Rate
(gPm)
-
Infiltration
Rate
-(in/hr)
-
14-z 50
V/9 -
T 3 0
Ot fgl—
MAC
zo
I Z.
+ 5�0-
5 t Z-O
-------
570
% 7
1 gallon = 231 in'.
3. Falling Head Period: The falling head data is used to confirm the measured infiltration
rate calculated from the steady-state data.
3.1 At the end of the steady-state period, turn off the water and immediately record the
time and depth of water in the table below. Record the time and depth of water every
15-minute for a minimum of 1 hour, or until the pit is empty.
3.2 Calculate the infiltration rate for each 15-minute interval (change in depth at each
interval x 4) and record the results in the table below.
Time of
Measure
(15-min. nterval)
Depth of Water
In Pit
(inches)
Infiltration
Rate
(in/hr)
I z
0 0
42-
4. Check for high groundwater/immediate groundwater mounding:
4.1 Within 24 hours after the failing head period, excavate the bottorV'51�he pit.
4.2 Is standing water or seepage visible in excavated hole? (Yes
4.3 If yes", record depth : _ ft.
5. Data Analysis / "Measured Infiltration Rate" Selection (use the falling head data to confirm
the measured infiltration rate calculated from the steady-state data):
5.1 Steady-state measured infiltration rate: Provide the lowest infiltration rate from steady-
state table above: 3-1,. 19 in/hr-
5.2 Select "Measured Infiltration Rate":
__ ?, 0 in/hr
5.3 If the lowest measured infiltration rate is less than the minimum rate aSSDciated with
an infiltration BMP, that BMP cannot be used.
5.4 If the measured infiltration rate is less than all minimum infiltration ratesfor infiltration
BMPs, no further investigation is required.
6. Calculate "Design Infiltration Rate!': The design infiltration rate shall be calculated by applying
the appropriate correction factor to the above measured infiltration rate.
6.1 Select a correction factor.
Site variability and number of locations tested, CF,
Uncertainty of test method, CFt = 0, 15
De - gree of influent control to prevent siltation and bio-buildup, CFm
Total correction factor = CFv x CFt x CFm = 0
6.2 Calculate the Design Infiltration Rate below:
Design Infiltration Rate = 0, zq x 73%0 in,thr
Infiltration Test performed by: Print Name _dF ::::*
Signatureg. S_ L—I"U, Date
Company Lj tj & S ;r-K e—
W. City of Edmonds
F-111� E 19 U 0
DEC 1 1 2018
Buil E)ILA— ---- —T 11VIEN I
Public Works Department, Engineering Division ar—r 7 —0
Fr
Em NDS
121 Sth Ave N
Edmonds, WA 98020
Checklist 4:
Methods for Determining Infdtration RaPesTT�f
SCAP,f�jeD
JAN V 1 &19
Per ECDC 18.30, all Category I projects must comply with Minimum Requirements No. I through No. 5,
and all Category 2 projects must comply with Minimum Requirements No. I through ND. 9. If infiltration
facilities are proposed to meet Minimum Requirement Nos. 5, 6, and/or 7, soil infiltration rates must be
measured using approved soil infiltration testing procedures.
Infiltration facilities shall be prepared in accordance with the Department of Ecology's 'Storinwater
Management Manual for Western Washington (SWMMWW), ECDC 18.30, and the requirements in the
Edmonds Stormwater Addendum (Addendum). Because the SWMMWW does not always include clear
itemization of project procedural and/or submittal requirements, the City of Edmonds developed
Appendix B of this Addendum (Methods for Determining Design Infiltration Rates) as Avell as this
accompanying checklist to aid project proponents and plan reviewers in complying with the applicable
SWMMWW requirements. In addition, City -specific requirements (i.e., requirements presented in
ECDC 18.30 and the Addendum that are not included in the SWMMWW) are also included in the
appendix and checklist.
This checklist reflects most, but not necessarily all, of the items that shall be performed by the project
proponent, and documented for review by the Engineering Division. It is intended to be used as an aid for
developers and plan reviewers by providing a foundation for clear and consistent infiltration evaluation
processes in the City of Edmonds. However, all items may not be applicable to every project, and all
items of concern to this office may not be covered on this checklist. Project proponents must review
Appendix B in detail to identify complete infiltration testing requirements. Last, -methods and procedures
outlined herein can vary depending on the project. The headings outlined below represent the City's
recommended process, though variations are acceptable as long as all of the required information is
evaluated and documented.
Applicant:
Application #:
ADDENDUM CHECIOST 4 1
Within each blank cell, enter comment codes as follows:
C = Complete R Revise (i.e., make corrections)
N/A = Not Applicable M Missing (i.e., please include)
Incomplete
APPLICATIONS
(SWMMWW Volume III, Section 3.3.5)
Method 1 — Field Testing
Large -Scale Pilot Infiltration Test (PIT) applies to infiltrationfacilities with drainage areas
than I acre (i.e., projects that are using the "Detailed Method'�- see Addendum
Agreater
Checklist 6), and may be used to demonstrate infeasibility of bioretention, permeable
pavement, or rain gardens in meeting Aftnimum Requirement No. 5.
Small -Scale Pilot Infiltration Test (PID applies to infiltrationfacilities with drainage areas
C
less than I acre (i.e., projects that are using the "Simple Melhod'�- see Addendum
Checklist 6), and may be used to demonstrate infeasibility of biorelention,permeable
pavement, or rain gardens in meeting Minimum Requirement No. 5.
U.S. EPA Falling Head Percolation Test Procedure (as Modfiedfor the City of Edmonds)
may only be usedfor BMP performance verification testing. May not be usedfor BMP
design or to demonstrate infeasibility of bioretention, permeable pavement, or rain gardens
in meeting Minimum Requirement No. 5.
Method 2 — Soil Grain Size Analysis
Soil Grain Size Analysis may only be used at project sites that are underlain by soils not
A
consolidated by glacial advance (e.g., recessional outwash soils), and may not be used to
demonstrate infeasibility of bioretention, permeable pavement, or rain gardens in meeting
Minimum Requirement No. 5.
PROCEDURES
(SWMMWW Volume III, Section 3.3.5 and 3.4)
See Addendum Appendix B — Methods for Determining Design Infiltration Rates, as well
as Addendum Checklists 5 and 6.
Correction Factor
(SWMMWW Volume 111, Section 3.3.6)
For application of correction factors for bioretention, permeable pavement, and rain
gardens, refer to SWMMWW Volume III, Section 3.4; Addendum Appendix B; and
Addendum Checklist 5: Field and Design Procedures for Bioretention, Permeable
Pavement, Rain Gardens, and Downspout Infiltration Systems for application of correction
factors.
ADDENDUM CHECKUST 4
10
11
12
13
Within each blank cell, enter comment codes as follows:
C = Complete R Revise (i.e., make corrections)
N/A = Not Applicable M Missing (i.e., please include)
IC = Incomplete
For all other infiltration facilities, the design saturated hydraulic conductivity is calculated
using the following equation:
Ksatd,.ig., = Ksatiniti., x CFv x CFT X CFM
CFv CF for site variability and number of test locations
0.33 to 1.0
High uncertainty in subsurface conditions = lower CFv
High certainty in subsurface conditions = higher CFv
CFT CF for test method used
For the large-scale PIT method, CFT= 0.75;
For the small-scale PIT method, CFT = 0.50
For other small-scale infiltration tests (e.g., EPA falling head), CFT 0.40
For grain size analysis, CFT = 0.40.
CFm = CF for influent control to prevent siltation and bio-build up = 0.9.
Method 1 —Field Testing
(SWMMWW Volume 111, Section 3.3.6)
/A
Large -Scale Pilot tnfiltration Test (Pl'f)
Preparation of Test Hole
Excavate the test pit to the depth of the bottom of the proposed infiltration facility.
Lay back the slopes sufficiently to avoid cavi ag and erosion during the test, or consider
shoring the sides of the test pit.
The horizontal surface area of the bottom of the test pit should be approximately 100 square
feet.
Accurately document the size, location, and geometry of the test pit.
Install a vertical measuring rod (minimum 5 feet long) marked in 0.5-inch increments in the
center of the pit bottom..
Convey water to the pit using a rigid 6-inch diameter pipe with a splash plate on the bottom
to convey water to the pit.
L- Soaking Period
Pre-soak: Add water to the pit at a rate that will maintain a water level between 6 inches and
12 inches above the bottom of the pit.
Note: For infiltrationjacilifies serving large drainage areas, designs with multiplefeet of
standing water can have infiltration tests with greater than I foot of standing water. The
depth must not exceed the proposed maximwn depth of water expected in the! completed
facility.
Every 15 to 30 minutes, record the cumulative volume and instantaneous flow rate (in
gallons per minute) necessary to maintain the water level at the same point on the
.
measunng rod.
ADDENDUM CHECKUST 4
16
17
is
19
20
21
22
23
24
25
26
27
28
29
30
Within each blank cell, enter comment codes as foHows:
C = Complete R Revise (i.e., make corrections)
N/A = Not Applicable M Missing (i.e., please include)
IC = Incomplete
NIA
Add water to the pit until I hour after the flow rate into the pit has stabilized while
maintaining the same pond water level (usually 6 hours). The total
of the pre-soak time plus
I hour after the flow rate has stabilized should be no less than 6 hours.
Measurement of the Infitration Rate
After the flow rate has stabilized for at least I hour, turn off the water and record the rate of
infiltration (the drop rate of the standing water) in inches per hour from the measuring rod
data, until the pit is empty. Use 30-minute or I -hour increments.
Calculate the Design Infiltration Rate
Calculate and record the infiltration rate in inches per hour. Use the lowest hourly rate
determined in row 17 above.
To compute the design infiltration rate (Ksat&,i,), adjust the final measured infilt ation
rates by the appropriate correction factors outlined above.
Groundwater Mounding
Over -excavate the pit to see if the test water is mounded on shallow restrictive layers or if it
has continued to flow deep into the subsurface. The depth of excavation varies depending
on soil type and depth to hydraulic restricting layer, and is determined by the design
\J/
professional engineer or certified soils professional. Mounding is an indication that a
mounding analysis is necessary.
SmaH-Scale Pilot Infiltration Test
C
Preparation of Test Hole
C
-Excavate the test pit to the estimated surface elevation of the proposed infiliTation facility.
/A
For bioretention, excavate to the estimated elevation at which the imported �soil mix will lie
—
on top of the underlying native soil.
C
For permeable pavements, excavate to the elevation at which the imported subgrade
materials, or the pavement itself, will contact the underlying native soil.
Lay back the slopes sufficiently to avoid caving and erosion during the test� or consider
shoring the sides of the test pit.
The horizontal surface area of the bottom of the test pit should be 12 to 32 S_
quare feet.
C
Accurately document the size, location, and geometry of the test pit. -
c
Instal I a vertical measuring rod that is marked in 0. 5-inch increments in the center of the pit
bottom.
Convey water to the pit using a rigid pipe with a splash plate on the bottom Ito convey water
to the pit. Use a 3-inch-diameter pipe for pits on the smaller end of the recommended
surface area, and a 4-inch pipe for pits on the larger end of the recommended sur ace
f area.
Soaking Period
Pre-soak: Add water to the pit so that there is standing water for at least 6 hours. Maintain
the water level at least 12 inches above the bottom of the pit.
Add water to the pit at a rate that will maintain a fixed 6- to 12-inch water level above the
bottom
of the pit over a full hour. The depth should not exceed the proposed maximum
depth of water expected in the completed facility.
ek oc'kek Z;.e-4- OVI-1
ENDU I VC'HkGCKUST 4
0'- q(QVel beFSe—., W"_'l W6-170V 4 (n tot) & 64- o ve4i)'-6
31
32
33
34
3 5
36
37
38
39
40
44
42
43
44
Within each blank cell, enter comment codes as follows-.
C = Complete R Revise (i.e., make corrections)
N/A = Not Applicable M Missing (i.e., please include)
IC = Incomplete
Every 15 minutes, record the cumulative volume and instantaneous flow rate in gallons per
C
minute necessary to maintain the water level at the same point (between 6 to 12 inches) on
the measuring rod. The specific depth should be the same as the maximum designed
ponding depth (usually 6 to 12 inches).
Measurement of the Infiltration Rate
After the flow rate has stabilized for I hour, turn off the water and record the rate of
infiltration (the drop rate of the standing water) in inches per hour from the measuring rod
data, until the pit is empty. Use 15-minute increments if feasible.
Calculate the Design Infiltration Rate
c
Calculate and record the infiltration rate in inches per hour. Use the lowesthourly rate
determined in row 32 above.
To compute the design infiltration rate (Ksatdr.,ig.), adjust the final measured infiltration
rates by the appropriate correction factors outlined above.
Groundwater Mounding
Over -excavate the pit to see if the test water is mounded on shallow restricfive layers or if it
has continued to flow deep into the subsurface. The soils professional shouldjudge whether
a mounding analysis is necessary.
Falling Head Percolation Test Procedure
(as Modified for the City of Fdmonds; for performance verification only)
Space tests uniformly throughout the area. If soil conditions are highly variable, more tests
may be required.
Preparation of Test Hole
The diameter of each test hole is 8 inches.
The depth of each test is to the proposed depths of the absorption systems or to the most
limiting soil horizon.
To expose a natural soil surface, scratch the bottom of the hole with a sharp pointed
instrument and remove the loose material from the test hole.
Set a PVC pipe (6 inch -inner -diameter, 4 foot long) into the hole and press into the soil
6 inches.
Place 2 inches of 0.5- to 0.75-inch rock in the pipe to protect the bottom from scouring
when water is adde(L
Soaking Period
In sandy soils with little or no clay, soaking is not necessary (proceed to Measurement of
the Percolation Rate).
Carefully fill the pipe with at least 12 inches of clear water. Maintain the depth of water for
at least 4 hours (and preferably overnight if clay soils are present).
If, after filling the pipe twice with 12 inches of water, the water seeps completely away in
less than 10 minutes, the test can proceed immediately (proceed to Measurerrient of the
Percolation Rate).
ADDENDUM CHECKUST4
45
46
47
48
49
50
5 1
52
53
-54
55
57
Within each blank cell, enter comment codes as follows:
C = Complete R Revise (i.e., make corrections)
N/A = Not Applicable M Missing (i.e., please include)
C =Incomplete
&
Measurement of the Percolation Rate
Except for sandy soils, make percolation rate measurements 15 hours but no more than
30 hours after the soaking period began.
Adjust the water level to 6 inches above the gravel (or 8 inches above the bDttom of the
hole). At no time during the test is the water level allowed to rise more thant 6 inches above
the gravel.
Immediately after adjustment, measure the water level from a fixed reference point to the
nearest 1/16th inch at 30-minute intervals. Continue the test until two successive water level
drops do not vary by more than 1/16 inch within a 90-minute period. At least three
measurements are to be made.
After each measurement, readjust the water level to the 6-inch level.
Use the last water level drop to calculate the percolation rate.
In sandy soils or soils in which the first 6 inches of water added after the soaking period
seeps away in less than 30 minutes, make water level measurements at 10-minute intervals
for a 1 -hour period. Use the last water level drop to calculate the percolation rate.
Calculate the Design Inrdtration Rate
Calculate the percolation rate for each test site by dividing the time interval used between
measurements by the magnitude of the last water level drop. This calculation results in a
percolation rate in minutes/inch. To determine the percolation rate for the ama, average the
rates obtained from each hole. (If tests in the area vary by more than 20 minutes/inch,
variations in soil type are indicated. Under these circumstances, percolation rates should not
be averaged.)
To compute the design infiltration rate (Ksatdip), adjust the final percolation rates by the
appropriate correction factors outlined above.
Method 3 — Soil Grain Analysis
(SWMMWW Volume 111, Section 3.3.6)
For infiltration basins and trenches, perform the grain size analysis for each defined layer
below the infiltration facility to a depth below the facility bottom of 2.5 times the maximum
depth of water in the pond, but not less than 10 feet.
For large infiltration facilities serving drainage areas of 10 acres or more, soi I grain size
analyses are performed on layers up to 50 feet deep (or no more than 10 feet below the
water table).
For bioretention areas, each defted layer is analyzed below the top of the fimal bioretention
area subgrade to a depth of at least 3 times the maximum ponding depth, but not less than
3 feet (I meter).
For permeable pavemen4 each defined layer is analyzed below the top of the: final subgrade
to a depth of at least 3 times the maximum ponding depth within the base (reservoir) course,
but not less than 3 feet (I meter).
If the licensed professional conducting the investigation detennines that deeper layers will
influence the rate of infiltration for the facility, soil layers at greater depths may be
considered.when assessing the site's hydraulic conductivity characteristics.
ADDIENDUM CHECKIM 4
Within each blank cell, enter comment codes as follows:
C = Complete R Revise (i.e., make corrections)
N/A = Not Applicable M Missing (i.e., please include)
IC = Inon—I.t.
58
';q
Reviewer:
Use the following relationship to determine the initial hydraulic conductivioy:
loglo (K..) = -1.57 +1.90DIO + 0-015D60 -0.0 13D90 - 2.08ffi,ies
Where, Dio, D6o, and Dgo are the grain sizes in mrn for which 10 percent, 60 percent, and
90 percent of the sample is more fine and ffi., is the fraction of the soil (by weight) that
passes the US #200 sieve (Ksat is in cm/s).
Compaction effects must be taken into account when estimating hydraulic conductivity
where aDrAicable.
Review Date:
Reviewer Phone #:
Reviewer Comments-
C � ezV- I I-e- +
ADDENDUM CHECIOST4
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PEMBROKE, MARK
8606 242NO ST SW
EDMONDS, WA 98026
SW 114, SEC. 31, T. 27 X, R.04 R, W.M.
SNOHOAHSH COUNTY, WASI-HNGTON
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C4LC,D PROP. COR.
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8601 244 ST SK UNIT IB PROPOSED WATER W�r VICAMMAP Ist
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HARVEY, 808 0 FOUND REEKR/C4P OR LP. (IRON PIPE) EDGE OF PAVEMENT
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EDMONDS, K4 98206 (C) CALCULATED EXISTING CONTOURS
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MCCORMCK HAYS, WALTER FDC
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8603 244TH ST SW, UNIT 2B BOUNDARY
f (Q, STORM BRAIN CATCH BASIN (CB)
EDMONDS, WA 96206 0 , STORM BRAIN MANHOLE (SOUH) METHOD OF SURVEY.
0066800OX0200
PROPOSED CONCRETE AREA SURVEY PERFORMED BY FIELD TRAVERSE
LOT 1, 51. 31 F`610KJ' FA W OSS SANITARY SEWER MANHOLE (SSMh) INSTRUMENTATION.-
24T4TH ST SW, UNIT 2C OCO SANEIARY SEWER CLEM OUT (GO) LEICA TORP 1201 ROBOTIC ELECTRONIC TOTAL STATION
EDMONDS; K4 98206
00668000=00 CONCRETE PAVERS
PRECISION
-0-P POWER POLE
19
MEETS OR EXCEEDS STATE STANDARDS RAC 332-130-090
fENCE 0.7(W) AT _WSK1, -0-,p GUY POLE GAS GAS LINE
IN ST SK UNIT 20
A BASIS OF BMING-
pUC,B PROP. -N SMOZZ K4 98206 -OH-OH- OVERHEAD POWER LINE THE MONUMENTED CENTERLINE OF 244TH a S.W.,
00666MX0400 0WM WATER METER
ROW",
AS THE BEARING OF N 89107'04" W.
-SD- EX19AIG DRARNAGE
KAHSAY 8 7 "NE W/ WATER VALVE -FM -FM - EX. FORCE MAIN
JEANETTE H P"B MAILBOX
SEW 2" S1 SW, UNIT 2E E
F) NO E I C - AT �-N-R�
CUL E- WIN AVE W
UGLAS J. LEV
PETRICH, 90 FIRE HYDRANT (2 NOZZLE) M!475�4�r
_013 LOT9 EDMONDS, WA 98206 -SS-SS- EX. SEWER
FONG. -L LRY 0066800OZO500
FONG, JEANETTE 8621 244TH ST SW UTILITY POLE ANCHOR -W-W- EX. WATER
8621 2447H ST SW EDMONDS, WA 98026 EMENT
EDMONDS, WA 98026 004633031 860 2441H ST SIC, UNIT 2F
00203 .11WA.1 EDMONDS, WA 98206
M TYPE I NGPA SIGN
00463303100203 006660002)0600
I LY N-PLAGE) HUGHES, RYE
8605 244 W, UNIT 34 1 0
BS6L E
EDMONDS, IN4SFB`206 IE 10- CMP(H)=45756
COMPLIES WITH APPLICABLE
unuTy
0066800=100
ITY RMWATER CO
EX. PP EASENENT
SCHMIDT, fFA A
CT-0
(To BE RaOCATEV)
8605 2441H ST SW, UNIT 39
EDMONDS,44 98206
1
LOT2
00668000102200
END FENCE 1.1'(W)
OT10-
M48BUIT DEBRA L,
OF PROP. LINE.
8605 244 T SWI UNIT JC
TH S98206
EDMONDS,
-- - - - - - - - - - - - - - - - -
19, (TYP.)
006660003OD"
WILLIAMS, EUGENE A
8605 244TH ST SW, UNIT JD
_'T
EDMONDS, M 98206
00668000307400
BE
MCCLELLAN, JACK
8605 244TH ST SW, UNIT 3E
YU, RICHARD J. & WANG S.
38.51
EDMONDS, IM 98206
00661100030500
8625 244 ST SW
EDMONDS, W4 98026
36.0,
BENAPFL, ThOMAS S.
NOTE:
00463303100204
8605 244TH ST SW, UNIT 3F
EDMONDS, VA 98206
A SEPAR47E RGHT-OF-WAY CONSTRUCTION PERMIT IS REQUIRED
a., 0066800030)600
FOR ALL WORK WITHIN THE CITY RIGHT A ROW PERMIT APPLICATION
)26
11
WETH CONTRACTOR'S SIGNATURE SHALL BE PROVIDED TO THE CITY.
TOT-1
ifOT
FOUND 1" WON PIPE
pp
0.9, PUBLIC PEDESTRAN
0.6(W). 0.4(S) OF F NC
E E COR .1.4(W)-
- - -
EASEMENT TO BE
C4LC'D PROP. CDR OF PROP LINE
GRANTED TO THE CITY
WOOD FENCE
SED
0 0.5'(W)
ix
F R INE
ROCKERY
N 84-07-04--t
------
iM4LK
_w_w W
w
w
8 RIM=46 W-W-W
w
W W-W
CO:NCR;�CU
I
0 ACMP(S)=459 95
SW CORNER
C/L OF RD
w
Cog 1.6
PROPOSED bWLBOX LOCA770N.,
w -W
LOT 1. BLOCK 31
C/L OF RIW
IE 10- CMP(S)=4M56.
STA-32+55.11, 25.821
3
90
CB RIA4=462.60
244TH ST S.W.
RWD E6032
IE 10- ChfP(S)--459.40
RiM=462.26
IE 8: PVC(W)=4 9.11
S
4 9.01
. Ji.
ONCRE7E CURB
SHELTINDEX
C
Know what's below.
7 BN
C COVER SHEET
Call before you dig.
lj?�- -4--
WOOD
CB RIM=461.80
C;�ol EXISTING FEATURES MAP
C2.0 GRAI AND TESC PLAN
I
,E 0 CMF --.45,4.�W
0 :GM
IE 10 UP
C "I
MOING
C2.1 DING AND TESC NOTES AND DEIAILS
UTILRT CO3VFLICTNOTE.
IE 0. CM 8
III: GM, -E
IE 90
Cjo ROAD, DR41NAGE AND UNUTY PLAN
CALTIM.-
IE 10" CUPPE =:452.90
C3.1 ROAD, DRAINAGE AND UTILITY PROFILE
C4.0 ROAD, DRAINAGE AND UTILITY PROFILE
THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LEGATION,
CS. GENERA NOTES AND DETAIL
r5.01 GENERALL NOTES AND DETARS
DIMENSION, AND DEPTH OF ALL EXISTING UTIL117ES WHEINER SHOWN ON THESE
C6. 0 POST OFFICE APPROVAL PLAN
PLANS OR NOT BY P07HOLING THE UTILITIES AND SURVEYWG THE HORIZONTAL
AND VER77CAL LOCATION PRIOR TO CONSTRUCTION THIS SHALL INCLUDE
244Tff
S77
C7.0 TRAFFIC CONTROL PLAN
CALLING U71L LOCATE 9 1-800-424-5655 POT14OLING ALL OF THE EXISTING
UTILITIES TLIOCATIONS
ROW Work in Road Prohibited
C8.0 SEWER PLAN
AT OF NEW UNLITY CROSSINGS TO PHYSICALLY VERIFY
WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SW UIIL TIES AS SHOWN
IINFORM4TION
Until October I 2019.
Ga.
C8. I SEWER PLANS AND PROFILES
SEWER NOTES AND DETAILS
ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC AND
st
3 SEWER NO
C8.2 TES AND DETAILS
ARE To
SUBJECT VARIATION IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR
C9.0 WATER PLAN
SHALL CONSULT WITH INSIGHT ENGINEERING COMPANY TO RESOLVE ALL
C9.1 WATER PLANS AND PROFILES
PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUC71ON
C9.2 WATER NOTES AND DETAILS
BUILDI "I"J.'ENT
WORK rr i i E,
ADDRESS
OWNER -P,(29'
APPROVED DATE:
BLDG. OFFICIAL:
PERMIT NUMBER-
NAVO 88
ENGINEER SURVA70R
ASW MNMWNG COMPANY PAaW COW SWWM m
P.O. BOX 1478 P.O. BOX 13619
BERM, WA 9a206 MILLCREEK, WA 98082
CONTACT.- BRAIN R. KALAB, RE CONTA ARREN� RIDDLE, FES
PH 2 )) 30-063 FNBNEC'�120 II) See '9"
(4 5
FAIL (425 303-9362 FAX (415) 357-3577
EAMIL: INFL)IIINSIGHTENGINEERING NET I
I OWNERIAPPLICANT
A(IMNER BROIFERS PROPER= LED
11611 AIRPORT ROAD, SUITE H-I
AXPROVED EIERETT, 11A 91214
WE 1,1�,VG�Sff6
LEGAL DESCRIPTIOiV
F_
ff.eE LOT 1, BLOCK 32, OF WBURYS SOUND VIEW
RECORDS RECORDED IN VOLUME 7 OF PLATS. PAGE 20,
I BACK 15, OF SNOHOMISH COUNTK WASHINGTON
SOIL iTYPE CITYOFEDMONDS
ALDERWOOD-URBAN LAND COMPLEX, 2Z TO 8% SLOPES APPROVED FOR CONSTRUCTION
GRADING12UAATITIES.-
CUT. 1,092 Cu.Yds. FOR. DATE
FILL: 1,220 Cu.Yds.
(GRADING QUANTITIES WERE CALCULATED USING THE LAND
DEVELOPMENT DESKTOP COMPOSITE METHOD CALCULATIONS DO NOT
ACCOUNT FOR SOIL SWELLING AND SHRINKAGE)
UTHINIES
SEWER OLYMPIC VIEW WATER & SEWER DISTRICT
WATER OLYMPIC VIEW WATER & SEWER DISTRICT
POWER PUD
TELEPHONE VERIZON INSIGHT INGINIERING Co.
SCHOOLS EDMONDS SCHOOL DIST. NO. 15
FIRE DISTRICT FIRE DIST 11 P.O. BOX - 1478
STORMWATER CITY OF EDMONDS EVERETT, WA 98206
(425) 303-9363 (425) 303-9362 FAX
SITE ADDRESS, 8609, 8611 & 8615 244TH SW
EDMONDS, W4 98026-9082
TAX ACCOUNT NO,'S. 004&W;00102. 0046JJOJIOOIOJ,
77ON
DATE
RESL B
DEC I I M8 SW 114, SEC. 31, 1. 27N., R.04 E., W.M.
244THST
SHEET
CITY Icopy su"",
12-10-2018 COVER SBEET 10A00 CLO
------------- T----
KYM, KYUNG
PEMBROKE U4RK
8616 242ND ST SW
8606 242AD ST SW
EDMONDS, VIA 98026
EDMONDS, W4 98026
00463W26002014
FOUND REa4R W/C4P STAMPED
0046330260010
17068-. 0.1'(N), 0.2 OF,
CALC'D PROP COR
FENCE COAL 0.1'(W),
456
0.7'(N) OF SET CORNER
N 89-,,7�— W�IK.pf:
WOOD
SET R -,VVICAP
I,_" to EAST OF
GO'N:GN P:
U�
SHED
SHOP
SW114, SEC. 31, T 27X,R.04E., W.M.
SNOHOMSHCOUNTY, WASHINGTON
APOKOV, ARID &
TS41VOUROVA EL
8604 242HD ST SW
EDMONDS, WA 98026
FENCE COR. 0.3'(W),
00463302600104
1.4',(N) OF SET CORNER
T -----------
4`8 S REBAR W/CAP
OFF T-� w—
w
J,ET
LINE
KEMPTON, CAROL A.
BBO, 244TH ST SW, UNIT 1A
EDMONDS, WA 911206
0066WWIOOIOO
COOK, SEAN
00463303
0046.3303 ;0000;02
A68 00463303loom3 191
8601 244TH S7 SW UNIT to
EDMONDS WA 98206
00668000100200
1
BRA BIELO, BRANDON JR & REBECCA E. .17j. COPELAND, SETH
BIELAS. —
950 N 107TH ST, APT 301
SEATTLE, WA 981J,3
00463303100202
SW
18026
8623 244TH ST SW
8601 2447H ST SIV. UNIT IC
EDMONDS, WA 98026
EDMONDS� VIA 982 6
0
00463303100202
CONIC 77
HARVEY, BOB
HOUSE
8601 244TH ST SW, UNIT DI
EDMONDS, N 98206
SHED
00668000100400
FEGIER, SUSAN M.
EX. PP
(to Raw)
8601 244TH ST Sm UNIT 1E
EDMONDS, N 98206
00666000,005 00
458-
FLEENOR "GARET J.
8601 244TH ST SW, UNIT IF
EDMONDS WA 98206
00668000100600
SHED
MCCORMICK AAYS, WALTER
1111KIMBERLY ANN
11603 244TIl ST SW UNIT 24
EDMONDS, WA 98206
0060000201100
MR)
IREI14LE, NICOLE JOYCE
8603 244TH ST SIV. UNIT 20
EDMONDS. Wk 98206
9.
GO668000200200
LOT Z
OCK .31
11-04
31 FATIM
BFAIK,
S,
60 244TH SVV. UNIT 2C
.
EDMONDS, WA 982 06
00668'0020'300
IQ9,.N FENCE
�ENC 0.7(W) AT MURAWSKI, JENNA
8603 244TH ST SK UNIT 20
C�
G PROP. COR. EDMONDS, VA 98206
00668000200400
KAHSA BERFANE
Y
8603 244TH ST SIV. UNIT 2E
EDMONDS. WA 98206
FVNG, JE4NEnE
8621 2447H ST SW
00668000200500
EDMONDS, WA 98026
PETRICH, DOUGLAS J.
1
00463WJ 00203
8603 244 ST SW, UNIT 2F
12" CI WATER EDMONDS, THIN 98206
(to BE 00668000200600
.16.
-
A84IMM
X-PLACE) HUGHES, FAYE
8605 244 T SW
7WK4S9&206
UNIT 34
EDMONDS,
00668000300100
EX. Pp
AS(OT
11
SCHMIDT RM A
(To BE
8605 244TH ST SW, UNIT 38
Asw 1
EDMONDS WA 98206
I
0066800030(200
END FENCE 1. 1 '(W)
MABBUTT, BEIRA L
OF PROP. LINE.
8605 2447H ST SW, UNIT JC
EDMONDS, WA 98206
-4w
006680003K300
—16., A WIRE
WILLIAMS. ELMENE H.
8605 244TH ST SW, UNIT 3D
EDMONDS, 98206
006680003OWiG400
MCCLELLAN, ACK
8605 244TH ST SW, UNIT 3E
EDMONDS, M 98206
YU, RICHARD J. & MIANG S.
00668000300500
8625 244TH ST SW
EDMONDS, VIA 98026
HOUSE
'11016
RINAP11, THOUAS B.
00463WJ100204
1 1'1' 18609
(18R)
8605 244 ST SW. UNIT JF
EDMONDS.THI 98206
462-
CON
EX.
FOUND I" IRON PIPE
'�S)Co (TO RaW
0&1 Folp F. E COAL 1.4(W)
LCD —ROP LINE
FENCE
OF P
42-N
- — — — — — — — — --
-W—W—W—W
f59.98
�
�oo
T T
V§E
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HF
Call before you dig.
IE to"
(MUIT CONMUNOTE:
CAMOW.-
THE CONTRACTOR SHALL BE RESPONSIBLE FOR VER"NG THE LOCATION,
DIMENSION, AND DEPTH OF ALL EXISTING UTIU17ES WHETHER SHOWN on THESE
PLANS OR NOT. BY POTHOLING THE U17LITIES AND SURVEYING THE HORIZONTAL
AND VERTICAL LOCATION PRIOR To CONSWC77ON THIS SHALL INCLUDE
CALLING UTILITY LOCATE @ 1-80o-424-5555 POTHOLING ALL OF THE EXIS77AIG
UTILITIES AT LOC47IONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY
WHETHER OR NOT CONFLICTS EXIST LOCATIONS or SAID UTILITIES AS SHOWN
ON THESE PLANS ARE 134SED UPON THE UNVERIFIED PUBLIC -- AND
ARE SUBJECT TO VAR14WN IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR
SHALL CONSULT WITH INSIGHT ENGINEERING COMPANY To RESOLVE ALL
PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUC77ON .
N 4G7
=I—
W W
SW COR].R;�:w —.-- C/L OF
OF RIW
Or I
L7, BLOCK 31
C,11 OF RIW
N 89`07'04 W
244 TH ST. S. W.
3: 0066800030CWO
YIND FENCE 0.5(W)
F PROP LINE
ROCI
C 'RETE11ALK
ONI
CB RIM=46I.A W
_,,��IE 10" CMP(S)=458.73
RIVD E6032
IIM�462.26
IE B. PVC(WI=449.11
IF R� �.(F)=UQ 01
WALK
c to"
*TO BE REMOVED
FRIEES
TREES TO BE RETAINED
DRIP LINE
TREEPROTECTIONNOTES,
1. THE A W MAY NOT FILL, EXCAVATE, STACK OR STORE
ANY EQUIPMENT, OR COMPACT THE EARTH IN ANY WAY WITHIN
THE AREA DEFINED BY THE MR ONE OF ANY TEE To BE
RETIVNED.
2. THE APPLICANT SHALL ERECT AND MAINTAIN ROPE BARRIERS
ON THE DRIP LOINE OR PLACE a4ES OF H4Y TO PROTECT
ROOTS. IN ADDITION THE APPLICANT SIML PROVIDE
SUPERVISION WHENEVER EQUIPMENT OR TRUCKS ARE MOVING CrFY OF El
NEAR FREES, APPROVED FOR
J. IF' THE GR40E LEVEL ADJOINING A REIAINING TREE IS To BE
EX. RAISED OR LOWERED, THE APPLICANT SHALL CONSTRUCT A DRY
Y ROCK WALL OR ROCK WELL AROUND THE TREE. THE 014METER
OF THIS WALL OR WELL MUST BE EQUAL To THE TREE's GRIP
UNE. FOR. PUBLIC 1
4. THE APPLICANT MAY NOT INSTALL GROUND LEVEL IMPERVIOUS
SURFACE MATERIAL WITHIN THE AREA DEFINED BY THE DRIP
LINE OF ANY TREE TO BE RETAINED.
5. THE GRACE LEVEL AROUND ANY TREE TO BE RETAINED AMY
NOT BE LOWERED WITHIN THE GREATER OF THE FOLLOWING
ARE45 (A) THE AREA DEFINED RY THE DRIP LINE OF THE TREE,
OR (B) AN AREA AROUND THE TREE EQUAL TO ONE FOOT IN
DIAMETER FOR EACH ONE INCH OF TREE CALIPER m
6- THE APPLICANT MAY PRUNE BRANCHES AND ROOTS, INSIGHT ENGI
FERTILIZE AND WATER AS HORTICULTURALLY APPROPR14TE FOR
ANY FREES AND GROUND COVER WHICH ARE TO BE RETAINED. P.O. ]30)�.
EVERETT,'
(425) 303-9363 (42
SW 114, SEC. 31, T. 27 X, R.04 R, W.M.
SNOHOMISH COUNTY, WASHINGTON
------------- T --------
BIELAS, BR4110ONIREBECCA
950 N 107TH ST A 301
SFATIL& WA 98133
00463303100202
- - - - - - - - - - - - - I
. sw
?8026
-3
Know whars below.
Cal I before you d1g.
bTILRTCONFLICTA10TE.-
CAUTIM.-
THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION,
DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE
PLANS OR NOT, BY P07HOLING THE U77LMES AND SURVEYING THE HORIZONTAL
AND VERTICAL LO(ATION PRIOR TO CONSTRUCTION. THIS SHALL MUDE
CALLING UTILITY LOCATE @ 1-800-424-5555 POTHOUNG ALL OF THE EXIONG
U17LI77ES AT LOG47IONS OF NEW UTILITY CROSSINGS TO PHMCALLY VERIFY
WHETHER OR NOT CONFLICTS EXIST, LOCATIONS OF S41D U17LMES AS SHOWN
ON 774ESE PLANS ARE WED UPON THE UNVERIFIED PUBLIC INFORMATION AND
ARE SUBJECT TO VAR14TION IF CONFLICTS SHOULD OCCUR THE CONTRACTOR
SHALL CONSULT WITH INSIGHT ENGINEERING COMPANY TO RESOLVE ALL
PROBLEMS PRIOR TO PROCEEDING WITH CON57RUC77ON
BTELO, BRANDON JR & REBECCA E
8623 244TH ST SW
EDMONDS, WA 98026
004633OJ100202
20+00
i - -
458-
FONG, JEANETTE
8621 244- ST SW
EDMONDS, WA 98026
0040303100203
m
CL
YU, RICHARD J. & UTANG S.
8625 244- ST SW
EDMONDS KA 98026
004633a3100204
461-
TEMP. -
STOCIME
- ARFA
KYM, KYUNG
8616 242ND I SW
EDMONDS, WA 98026
00463302600204
-456
I- SF-
LOT5
-4,;'216 33�
PEMBROKE, MARK
8606 242NO ST SW
EDMONDS; WA 98026
0046JW260010J
(2�
N 89'07'04" W )!ED ---
MINN.
110
11P
110
LOT41
fFL459.65
GFT�458.65
mm
LOT2
FF=463.3�
GFFm462J5
777-
Hill
I
-4W
L 4, -� - -
414
LOT 8
�1=�45 .5
010 7f�
7 _tOT 9
1*T�
FF=-460.25-
IIF=159.25
L
OT10-
FF=46J.00 4
GFF=462.00 l�
Tr
19, (Typ)
R M P'
WP.
CONSTRUCTION
ACCETTON
JOT 11
462.75
APOKOU, ARTOUR &
TS4TUOUROVA EUNA
6604 242ND ST SW
EDMONDS, WA 98026
00463302600104
r- W -W
KEMPION, CAROL A.
6601 244TH ST SW, UNIT IA
EDMONDS, WA 96206
00668000100100
SMAIENT
COOK, SEAN
MP71-61�
8601 244 ST
TH SWI UNIT IB
EDMONDS. WA 98206
00668000100200
COPELAND. SETH
8601 244TH ST SK UNIT IC
EDMONDS, WA 98206
00668000 1 OOJOO
HARVEY, 606
8601 2447H sr sw, uNfr III
EDMONDS, WA 98206
0066WO 100400
FEGLER, SUSAN M.
6601 244TH ST SIV, UNIT IE
EDMONDS, WA 98206
00666000 00500
FLEENOR, MARGARET J.
8601 244TH ST SIV UNIT IF
EDMONDS KA 98206
00666000 00600
MCCORMICK HAYS, WALTER
fiVkIMBERLY ANN
8113 2411H IT SW, UNIT 2A
EDMONDS, WA 98206
006680002WI00
IREPALE, NICOLE JOYCE
8603 244TH ST SW, UNIT 26
EDMONDS, WA 98206
00668000200200
FAIK, FATIMA
86Cj 244TH ST SW, UNIT 2C
EDMONDS, WA 98206
006680002OOJOO
MURAWSKI, JENN4
860 244TH ST SW, UNIT 2D
EDMONDS, WA 98206
00668000200400
K4HS4Y. BERHANE
8603 �44TH ST SIV UNIT 2E
EDMONDS, WA 98206
00668000200500
CL
PETRICK DOUGLAS J.
8603 244TH ST SW, UNIT 2F
12- C, WATER
EDMONDS, WA 98206
(To BE
ABANDONED
00666000200600
IN-PLAW
HUGHES, FAYE
8605 2447H ST SW, UNIT 34
EDMONDS, WA 98206
00668OL10300100
SCHMIDT, RITA A.
8605 244TH ST SK UNIT 3B
EDMONDS, WA 98206
00668000300200
M48BUTT, DEBRI L.
8605 244TH ST SW, UNIT
EDMONDS, WA 98206
00668000300300
WILLIAMS, EUGENE H.
5605 244TH ST SK UNIT JD
0'
EDMONDS, WA 0206
00668000300400
MCCL'LLAN, JACK
8605 244TH ST SW, UNIT 3E
EDMONDS, WA 982D6
00666000300500
BENAPFL, THOM 0.
8605 244TH ST SW, UNIT 3F
EDMONDS, WA 98206
00668000JW600
.1 V1 w ��U II
w
_ww-w-w- w w -w
w CB RIM=4
GIL OF RD -,4E to" cmPP
CIL OF' A1W
jj+Oo
244TH ST. S, W RWO E6032
IE 8* PVCN)=449.1
TBM
RIM=462.58
IE ;0: CM 4'54�08
:4
CB RIM=461.80
IE CUP
'M 758
IIEE 100- CMFEq 98 ROW Work in Road Prohibited
;0,
IE 10:: Cm , -M
P�
IE 0 CMP(J=452.9
Until October 1st 2019.
SEDMIENT TRAP
INFLOW (10 YR124 HR)
0.65 Cis
SURFACE REQD
1,354 SF
POND TOP ELEV
EL-458
POND BOTTOM ELEV
EL=454.5
EMERGENCY OVERFLOW
ELV=
a-457 (L-6)
EA PROVIDED
1,357 SF (EL=454.5)
-w-
Ex
TBE 13 ELEAEWS OF TESC BAIP
ELEMENT 11 - MARK CLEARING LIMITS
LIMIT OF CONSTRUCTION ARE CLEARLY MARKED.
ELEMENT 12 - ESTABLISH CONSTRUCTION ACCESS.
A STABILIZED CONSTRUCTION ENTRANCE IS SHOWN.
ELEMENT 13 - CONTROL FLOW RATES
SILT FENCE, INLET PROTECRON, SEDIMENT POND AND MULCH ARE
PROPOSED
ELEMENT 14 - INSTALL SEDIMENT CONTROLS,
SILT FENCE. INIET PROTECTION, MULCH, ARE PROPOSED.
ELEMENT 15 - STABILIZE SOILS,
SOIL STABILIZATION IS ACHIEVED BY MULCHING, PLASTIC COVERING AND
SEEDS.
ELEMENT 16 - PROTECT SLOPES.
THERE ARE NO SLOPES TO PROTECT ON THIS SITE.
ELEMENT 17- PR07ECT DRAN INLETS.
INLET PROTEC77ONS ARE PROPOSED FOR THE STORM DRAINS
ELEMENT18 STABILIZE CHANNELS AND OURETS.
NIA
ELEMENT 19 CONTROL POLLUTANTS -
ALL VEHICLES, EQUIPMENT AND PETROLEUM PRODUCT
STOR4GEIDISPERSING AREAS WILL BE INSPECTED REGULARLY TO
DEFECT ANY LEAKS OF SPILLS, AND TO IDENTIFY MAINTENANCE NEEDS
AND PREVENT LEAKS OF SPILLS.
ELEMENT 110 - CONTROL DEWA7ERING.
THERE KILL BE NO DENAIMNG AS PART OF THIS CONSTRUC17ON
PROJECT.
ELEMENT III- MAINTAIN 6MP,.
ALL TEST BMft SHALL BE UWAINED AND REPAIRED AS NEEDED.
ELEMENT 112 - MANAGE THE PROJECT,
THIS COULD BE ACHIEVED BY MINIMIZING THE EXTENT AND DURATION
OF THE AREA EXPOSED AND BY EMPHASIZING EROSION CONTROL THEN
SEDIMENT CONTROL.
ELEMENT 113 - PROTECT ON -SITE STORMWATER MA94CEMENT BMP'S
FOR RUNOFF FROM ROOFS AND OTHER HARD SURFACES- STOCKPILE
EXISTING TOPSOIL PER SOIL AMENDMENT C4LCULARON PER BUP IS. 13.
COVER STOCKPILE WITH PLAS77C COVERING To PREVENT EROSION.
PERAIE46LE PAVEMENT SHAL BE CONSTRUC LAST, AS TO PREVENT
FOULING OF THE PA 'ABLE PAVEMENT IS FOULED WITH
VEMENT IF PERMF
SEDIMENT OR NO LOI'GER PASSING AN INITIAL INFILTRATION TEST, THE
PAVEMENT MUST BE CLEANED USING PROCEDURES FROM THE CITY OR
THE MANUFACTURER'S PROCEDURES GEOTECHIACAL ENGINEER TO
DIRECT PREPARATION OF THE SUBOR40E AND CONFIRM IT MEETS THE
DESIGN INFILTRATION RATES PRIOR TO PLACING ANY REMEDIATION SOILS
OR GRAVEL.
CONSTRUCTIOiV
1. PRIOR TO CONSTRUCTION ACTAUIES; THE CONTRACTOR SHALL
SCHEDULE AND ATTEND PRE-CONS7RUCD0N CONFERENCE WITH THE
SNOHOMISH COUNTY INSPECTION UNIT AND EROSION CONTROL
SPECIALIST
2. FLAG CLEARING LIMITS AND INSTALL SILT FENCE AS SHOWN.
3. INSTALL ROCK CONSTRUCTION ENTRANCE
4. INSTALL EROSION CONTROL BMP'S.
5. COVER EXPOSED SOILS WITH MULCH, HOG FUEL OR HYDROSEED.
6. CONSTRUCT SEWER, WATER AND STORM UTILITIES INSTALL GAS,
POWER. TELEPHONE AND ME UNLITIES, AS REQUIRED LEAVE 1-2
FEET OF SOIL WHERE ROAD IS LOC41M TO PROTECT INFILTRATION
7 OVER EXCAVATED ROAD AND DRIVEWAY AND APPLY SOIL REMED14TION.
& CONSTRUCT ROAD AND SUB BASE.
9. HYDROSEED REMAINING EXPOSED SOILS AND STABILIZE PROJECT
TO. REMOVE SEDIMENTATION 7R4PPED SEMENF SHALL BE REMOVED OR
STABILIZED ON S17E DISTURBED SOIL AREAS RESULTING FROM
REMOVAL SHALL BE PERMANENTLY STABILIZED.
11. ALL TEMPORARY EROSION CONTROL MEASURES SH4U- BE REMOVED
WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION IS ACHIEVED OR
AFTER THE TEMPORARY BMP'� ARE NO LONGER NEEDED.
20 10 0 20 40
VEG, ETA TI VE COVER
BEFORE QEVF1
RESIDEMT141L LANDSCAPING
AFTER DEVELOPMEN
TYPICAL RE50ENTIAL LANDSCAPE
SOIL 77PE
ALDERWOOD-URBAN LAND COMPLEX, 2Z TO 8% SLOPES
GRADOW -ONATTIES.-
CUT. 1,092 Cu.Yds.
FILL: 1,220 Cu.Yds.
(CRADING QUANTITIES WERE CALCULATED USING THE LAND
DEVELOPMENT DESKTOP COMPOSITE METHOD. CALCULATIONS 00 NOT
ACCOUNT FOR SOIL SWELLING AND SHRINKAGE.)
MOTE:
I. ANY SOIL REMOVED FROM THE SITE MUST BE HAULED TO A
COUNTY APPROVED SITE.
Z THE EXISTING SIDEWALK FRONTAGE IMPROVEMENTS SftL BE
HMNIAINED AS LONG AS POSSIBLE DURING THE COURSE OF
CONSTRUCTION DISRUPTION FEES SHALL ACCRUE AT A DAILY
RATE FOR ALL CLOSURES EXTENDING OVER 72 HOURS
INTERCEPTOR TRENCH
ROCK
./ CHECK DAM
INTERCEPTOR TRENCH
-SF-SF-
SILT FENCE
TEMPO=.
CONST
ENTRANCE
CATCH BASIN INSERT
PROTECTION (rYP.)
CLEARING LIMITS
VEGETATION
MULCH &IOR SIRAW MATTING
PLASW COVER
FLOW ARROW (EX.)
. CITYOFEDMONDS
APPROVED FOR CONSTRUCTION
FU& \,j WRUCWaWDllWCTOR DATE
INSIGHT ENGINEERING CO.
P.O. BOX - 1478
EVERETT, WA 98206
(425) 303-9363 (425) 303-9362 FAX
RIF0(&IX&1CTRTFMG1NFEPMG NLT
ADDRESS, 8609, 8611 & 8615 244TH SW
EDMONDS, WA 98026-9062
ACCOUNT NO. 'S- 00463303100102, 00463303100103,
004&UOJIOO105
1B
DESCRIPTION INITIALS I,
DEC 1 1
018
SW114,SEC.31,T.27N.,R.04E.,WX
13UILDINGDEPAUMENT
C F FOM
)NDS 244THST
FESION-ED BY DATE:
JOB NO.:
JITC 08-20-20171
F-96-0800
41
SHEET
ISTS
GRADEVGANDTESCPLAN
C2. 0
12-10-2018
SW 114, SEC. 31, T. 27 N., R.04 E., WX
SNOHOMISH COUNTY, WASHINGTON
FILTER FABRIC MATERIAL IN
11111 INUDS ROLLS. UIE STAPLES
=NOW ARS41NAGNESWALE FILTER FABRIC OR WIRE RINGS TO ATTACH
SECURED TO 2- X 2; FABRIC TO WRE.
14 GA. WRE FABRIC
EQUAL
A
SUBSOIL Fab] TOP SOIL 2" X 2" WOOD OR WIRE MESH SUPPORT `Ea�E
TO SUPPORT FILTER , r
STOCKPILE EQUIVALENT A .
L,W'I'R,E NEON SUPPORT FE"E
T SO" ITT FILTER FA C
STOCKPILE
@
AREA TO BE TOPSCYLED.
By
SEEDED AND MULCHED HOUSE
OWNER AT COMPLETION OF
CONSTRUCTION C,.UT1 BOTTOM OF FILTER
'A ERIAL 8' To 12'
6' MAX.
SIDE YARD-� f W,
CONSTRUCTION E.
ENTIMNC�&Xff 2' WOOD POSTS OR
BRANAIGES-1 PLACE 3/4�1.5" WASHED GRAVEL IN EQULVALENT
THE TRENCH AND ON 80 SIDES OF
SIDEWALK --T-T-T-F-r-r� FILTER FABRIC FENCE ON THE SURFACE. CITY INSPECTION REQUIRED ON ALLI
E
C NTRACTOR/DEVELOPER SHALL MA114T N AND REPLACE EROSION CONTROL METHODS EFORE
Al 13
CURB INLET STREET L EXISTING CURB STRAW BALES TO INSURE PROPER EROSION C13NTROL . THEIR WORK CAN BEGIN.
PROTECTION NOTES: NO GUTTER (�W�TER FABRIC FENCE FLLTRA77ON SYSTEMS
1.) �� MEASURES MUST BE FUNCTIONAL AND BE MAINIAMED
H \Q?.y HOT TO SCALE STD DIL. E1.1
2.) MWIAHV POSIM DRAINAGE AWAY FROM THE STRUCTURE(S).
S"PLEEROSIONISEDIMENT CONTROL PRACTICEMAT
/—I� FOR A ITPICAL ONE OR IWO F"ILYD WELUNG UNDER COA'STRUCTION
?-y NOT TO SCALE
H12 FELS
H/,5 CUTS
(2' MIM)
EX. CRW14D LINE
rf-� MICAL CONSTRUCTIONSMACKAETAIL
NOT TO SCALE
0 "L--' 0
STRAW BALES MAY BE USED IN
a TAIN CIRCUMSTANCES (SEE
BE AIL EI.I.D. THIS APPLICATION
S ALL BE MAINTAINED AT ALL
I MES DURING CONSTRICTION
PERIOD.
r3'�TEAVORARYSEDRICIEM 7RAPFOR CATCH BASINS
'(Z2.y NOT TO SCALE SID OIL E1.3
oe, 11111, RA IIIS
QUARRY SPALLS
-4 - k-
_�1-2y[N DIA
MIN. DEPTH
PROIADE FkkL WIDTH OF INGRESS/
EGRESS A A
ICITY INSSPEBETION REQUIRECANOMBEGIL EROSION CONTRO
WASU ORE WORK M
@5 'STABHMDCONSTTRU�MONE,NVTRANCI
_j!!�D CO� TONF
2. NOT TO SCALE SID DTL EI.2
SURFACE AREA DETERMINED
AT TOP OF WEIR
-- --------
FLAT
WASHED GRAI
NOTE. TRAP MAY BE FORMED BY BERM OR BY GEO7EXTfi
PARTIAL OR COMPLETE EXCAVATION 2" - 4*
RIP
r6-'� SED&EM TRAP DETAIL
\ci-p NOT TO SCALE
OVERFL OW
VISCHARGE TO STABILIZED
CONVEYANCE, OUTLET, OR
LEVEL SPREADER
Know where below.
Call before you dig.
UTIL 17 Y COA (FL fC T NO TE.
CATION:
ESC NOTES (ECDC 18.30.
A ESC MINIMUM REQUIREMENTS. ALL ACTIVRIES NECESSITA77NG A CLEARING OR GR401AIG PERMIT AND ALL UTILITY
PROJECTS CONSISTING OF MORE TRW 500 LINEAL FEET OF TRENCH EXCAVA77ON SH4U BE REQUIRED To
CONTROL EROSION AND SEDIMENT DURING CONSTRUC17ON AND TO PERMANENTLY STABILIZE EXPOSED SOIL
RESULTING FROM CONSTRUCTION. PROJECTS INVOLVING A CRM04L AREA MAY ALSO BE REQUIRED To COMPLY
WITH ANY COMBINATION OF THE EGG MINIMUM REQUIREMENTS COMPLIANCE WILL BE DEMONSTRATED THROUGH
THE IMPLEMENTATION OF AN APPROVED ESC PLAN GUIDELINES FOR PREPARING ESC PLANS ARE PROVIDED IN
THE MANUAL. THE PLAN MUST ADDRESS THE FOLLOWING REQUIREMENTS-
I- ESC MINIMUM REQUIREMENT - CONSTRUC77ON ACCESS ROUTE. CONSTRUCTANI VEHICLE ACCESS SMALL RE,
WHENEVER PR4CTIM LIM17ED TO ONE ROUTE ACCESS POINTS SMALL BE STA61UZED WITH QUWRY SPALLS OR
CRUSHED ROCK TO MINIMIZE THE TRAWNG OF SEDIMENT ONTO PUBLIC ROADS F SEDIMENT IS TRANSPORTED
ONTID A ROAD SURFACE, THE ROADS SHALL BE CLEANED THDROUGHLY AT THE END OF EACH DAY. SEDIMEN
SHALL BE REMOVED FROM ROADS ITY SHOVELING OR SWEEPING AMD BE TRINS"RIED TO A CONTROLLED
SEDIMENT DISPOSAL AREA WDHIN 24 HOURS. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS
REMOVED IN THIS MANNER.
Z ESC MINIMUM REQUIREMENT - STABIUZ47ION OF EXPOSED AREAS. ALL SOILS EXPOSED BY LAND DISTURBING
ACTIVITIES SMALL BE STABILIZED BY SUITABLE APPLI2,4770N Or BMP5, INCLUDING, OUT NOT LIMITED TO, SOD,
OR OTHER
HYDROSEEDING, MA R VEGE7ATION, PLASTIC CGAMNG, OR MULCHING ALL LIMPS SHAU BE SELECTED,
DESIGNED, AND INTAINED IN ACCORDANCE WITH THE MANUAL. THE EXPOSED SOILS SHALL BE STA61UZED
ACCORDING TO AN APPROVED 77METABLE (TYPICALLY, NO SOILS SHALL REMAIN EXPOSED FOR MORE THAN TWO
DAYS FROM OCTOBER I THROUGH APRIL 30 AND NO MORE THAN SEVEN DAYS FROM MAY I THROUGH
SEPTEMBER 30).
J- ESC MINIMUM REQUIREMENT - PROTECTION OF ADJACENT PROPERTIES AWACENT PROPER77ES SMALL BE
PROTECTED FROM SEDIMENT DEPOSff1ON BY APPROPRI47E USE OF VEGETATIVE BUFFER STRIPS, SEDIMENT
BARRIERS OR FILTERS, DIKES OR MULCHING, OR ITY A COMBINA77ON OF THESE MEASURES AND OTHER
APPROPRIATE EMIRS.
4 ESC MINIMUM REQUIREMENT - MAINTENANCE. ALL EROSION AND SEDIMENT CONTROL BUIPS SMALL BE
REGULARLY INSPECTED AND MAINTAINED BY THE OWNER To ENSURE CONTINUED PERFORMANCE OF THEIR
INTENDED FUNCTION ALL MAINTENANCE AND REPAIR SHALL BE CONDUCTED IN ACCORDANCE WITH THE MAmU&
5. ESC MINIMUM REQUIREMENT - 07HER BMPS AS REQUIRED BIT THE CITY OTHER APPROPRIATE OMPS TO
MITIGATE THE EFFECTS OF INCREASED RUNOFF SHALL BE APPLIED.
6. EROSION AND SEDIMENT CONTROL REQUIREMENT - UNDERGROUND UNLITY CONSTRUCTION. THE CONSTRUCTION
OF UNDERGROUND UIILITY LINES SMALL SPECIFICALLY ADDRESS THE FOLLOWING.
A EROSION CONTROL FOR EXCAVATED AND STOCKPILED MATERIALS,
6. THE PLACEMENT OF EXCAVATED MATER14L WHERE CONSISTENT WITH SAFETY AND SPACE CONSIDERATIONS
SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES.
C. TRENCH DEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS, SEDIMENT PONDS� OR OTHER
ACCEPTABLE MEANS);
D. TRACIUNG AND SPILLING Or UATERALS ON STREETS DUE To HAULING,
E DAILY CLEANUP AMD STREET MAINTENANCE
7. ADDITIONAL ESC MINIMUM REQUIREMENTS FOR LARGER DEVELOPMENTS ALL NEW DEVELOPMENT AMD
REDEVELOPMENT THAT INCLUDES LAND DISTURBING ACTIVIIIES OF GRE47ER THAN, OR EQUAL TO, ONE ACRE IN
ADDITION TO MEE77HO THE MINIMUM REQUIREMENTS SET FORTH ABOVE SMALL. COMPLY WITH ESC REQUIREMENTS
LISTED BELOW.
8 ESC MINIMUM REQUIREMENT - DELINEATE CLEARING AND EASEMENT LIMITS. IN THE FIELD, AARK CLEARING
LIMITS ANGIOR ANY &4SEMEMIS� SETBACKS, SENSTIVIFICRITIC41. AREAS AND THE BUFFERS, TREES AND DRAINAGE
COURSES
9. ESC MINIMUM REQUIREMENT - SEDIMENT TRAPPING PRIOR TO LEAVING THE SITE STORM WATER RUNOFF SHALL
PASS THROUGH A SEDIMENT POND OR - TRAP. OR OTHER APPROPRI47E BMPS SEDIMENT PONDS AND
TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS; AND 07HER LIMPS INTENDED TO TRAP SEDIMENT ON -SITE SHALL
BE CONSTRUCTED AS A FIRST STEP IN CIPMOING THESE BAIPS SHALL BE FUNCTIONAL BEFORE LAND DISTURBING
ACTIVITIES TAKE PLACE EARTHEN STRUCTURES, SUCH AS CAUS, DIKES; AND DIVERSIONS SMALL BE SEEDED AND
MULCHED ACCORDING TO AN APPROVED TIMETABLE
10. ESC MINIMUM REQUIREMENT - CUT AND FILL SLOPES CUT AND FILL SLOPES SHALL BE DESIGNED AND
CONSTRUCTED IN A YMNER THAT WILL MINIMIZE EROSION. IN AODITM, SLOPES SMALL BE STABILIZED IN
ACCORDANCE WITH ESC REQUIREMENT NO. Z
11. ESC MINIMUM REQUIREMENT - CONTROLLING OFF -SITE EROSM, PROPER77ES AND WATER WAYS DOWNSTREAM
FROM DEVELOPMENT SITES SMALL BE PROTECTED FROM EROSION DUE 70 INCREASES IN THE VOLUME, WLOCDY;
AND PEAK FLOW RATE OF STORM WATER RUNOFF FROM THE PROJECT SITE.
12 ESC MINIMUM REQUIREMENT - STABILIZATION OF TEMPORARY CONVEYANCE CHANNELS AND OUTLETS. ALL
TEMPORARY ON-SRE CONVEYANCE CHANNELS SMALL BE DESIGNED, CONSTRUVTED AND STABILIZED TO PREVENT
EROSION FROM THE EXPECTED VELOCITY OF FLOW FROM A TWO-YEAR, 24-HOUR FREQUENCY STORM FOR THE
DEVELOPED CONDITION, STABILIZATION ADEQUATE TO PREVENT EROSION OF OUTLETS, ADJACENT STREAM BANKS
SLOPES AND DOWNSTREAM REACHES SHALL BE PROV10ED AT THE OUTLETS OF ALL CONVEYANCE SYSTEMS.
IJ. ESC MINIMUM REQUIREMENT - STORM GRAIN INLET PROTECTION. ALL SIORM DRAIN INLETS U40E OPERABLE
DURING CONSTRUCTION SHALL BE PROTECTED SO THAT STORM WATER RUNOFF SMALL NOT ENTER THE
CONVEYANCE SYSTEM WTIHOUT FIRST BEING FILTERED OR OTHER TRIE
WISE '4TED To REMOVE SEDIMENT
14. ESC REQUIREMENT - REMOVAL OF TEMPORARY SMPS. ALL TEMPORARY EROSION AND SEDIMENT CONTROL BMPS
SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABXIZ477ON IS ACHIEVED OR AFTER THE TEMPORARY
BMPS ARE NO LONGER NEEDED TRAPPED SEDIMENT SHALL BE REAIMO OR STABILIZED ON SITE. DISTURBED
SOIL AREAS RESULTING FROM REMOVAL SMALL BE PERU4NEMILY STABILIZED
15 EROSION AND SEDIMENT CONTROL REQUIREMENT - DEWArERING CONSTRUCTION SITES DEMATERIAR; SYSTEMS
SMALL DISCHARGE INTO A SEDIMENT TRAP OR SEDIMENT POND.
16 ER09ON AND SEDIVENT CONTROL REQUIREMENT - CONTROL OF POLLUTANTS OTHER THAN SEDIMENT ON
CONSTRUCTION SITES ALL POLLUTANTS OTHER THAN SEDIMENT THAT OCCUR ON SITE DURING CONSTRUCTION
SHALL BE HANDLED AND DISPOSED OF IN A MANNER THAT DOES NOT CAUSE CONTAMINAROM OF STORM WATER.
17 EROSION AND SEDIMENT CONTROL REQUIREMENT - FINANCIAL LIABILITY PERFORMANCE BONDING, OR OTHER
APPROPRIATE FINANCIAL INSTRUMENTS, SHALL BE REQUIRED FOR ALL PROJECTS TO ENSURE COMPLIANCE WITH
THE APPROVED EROSION AND SEDIMENT CONTROL PLAN. [ORD JOIJ § 1. 1995).
THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOC471ON,
DIMENSION, AND DEPTH OF ALL EXISTING UDLTIES WHETHER SHOWN ON THESE
PLANS OR NOT. BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL
AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SMALL INCLUDE
CALLING U7XI7Y LOCATE a 1-800-424-5555 POT14OLING ALL OF THE EXISTING
UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY
WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN
ON THESE PLANS ARE BASED UPON THE UNMERVIED PUBLIC INFORMATION AND
ARE SUBJECT TO VAR14VON IF CONFLICTS SHOULD OCCUR, THE CONTR40TOR
SHALL CONSULT WITH INSIGHT ENGINEERING COMPANY TO RESOLVE ALL
PROBLEMS PRUR TO PROCEEDING WITH CONSTRUCTION
KYM, KYUNG
8616 242NO ST SW
EDMONDS, KA 98026
06463302600204 FOUND REBAR WICAP STAMPED
170687. 0.1'(N), 0.2'(W) Or,
CALC'D PROP. COR.
FENCE COR. 0.1'(W), _456
0. 7(N) SET CORNER N 89'07,0 W
SET REHAR WICAP
.0 OF
OFFSET YON' EASTT
CORNER PROR UNIE
VARIES
SW114, SEC. 31, T. 27N.,R.04R, W.M. 24' DRIVEWAY/W4
SNOMMISHCOUMY, WASHINGTON 12' 12'
1%
Y
PEMBROKE MARK
8606 242ND T SW
W4 98026
EDMONDS,
APOKOU, ARTOUR &
I
6" CONIC
(73'�j
004&33026MI03 21DEEII)
@
TSATUOUROVA a
8604 242NO ST SW
E-2/Z �2LLMM��Ah
It
rPill
IE, 453.
1i
VE 1,2'WIDE
V , '
JDIII�ERST %,I�GH
EDMONDS, WA 98026
.04'
i5
EL:
WOOD FENCE FENCE COR. 0.3(W),
1.4(N) OF SET CORNER
00463302600104
�DRfVEA1SLEA&B(SEC7T01VA-A) SECTION PER (2)
LENGTH AS REG
- - - - -
SET REBAR,R��CAP
- - - - - - - -
NOT TO SCALE
TO PUT PERE P
UNDER PAVERS
L 5
LdT6
I
FF=459.2,
2�4 1,
BIELO, BRANDON JR & REBECCA E.
BIELAS, BR4NDOMIREBECCA 8623 244 ST SW
M16
930 N 107TH ST APT 301 EDMONDSTW4 98026
SEATTLE WA 981�3
00463303100202
00463.303100202
20+00
��R
- - w
;WCH
LINE
'7
'0
10;.
SCALE:
1" 20'
fufw (LOT 7
KEMPTON, CAM A
ff7
FF=�59
315
8601 244TH ST SW, UNIT IA
, I_
GFFr45&J5
EDMONDS, WA 91,111
0066"01 00100
20 10 0
20 40
COOK, SFAN
8601 244TH ST SW, UNIT 18
NON -WOVEN FILTER
4 112'�
4 112- PERMEABLE ASPHALT
EDMONDS,,W4 98206
FABRIC (MIRAFI 140 NS)
(SEE NOTE 5 BELOW)
00668M 00200
518- OR USHED.ROCK TOP COURSE
COPELANO, SETH
COMPACTED TO A NON-rELDING STATE
8601 244TH ST SW, UNIT IC
9820 6
314" TO 2-112" CRUSHED RAILROAD
EDMONDS WA
1
00668000 00300
12",
BASE COURSE COMPACTED TO A FfRM`C(VDI710N M7H
ROJ DR4 IN
')HIRVEY,
A 14RBRATORY COMPACTOR.
0 05% uw.( 2 11
8601 244TH ST SW, UNIT DI
MINIMUM 24" FOR
WATER QUALJTY
APPROWD SOL SUPPLEMENTS
APPROWD SOIL MUST HAVE A CA71ON
NO.' ..
0066800010049'
EXCHANGE RATIO AT LE45T S0mWIOO9.
SEE NOTE 4 BELOW'
00-
FEGLER, SUSAN M.
D(. PIP
16
8601 244TH ST SW, UNIT IE
EDMONDS, WA 9820
(TO Raw
00500
Z
FLEENOR, MARCARET J.
458-
8601 244TH ST Sw, UNIT IF
EDMONVS WA 9820
MCCORMICK HAYS. WALTER
1111KINRERLY ANN
LOT41
9603 2447H Sr sw, UNIT 24
FF=, 459.65
UQT 8
EDMONDS, 98206
wA
GF��458.65
F=459.5
00668000200100
8.5
IREDALE, NICOLE JOYCE
3
86 244TH ST SW, UNIT 2B
03
EDMONDS, WA 98206
00668000200200
A
k-
LO /1
31 FAIK,
8603 M2=4TH ST SW, UNIT 2C
EDMONDS, WA 98206
I
A
q,*
00668000200300
MUR4 WSKI, JENNAI
CE 0.7'(W) AT
RJIKI
COR. 8603 244TH ST SW, UNIT 2D
CD PROP. EDMONDS, WA 982 6
0066SM200400
KWSAY BERHANE
10, 8603 2447H ST SW, UNIT 2E
FONG, JEA
8621 24 NETTE
47H ST SW
DQT3
FF=460.36
LOT9
14 6025
EA
EDMONDS, WA 98206
ffy 00668000200500
sw EDMOND WA 98026
GFF-45,121
PETRICH, DOUGLAS J.
)8026
0046=.3100203
8603 244TH T SW, UNIT 2F
12- CI WATER EDMONDS, WA 98206
YD
(10 BE 0066BOW200600
10,
N-PLACE) HUGHES, FAYE
BOL
86(15 244TH ST SW, UNIT 3A
-To-
UTILITY
A",
77,
k
EDMONDS, WA 941206
00668000300100
EASEMENT
EX. PP
SCHMIDT, RITA A.
HE riLMIM)
�0\
8605 244TH ST SW UNIT 3B
EDMONDS, WA 98206
LOT2
YDO
00668000300200
END FENCE IX(W)
7=461j�
OT10-
'MOB" IT, OEM L,
OF PROP. LINE.
- - - - - - - - - - - -
07�462,45
FF 463 00
GFF=4�2.00
8605 244 TH ST SW, UNIT JC
EDMONDS, WA 98206
00668000300300
N,
fflLU4MS, EUGENE H.
8605 2447H ST SWI UNIT 3D
E DMONOS, WA
%
006680003004990820
MCCLEUAN, JACK
ZA� , i
P17,17
101, L".
8605 244TH ST SW, UNIT 3E
ROOF/TOO71NC EDMONDS, W4 98206
YU, RICH4RD J. & WANG S.
8625 244 THWAST98SOW26
I�X_
lRi";
Dim 4 00668WO300500
EDMONDS,
"A-1.
.51,
'Q#
00463303100204
8_605_244TTHKnI41,L UNIT 3F
EDMONDS, WA 98206
00668000300600
411-
®rk,
LOT11
Q463.75
io&0 GRAvn
PAD (nP.)
-462.76
FF=4 4.
GFF= I
4* FOOTING DRAW
@ 0.5% m/m. (TYP.)
FOUND I" IRON PIPE
EX.
RB/FD
0.6;'(W), 0.4'(S) OF FENCE C 1.4'(W)
LC4LC'D PROPP. CDR OF PR INE.
EX. PP
4" SCHEO.
30 PVC 0 2X
MIN.
-
1OLF 6,0 PERF
nD FENCE
PIPE ov)
(TO BE RELOCUED TO THE
I]ACK OF THE SIDEWALK)
0 FENCE 0.5' W)
- - - - - - - - -
F
PROP. L
K A
w__w_w_ ---- w
w w
CI WATER
W_ V, 8' CI WATER
W
SW CORNERI
CB RIM=46?.A
LOT 1. BLOCK
CIL OF RD
_,59 If 10" CMP(S)=45L
Jj+OO
244 TH ST. S. W. RWD E6a32
IE 10- CMP(S)=459.40
RIM=462.26
IE 8- PVC(W)=449.11
CO46RE76 W4U(:
TBN
CB RIM-462.58
IE 10" CMP 454
CI
I IO_ CMP� W :45 1
E N IE
IE 10- CUP(J=453.98 IE
IE
ROW Work in Road Prohibited
Until October 1 st 2019.
Q_'� PERMEABLE ASPHALTPAVEMENT
W. NTS
STORMYARDDRAWS
UNffT#
YD
RIM
YDLF_
AS -BUILT
m
AS-BUJUT
LE
1
462.80
461.3
2
461.29
3
459.57
458.07
4
458.20
456.70
5
458.31
456.51
6
458.04
456.54
7
458.12
456.62
8
458.14
456.64
9
459.17
457.67
10
460.93
459.43
11
462.67
461.37
12
462.0
461.0
13
461.0
460.0
14
459.25
456.0
15
.0
457�0
16
458.25
456.0
17
4,19,�7
456,25
18
460.,
± 459-0
19
$61 50
ROCKERY
-0-p-
-w-w --------------------- \
7w-
TABLE]
GRADING REQUIREMENT FOR ASIM NO 2
SIEVE SIZE
I PERCENT PASSING
3 in. (75 mm)
100
2 112 �. (6j..)
90 TO 100
2 in (50mm)
35 70 70
1 112 iP (37.5.m)
0 TO 15
3'
SAWTAR Y SEWER CLEAN OUTS
00#
RIM.
123
SFA71ON
1
462.27
451.60
10+83.61, 121
2
462.47
451.45
10+77.50, 16-L
3
462.19
451.46
10+86.11, 121
4
462.10
451.54
IO.J89.50, 141
5
1 456.66
1 451.95
11+86.57, 121
6
458.86
452.09
11+77.50, 161
7
458.56
451.97
11+83.57, 121
8
458.54
452.04
11+89.50, 141
9
458.12
452.98
20+74.82, 121
10
458.22
453.22
20+64.50, 16-L
11
458.07
453.0.3
20+84.53, 121
12
45B. 12
453.12
20+84.05, 16.5L
13
45Z97
452.12
21+15.54, 121
14
458.02
453.02
21+15.55, 16.51
15
458.37
454.09
11+96.77, 12'R
16
458.37
454.19
11+99.50, 16'R
17
458.43
454.07
1 11+93.71, 127?
18
459.50
45C20
11+87. 46� MR
19
61.82
453,6
10+96.49, 12
20
461.75
4517
10+99.50, 16'R
21
461.93
453.0
10+93.72, 12'R
22
462.17
453.76
10+8Z48, MIR
STORAGE/ftLOST LAYER
rl'� DOWNSPOUT DETAIL
IQL01/ HIS
PERNZABLEASPHALTNOTES.-
1. THE PERMEABLE ASPHALT SHALL BE VACUUMED AT LE45T TWICE A YEAR AND AFTER STORMS LEAWNG DEBRIS ON THE SITE F PONDING WITHIN THE PARKING
LOT ARE4 IS OCCURRING, THE SYSTEM SN4LL BE VACUUMED MORE FREQUENTLY IF PONDING PERSIST, THE PAVEMENT SHALL BE REMOVED AND ANY FINES OR
DEBRIS REMOVED FROM THE SYSTEM. F THE CRUSHED SUB-13ASE HAS BECOME CLOGGED, IT SHALL BE REMOVED AND REPLACED KITH NEW U47ER14L, OR
CLEANED AND REINSTALLED. IF THE FILTER FABRIC HAS BECOME CLOGGED IT SHALL BE REPLACED. THE PAVEMENT SHALL BE RESET IN NEW SURFACING TOP
COURSE.
2. THE LANDSCAPING SIALL BE MAJNTAJNED TO INSURE THAT FINES DO NOT LEAVE THE LANDSCAPE AREA AND REACH THE PERMEABLE ASPHALT.
3 EXPERIENCED CONTRACTOR WHO HOLD A CURRENT BASIC LEVEL CERTIFICATE IN THE ICH CONTRACTOR CER17FICATION PROGRAM MUST PERFORMED
INSIALLADOM.
4. THE AMENDED SOIL SHOULD CONSIST OF ADEQUATE COMPOST MIXED WITH CLEAN MEDIUM TO COARSE SAND TO ACHIEVE AN ORGANIC CONTENT OF AT UAST
10% BY DRY WEIGHT.
5. THE PERMEABLE ASPHALT SHALL FOLLOW THE OREGON STATE DEPARTMENT OF TRANSPORTATION GUIDELINES FOR PERMWLE ASPHALT. PERME48LE ASPHALT
SHALL H4VE AN AGGREGATE MIX PER TABLE I ABOVE. THE PERMEABLE ASPHALT SHALL USE A BINDER GR40E OIL OF PO 64-22 OR GREATER WITH A 5Z
BINDER MIX WITH A MINIMUM COMPAC71ON TEMPERATURE OF 292 F. MANUFACTURER SHALL PROVIDE SPEC. CONTRACTOR SHALL PROWDE LOADING INFORMA71ON
ON ASFR4LT To ASSURE ASPHALT CAN HANDLE FIRE TRUCK LOADING REQUIREMENTS, LOAD BE4RINO REQUIREMENTS ARE AS FOLLOWS,
TOTAL LOAD OR FRONT AXLE 23,000 LK GROSS VEHICLE WEfGHT 75,000 LOS, TOTOAL LOAD ON RIAR AXLE 48,000 LBS.
6. ADD CHECK a4MS ON SLOPES GREATER THAN 3% PER DETAIL
CONSTRUCHONNOM. r7_'�
I. APPLICANT Sh4U. REFAIRIPEPLACE ALL DAMAGE To
UTILITIES OR FRONTAGE IMPROVEMENTS IN CITY ww
RIGHT -Of -WAY PER CITY STANDARDS THAT IS CAUSED OR
OCCURS DURING T14E PERMITTED PROJECT 4' MIN SCHEDULE 30
2. DRIVEWAY RUNOFF SHALL BE DIRECTED 70 PERME48LE PVC ROOF OWN SLOPE�
PAVEMENT TO BE INFILTRATED
J. ANY CURB, GUTTER OR SIDEWALK CURRENTLY DAMAGED OR
DAMAGED DURING CONSTRUC77ON SHALL BE REPLACE PER
ENGINEERING INSPECTION
4. A- MINIMUM OF 3' SEPARATION IS REQUIRED BVWEEN THE
&Ry UTILITIES (POWER GAS, PHONE, CABLE ETC.) AND
SEWER, WATER AND STORM AND 5' FROM ANY CITY MVN
LINES
5, ALL FINAL RESTORATION SH4L BE COMPLETED BY THE
CONTRACTOR NOT THE CITY OF EDMONDS
6. ALL U77LIlIES TO BE PLACED UNDERGROUND,
Z A MINIMUM OF 10' HORIZONTAL AND 1.5' VERTICAL (AT
CROSSINGS) IS REQUIRED BMM SEWER AND WATER
LINES \-4' MIN SCHEDULE
JO PERFORATED
B. A MINIMUM OF 5' HORIZONTAL AND I.o' VERTICAL (AT 4 DRAINDETAIL PVC FOOTING
CROSSINGS) SEPAR41ION IS REQUIRED BETWEEN WATER AND \Cj.# NOT TO SCALE DRAW
STORM LINES.
9 A MINIMUM OF 2' OF COVER IS REQUIRED FOR ALL PIPES
LOCATED UNDER A DRIVABLE SURFACE AND I' OF COVER
IS REQUIRED FOR LANDSCAPE ARM
10. HOMES SHALL BE SPRINKLERED.
11. ALL EXISTING UNDERGROUND STORAGE TANKS SHALL BE
DECOMMISSIONED AND REMOVED. WERVIOUS AREAS BREAKDOWN
12. INSTALL CHECK DAMS PER DETAIL X&O TOTAL PGIS 10. 114 S.F.
,Vegf WHERE ALL TOTAL NPUS 18,844 S.F.
UTILITIES ARE INSTALLED UNDER PERMEABLE PAVEMENT
STORAGE TANKS MUST BE DECOMMISSIONED AND REMOVED. TOTAL IMPERWOUS 28,958 S.F.
IJ. THE FAINTED FOGUNE AND CEWRLINE WILL BE STRIPED, ARE4
AS REQUIRED, PRIOR To PROJECT COMPLE77ON
LINE
T
AREA (SQUARE FEET)
I
NON -REGULATED
0
EXEMPT
REGULATED
2
REPLACED
3
NEW (POST 1977)
+
28.656 SF
4
TOTAL REGULATED IMPERVIOUS AREA
U177GA77ON REQUIRED IF IN EXCESS OF 2000 SF
-
28,656 SF
5
TOTAL AREA MITIGATED BY EXIS77NG STORMWATER MANAGEMENT SYSTEM(S)
-
28,656 SF
6
REGULATED AREA NOT YET M177GATED
28,656 SF
7
AREA PROPOSED TO BE M177GA BY LOW IMPACT DEVELOPMENT TECHNIQUES.
-
28,656 SF
i a
IAREA PROPOSED TO BE MITIGATED THROUGH CONVENTIONAL SWM 7ECHNIQUES1
-
I , F
Knowwharsbelow.
Call Wore you dig.
UTIL17T COATLICTNOEE.-
CAMON.-
THE CONTRACTOR SMALL BE RESPONSIBLE FOR VERIFYING THE
DIMENStON, AND DEPTH OF ALL EXISTING U17LMES WHETHER 5
470
1 460
445
SW 114, SEC. 31, T 27 N., R.04 E., W.M.
SNOHOMISH COUNTY, WASHINGTON
470
PV1 ELEV, 463.04
K. 13.37
LVD 60.00
PT. STA: 10+52.98
m
HISH
h
GH PT ELEV: 462.74 �i
-
PVT STA: 12+27.00
PV1 ELEV: 458.14
ios
Ex' G`ADE
K., 24.46
@ C17. ff RD
VC., 60.00
CIL Of RD
C,
9+50 10+00 10+50 11+00 11+50
PRIVATEROAD-A PROFILE
SCALE., 1'=20' HMZ, I'!w2' VERT
Knowwharsbelow.
Call before you dig.
VT1LffTC0NFLfCTN0TT-
CAMON:
THE CONTRACTOR SHALL BE RESPONSIBLE FOR VER"NG THE LOCATION,
DIMENSION, AND DEPTH OF ALL EXISTING U71LMES WHETHER SHOWN ON THESE
PLANS OR NOT, BY POTHOLING THE URLIRES AND SURWWNG THE HORIZONTAL
AND VER77CAL LOCATION PRIOR TO CONSIRUC17ON THIS SHALL MUZIE
CAU. UTILITY LOCATE 0 1-800-424-5555 POTHOLING ALL OF THE EXIS77NG
UTILITIES AT LOC4WNS OF NEW UTILITY CROSSNOS TO PHTSICALLY VERIFY
WHETHER OR NOT CONFLICTS EXIST LOrA`7ONS OF SW UTILITIES AS SHOWN
ON THESE PLANS ARE a4SED UPON THE UNVERIFIED PUaLIC INFORMA77ON AND
ARE SUBJECT TO VARIA710M IF CONFLICTS SHOULD OCCUR, THE CONTR4CTOR
SHALL CONSULT WITH INSIGHT ENGINEERING COMPANY TO RESOLVE ALL
PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION
12+00
460
460
450 450
445 445
J
6 W
- 1. 460
PF
F 0
OPOSED WOE
CIL OF RD
EX. OWE
11L OF RD
L
-0.509
-.507
0.5(L__
v
F
C I
STA: 1+10.00, 0.00'
R111.4111B
IE.' 454.80 (12' OUT, N)
.6 .6
r<
20+00
12+50 12+69
450
445
20+50 21+00 21+50 21+80.04
PNVATEROAD-BPROFILE
SCALE, 1"=20'HMZ, 17-2' VERT
SW 114, SEC. 31, T. 27 X, R.04 R, W.M.
SNOMAHSHCOLTNTY, WASHINGTON
W4TkR MffkRS WILL NEED TO BE 71 RDIFD
PIPE
RELOCATED BEHIND THE SIDEWALK IF IN
4 SCHED.
OF FENCE COR. 1. 4'(W) CONFL TH THE TRANSITION PANEL.
30 PVC @ 2Z
rig
IN
0 PROP.j L.
F L14.4(W)
'OR. OF PROP. LINE 1OLF 6 "0 PERF MIN. SIDEWALK TRANSITION
EX. PP I I
(TO BE RELOCATED TO
THE
C"
PIPE U) "t �� i
X X x (Typ-) �u I . ENGINEERING INSPECTOR SHALL EX.
x BACK OF THE SIDEWALK) ND FEN �5'(W) DETERMINE ACTY% TRANSITION
P
F H. LINE F. H.
- - - - - - - - - - -
r4 A LENGTH NECESSANY
- - - - - - - - ROCKERY
4 . . ---'7
89 07 - - - - - - - - - -
Li - - - - - - -
4� 4. 4 !04". -W. I;X.U4 - - - - - --
A ' ---4 --- - . . - . . . . . ' : : -
4 cIl A . ;� . - . .. . -4 -
4 � . . 'I . .. 1' .7-
-w-w w - -w -- - - - - - - - - - 4. CONtRETE.WLK- 4.� 4 4 4
-----------
W-w w E
--w
-w-w w w w-w-w w w- 8" Cl WA cl-
w w CONCRETE CU
w w B - ----w-w-w-w-w w]
BEGIN REPLACE SIDE SW CORNER Cw RIM= 4 �1. w-
STA: 31+53.69, 22.961 CIL OF RD
LOT 1, BLOCK I END REPLACE SIDEWALK 1E 10" CMP(S)=458.73
CIL OF R/W C�)
STA: 32+89.52, 22.921 -
- - - - - - - - - - - - - - - - --
N 8S'07�N" W 1181. 5' - - - - - - - - - - - -
T-- - - - - - -
'7,d,d ST
-T-r S. W RWD E6032
CB RIM=462.60--i ENGINEERING INSPECTOR SHALL RIM=462.26
1E 10" CMP(S)=459.40 DETERMINE ACTUAL TRANSITION 24' WIDE DRIVEWAY�
LENGTH NECESSARY . i "I ENTRANCE IE 8" PVC(W)=449. 11
q -0-V PVC(E)=449.01
STA: 32+21.07, 2 L S
43 4 4
4 4� 4 C::O:N::C::R::::E::::TE;I::C::"U::R;;;;B
4
.4 C046RETE WXK 4
X =F:F-
� 'd
-x -x-x-.-x-x x-x-x 0D1'::=-
x x-x-x-x
TBAI A WOOD FENCE
CB RIM=462.58 CB RIM=461.80
IE 10- CMP(W)=454.08 1E 10" CMP(W)=453.20
1E 10" CMP(N)=457.58 1E 10" CMP(N)-456.90
1E 10" CMP(E)=453.98 IE 10" CMP(E)=452.90
SCALE: I"= 10'
IQ 5 o Io
rt R/W R/w
EX. 30' R1W
0.5' ACCESS 2J' EX. PAVEMENT
EASEMENT
TO aE GRANTED
TO THE CITY.
EXPAND EASEMENT 0.5
AROUND MAILBOX 7' CURB
9UMP OUT. NEW SIDEWALK 2' SAWCUT
FOR CURB & GUTTER
-2% REPLACEMENT
---r7tm�m- I I I C[TYOFEDMONDS
4* CONCRETE APPROVED FOR CONSTRUCTION
6' COMPACTED DEPTH
GRAVEL 8ORROW GLASS 244THSTSIV(SECTIONA-A)
112" NOT TO SCALE (STD..DESIGN SPEED = 25 MPH PUBLk*QIZK8D&� DAM
PIT 64-22 W1 2- LIFTS PUBLIC STREET TR-5(15)
6" MIN. CRUSHED
84SE COURSE PER WSDOT
SID SPEC 9-03.9(3) )VOTE:
THE PARITED FOGUNE AND CENTERUNE WILL BE RESTRIPED, AS REQUIRED,
PRIOR TO PROJECT COMPLETION
INSIGHT ENGINEERING CO.
P.O. BOX - 1478
EVERETT, WA 98206
(425) 303-9363 (425) 303-9362 FAX
U-TO(LBINSIGHTENCIn�MPOWC; NLIT
ADDRES&- 8609, 8611 & 8615 244TH SIN
EDMONDS, NA 96026-9062
TAX ACCOUNT .S.- 00461503100102, 0046330310010.3,
Knowwharsbelow. REV. NO. DESCRIPTION INITIALS DATE 0040353160105
Call before you dig.
&TILITYCONFLICTIVOTE.-
DEC 1 1 2018
CAUTIOM SW 114, SEC. 31, T. 27N., R.04 E., WM.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIF)ING THE LOCATION. WNG )MON NT
C DIA 244TH ST
DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE
PLANS OR NOT, BY P07HOLING THE UTILITIES AND SURVEYING THE HORIZONTAL
AND VERTICAL LOCATION PRIOR TO CONSTRUCTION THIS SHALL INCLUDE ROW Work in Road Prohibited DES16NEO BY, DATE. SCALE dos NO.:
r4LUNG UTILITY LOCATE @ 1-800-424-5555 POTHoLING ALL or THE EXISTING Until October 1 st 2019. 6499 jRc 08-20-2017-oraAA 1&0800
UTILITIES AT LOrATONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY IST
WHETHER OR NOT CONFLICTS EXIST. LOC477ONS OF S41D U71LMES AS SHOWN SHEET
ON THESE PLANS ARE 84SED UPON THE UNVERIFIED PUBLIC INFORMATION AND
ARE SLRIJECT TO VARIA71ON F CONFLICTS SHOULD OCCUR, THE CONTRACTOR
SHALL CONSULT WITH INSIGHT ENGINEERING COMPANY TO RESOLVE ALL FRONTAGEIAM C4.0
PROBLaiS PRIOR TO PROCEEDING WITH CONSTRUCTION 12-10-2018
GENERAL NOTES
1. ALL MATER14LS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY OF EDMONDS STANDARD PLANS AND DETAILS THE
FOLLOWING SPECIFIC47YONS AND CODES, AND ALL OTHER APPLICABLE LOCAL MUNICIPAL, STATE, AND FEDERAL CODES. RULES AND
REGULATIONS.
CURRENT INIERM477ONAL BUILDING CODE 090
2018 VSDOTIAPVA STANDARD SPECIFTCA71ONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUC77ON
WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWAUER MANAGEMENT MANUAL FOR THE PUGEF SOUND WIN (2014)
2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DP14WINGS REFER TO CITY OF EDMONDS STANDARD DETAILS, UNLESS NOTED
OTHERWISE
J. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSIIE WHENEVER CONSTRUCTION IS IN PROGRESS-
4 DEVIAMNS FROM THESE PLANS MUST, BE APPROVED BY THE ENGINEER OF RECORD AND THE LOCAL GOVERNING AUTHORITY
5. CONTRACTOR SHALL RECORD ALL APPROVED DEV147IONS FROM THESE PLANS ON A SET OF `ASBUTLT' DRAWINGS AND SHALL SUMMARIZE ALL
ASBWT CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR PROJECT COMPLE17ON AND
ACCEPTANCE. A SET OF A5--T DRAWINGS SHALL BE SUBMITTED To THE CITY OF EDMONDS PRIOR TO FINAL APPROVAL OF THE BUILDING
OCCUFANcy1FNAL PROJECT APPROVAL
6. amnms SHOWN ARE IN FEL7. SEE SURVEY FOR BENCHMARK INFORMATION
Z THE LOCATIONS OF EKSTING UTILITIES AND SITE FE47URES SHOWN HEREON HAVE BEEN FURNISHED BY OTHERS By FIELD SURVEY OR
OBTAINED FROM AVAIL48LE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. ir IS
THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL U17UTY LOCA77ONS SHOWN AND TO
FURTHER DISCOVER AND PR07ECT ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED By THE IMPLEMENTA170M OF THIS
PLAN. CONTRACTOR SHALL VERIFY LOCATION, DEPTH, SIZE, TYPE AND CONDITION OF EXISTING UTILITY LINES AT CONNECTION OR CROSSING
POINTS BEFORE TRENCHING FOR NEW U17LMES ENGINEER ASSUMES NO RESPONSIBILITY FOR 774E COMPLETENESS OR ACCURACY OF THE
EXIS77NG UTILITIES AND SITE FE47URES PRESENTED ON THESE DRAWINGS ENGINEER SHALL BE N017FIED IUMED147ELY OF CONFLICTS THAT
ANSE,
B. CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING CONSIRLACITION AND SHALL CONTACT THE UNDERGROUND U17LI77ES LOC417ON
SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION.
9. CONTRACTOR SHALL VERIFY ALL COND17IONS AND DIMENSIONS AT THE PROJECT SITE BEFORE STARTING WORK AND SHALL N077FY OWNER'S
REPRESENTATIVE OF MY DISCREPANCIES
10. PIPE LENG774S WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO FIELD CONDITIONS.
11. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT (WHERE APPLICABLE) AND SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH
THE CONTENTS THEREOF. ALL S17E WORK SHALL BE PERFORMED IN STRICT COMPLIANCE WITH THE RECOMMENDA77ONS OF THIS REPORT.
12. STRUCTURAL FILL MATERIAL AND PLACEMENT SMALL CONFORM TO THE RECOMMENDATIONS OF THE PROJECT" GEOTECHNICAL REPORT
IJ. MANHOLES, CATCH BASK UTILITIES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY DENSE NATIVE SOX OR COMPACTED
STRUCTURAL FILL. IF SOIL IS DISTURBED, SOFT, LOOSE, WET OR IF ORG4MC MATERIAL IS PRESENT AT SUBGRAvE aEvAI70N, REMOVE AND
REPLACE WITH COMPACTED STRUCTURAL FILL PER GE07ECHNM REPORT.
14. SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCATIONS OF BUILDINGS, LANDSCAPED AREAS AND OTHER PROPOSED OR
EXIS77NG S17E FEATURES.
15. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER FOUNDATION DRAINS FOUNDATION DRAINS SHALL BE INDEPENDEW OF OTHER S17E GRAIN
LINES AMD SHALL BE 77GH77JNED TO THE STORM DRAIN SYSTEM WHERE INDICATED ON THE PLANS.
16. ALL REQUIRED STORMWATER FACIUflES MUST BE CONSTRUCTED AND IN OPERATIC14 PRIOR TO INSTALLATION OF ANY PAVEMENT` UNLESS
OTHERWISE APPROVED BY THE ENGINEER.
IZ ALL ROOF DRAINS. PERIMETER FOUNDATION DRAINS. CATCH B4SINS AND 07HER EXTERNAL DRAINS SHALL BE CONNECTED 70 THE STORM
DR41MAGE SYSTEM, UNLESS NOTED 07HERWISE
16. CONTRACTOR SHALL OBTAIN AMD PAY FOR ALL PERMITS REQUIRED FOR INSTALLATION OF ALL SITE IMPROVEMENTS INDICATED ON THESE
DRAWINGS.
19. AS A UN41MUM REQUIREMENT ALL DISTURBED ARM ON AND OFF SITE SHALL BE RETURNED TO THE EQUIVALENT OF THEIR PRECONSIRUCTION
CONDITION IN ACCORDANCE WON APPROPR14TE REQUIREMENTS AND STANDARDS
20 ALL DISTURBED SOIL AREAS SHAU. BE SEEDED OR STABILIZED BY OTHER ACCEPTABLE METHODS FOR THE PREMIKW OF ON-SffF EROSION
AFTER THE COMPLE17ON OF COMSMUC77ON SEE EROSION CONTROL PLANS FOR SPECIFIC OWING AND EROSION CONTROL REQUIREMENTS
21. THE CONTRACTOR SMALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHING OF THESE STREETS WILL NOT BE ALLOWED
WITHOUT PRIOR APPROVAL
22. THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT BOTH EXPORT AND IMPORT OF SOIL AND ROCK MAMWILS ARE REQUIRED.
23. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTOURS OR SPOT ELEVA71ONS SHOWN.
24. RNISHED GR40E SHAU. SLOPE AWAY FROM BUILDING WALLS AT MINIMUM 5% SLOPE FOR A MINIMUM DISTANCE OF 10 FEET
25. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN SHORING AND BRACING AS NECESSARY TO PROTECT WORKERS,
EXISTING BUILDINGS. STREETS, WALKWAYS, UTILITIES AND OTHER EXIS17NO AND PROPOSED IMPROVEMENTS AND EXCAVA77ONS AGAINST LOSS OF
GROUND OR CAVING EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF SHORING AND BRACING. AS REQUIRED.
26. CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY PROCEDURES FOR ALL WATER SERVICE INTERRUPTIONS, HYDW
SHUTDFFS� STREET CLOSURES OR OTHER ACCESS RESTRICTIONS CONTRACTOR SHALL NOT RELOCATE OR ELIMINATE ANY HYDRANTS WITHOUT
AL FROM THE FIRE MARSHAL.
FIRST OBTAINING WRITTEN APPROV
2Z COORDINATE AND ARRANGE FOR ALL UTILITY CONNECTIONS, UTILITY RELOCA77ONS ANDIOR SERVICE INIERRVP170NS WITH THE AFFECTED
OWNERS AND APPROPRI47E UTILITY COMPANIES. CONNECTIONS TO EXIS77NG UTILITIES SHALL BE WOE ONLY WITH ADVANCE WRITTEN APPROVAL
OF THE AUTHORITIES GOVERNING SAID U17UTIES
28. EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK SHALL BE REPAIRED AT CONTRACTORS EXPENSE AND
INSPECTED AND ACCEPTED BY C17Y OF EDMONDS AND OWNER'S REPRESENTATIVE PRIOR TO BACKFILLING
29. NEW UTILITY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO DIMENSIONS ARE INDRIATED. LOCATIONS MAY BE SCALED FROM
DRAWING& RELD ADJUSTMENTS SHALL BE APPROVED BY OWNERS REPRESENTATIVE AND CITY.
30. WHERE NEW PIPE CLEARS AN EXIS17NG OR NEW UTILITY BY 6" OR LESS� PLACE POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN THE
UTIUTIES.
31. SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUA770H OF SITE UTILITIES WITHIN ME BUILDING.
32. SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK.
33 SEE LANDSCAPE DRAWINGS "ERE APPLICABLE) FOR SITE IRRKATION SYSTEM .
PIPE SPECIFICATIOWS
PLACEMENr REQUIREMENTS FOR CULWIRTS AMD STORM SEWER
INSTALLATION SH4U. BE AS INDICATED IN THE WSOOTIAPWA
SPECIRCA77ONS SECTIONS 7-02 AND 7.04, RESPECTIVELY, AND
AASHIO SPECIFICATIONS. PIPE IVATERMLS SHALL COMPLY WITH
SECTION 9-05 OF THE WSDOTIAPNA SPECIFICA77ONS WITH THE
FOLLOWING CLARIFICATIONS'
1. DOUBLE WALLED (SMOOTH INTERIOR) CORRUGATED
POLYETHYLENE PIPE, MEETING THE REQUIREMENTS OF
AASHR) M 252 IN 8 INCH SIZE AND MSHTO M 294S IN
SIZES 12' THROUGH J61 IS AN ACCEPTABLE ALTERNATIVE
FOR SCHEDULE A CULVERT PIPE, AS SHOW ON
WSDOTIAPKA STANDARD PLAN B-17 AND FOR STORM
SEWERS IN AccoRa4NCE WITH THESE STANDARDS
THE ENDS OF THE PIPE SHALL BE BEVELED TO MATCH THE
SLOPE. CORRUGATED POLYETHYLENE PIPE SHALL NOT BE
USED WHEN BEVELED SLOPES ARE RATTER THAN 4:1. FOR
ANY PIPE LENGTH SECTION THAT IS TO BE BEVELED ON
THE END, THE MINIMUM LENGTH OF THE UNBEVELED
PORTION OF THE PIPE SHALL BE 6 FEET.
THE PIPE SHALL BE INSTALLED IN A DESIGN A TRENCH AS
SHOWN ON STANDARD DRAWING 9-210. FOR BUR14L
DEPTHS EXCEEDING 15 FEEL THE PIPE SHALL BE
INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S
RECOMMENDATIONS AND THESE STANDARDS
2. IN PRIVATE DEVELOPMENTS, THE USE OF NON -SMOOTH
INTERIOR CORRUGATED POLYETHYLENE IAASHTO M-294,
TYPE `C) IS ALLOWED, EXCEPT WHERE THESE
INSTALLATIONS ARE OR CAN REASONABLY BE EXPECTED TO
BECOME PART OF THE COUNTY MAINIAINED DRAINAGE
SYSTEM
J. G4LVAMZED CORRUG47EU STEEL PIPE SHALL HAVE ASPHALT
COATING TREATMENT` I AS SPECIFIED IN WSDOTIAPWA
SPECIFICATION SEC170M 9-OS4(3). ALUMINIZED STEEL PIPE
MAY BE USED WITHOUr 7RE47MENT 1.
4. PWRIB SEAMLESS GRAVITY SEWER PIPE AND FITTINGS
CONFORMING TO ASTM F794 AND UNI-B-9 FOR 8�15"
DIAMETER, ULTIM-RE PVC STORM SEWER PIPE CONFORMING
TO ASIM F794 It UNI-B-9 FOR 8�24" DIAMETER,' AND
UL7RA-CORR PVC SEWER AMD DRAIN PIPE CONFORMING TO
ASTIM F949 AND ASIM F794.
MATERIALS ALLOWED FOR SRTRU PIPE SYSTEMS LABELED AS
SD�.
PLAIN CONCRETE
DUC77LE IRON (WATER SUPPLY, CLASS 50 OR 52).
REINFORCED CONCRETE PIPE.
CORRUGATED HIGH DENSITY POLYETHYLENE PIPE (CFEF)
- SM007H INTERIOR (SEE M07E 1).
POLMM CHLORIDE (PVC) SEWER PIPE
HIGH DENSITY POLYETHYLENE PIPE (14DPP).
Pvc SMOOTH INTERIOR MTN CORRUGATED RIB EXTERIOR
(SEE NOTE 4).
MATERIALS ALLOWED FOR STORM PIPE SYSTEMS LABELED AS
VIP'.
REINFORCED CONCRETE PIPE.
DUCTILE IRON (WATER SUPPLY, CLASS 50 OR 52).
SW 114, SEC. 31, T. 27 N, R.04 E, W.M.
SNOHOMISH COUNTY, WASH1NGTON
TRENCHI
rMAXIMUM
PAY WIDTH
(SEE TABLE BELOW)
SEE STANDARD DETAIL E2.3
BANK RUN GRAVEL FOR
TRENCH EACKFILL
0.
(1-114* MINUS) CSOC
PER COE MOD 9-0119
OR SUITABLE EXCAVATED
MATERIAL AS APPROVED BY
CITY ENGINEER (SEE NOTE
2 BELOW)
6 MIN
EDGING MATER14L
0
(518" MINUS)
CRUSHED PER COE
MOD 9-03.16A.2
(SEE NOTE 2 RELOO
6" MIN
-114
= 8" MIN - B" MIN
-
SEE NOTE I-
TABLE 1: MAX. TRENCH PATCH PAY WIDTH
NOTE.,
1. MAXIMUM WIDTH OF TRENCH AT TOP PIPE
TRENCH DEPTH MAX PAY WIDTH
36' FOR PIPE UP TO AND INCLUDING
I I - 4' 4
4' 10 .02.
12' NOMINAL DIAMETER
LD. PLUS 18" FOR PIPE LARGER 7WN 12'
10, : 1
20 7D
NOMINAL DIAMETER
Z REFER TO CITY OF EDMONDS MODIFICATIONS TO DIVISION 9 OF WSDOT STANDARD SPECIFICATIONS FOR
MATERIAL GR40ARON AND ADDITIONAL INFORMATION.
J. TRENCH BACKFILL SHALL MEET A MINIMUM COMPACTON
OF 95X DENSITY PER AS7M D 1557.
w*
..:--C-1TY,�*.-`.*.' F.
-ON
STANDARD DETAIL
TYPICAL TRENCH SECTION
R. MOLISH
I
7/24/01
I- - I-
TYPICAL 7RENCH SECTION
\Ia. 0 SID. NO. E4.2
Nor TO SCALE
CONCRETE, BAND, DEPRESS LANDSCAPING I'
ISEE NOTE 2 NEXT TO EDGE TRF47MENT
PERMEABLE PAVEMENT
SECTION, SEE NOTE 1 PE
Aa q r-71
IDIEND TO BOTTOM OF
PAVA�EWOEWNOT BMAASE COURSE
CONCRETE BAND AT LANDSCAPE
DEPRESS LANDSCAPING I
TO EDGE TREATMENT
LANDSCAPE PERMEABLE PAVEMENT
I SEC710H, SEE NOTE I
PERMEABLE SIDEWALK AT LANDSCAPE
NOTES:.
1. SEE STO DETAIL SD-621 THROUGH SD-624 FOR PERMEABLE PAVEMENT SECTION.
2. CONCRETE SHALL BE CLASS 3-3000 PSI. CONCRETE REINFORCEMENT AND
EXPANSION JOINT PLACEMENT TO BE SPECIFIED BY ENGINEER.
3. GEOTEXTILE SHALL CONFORM TO WSDOT SPEC. 9-33.2(l), GEOTEXTILE FOR
SEPARATION, NON -WOVEN TYPE.
REVISION DATE
EDGE TREATMENTS DECEMBER 2017
CITY OF EDMONDS AT LANDSCAPE INTERFACE
PUBLIC WORKS STANDARD
DEPARTMENT DETAIL
APPROVED BY; R. ENGUSH SD-625
IN
FIRE LANE STRITING
IM TO SCALE
PAVEMENT
-IN
6" MIN
NOTES. HECK DAM
1. INSTALL COLLAR CHECK DAMS IMPERMABLE LAYER
SURFACE WHICH
FOR MY UTILITIES BELOW THE
INFILTRATION J_
ARE WITHIN 5 FEET;
HORIZONTAL OR VERTICAL. OF 3* MIN
THE INFILTRATION LIMITS.
Z SPACE COLLAR CHECK DAUB 3' KEY
EVERY 20 FEET. 6" MIN 6' MIN
unmrry TRENcH coLLAP cnEcK DAm
NOT TO SCALE
DEPRESS LANDSCAPING I" I - 2 ROWS OF UNIT PAVERS OVER
N �CREE 84SE
WS
EDGE TREATMENT` CONCRETE 114SE
CO
G
THIN SET MORTAR *FLUSH EDGES
0
PERME46LE UNIr
LANDSCAPING PAVER SEC77ON
PER BID DETAIL SD-623
I, SE
CRE
EXTEND TO BOTTOM F_ CONCRETE BASE, SEE NOTE I
PAVEMENT BASE COURSE 4" - 8", MATCH PAVER WIDTH
MORTARED PAVER AT LANDSCAPING
DEPRESS LANDSCAPING I' NEXT TO
EDGE TRE47MENT'
10. LONG x 318" Ok (ALVANIZED STEEL
7RAMC RATED METAL ED LANDS04PE SPIKE SPACED EVERY 2' 17OR
ED
RESTP41NT STRAIGHT SECTIONS AND EVERY V FOR
PER MANUFACTURER CURVED SECTIONS
PERMEABLE UNIT
PAVER SECTION
PER SID DETAIL SD-623 L LANDSCAPE
GEOGRID BETWEEN LEVELING AND BASE EXTEND BASE 6- (MIN) BEYOND EDGE OF PAVER
COURSE 71ED TO EDGE RESTRAINT WHEN OR PER MANUFACTURER'S RECOMMENDATIONS
SPECIFIED BY ENGINEER
METAL PAVER EDGE AT LANDSCAPING
(FOR PRIVATE PROPERTY ONLY)
NOTES:
1. CONCRETE SHALL BE CLASS 3-3000 PSI. CONCRETE REINFORCEMENT AND
EXPANSION JOINT PLACEMENT TO BE SPECIFIED BY ENGINEER.
REVISION DATE
EDGE TREATMENTS DECEMBER 2017
A�LCITY OF. EDMONDS AT PAVER INTERFACE
PUBLIC WORKS STANDARD
DEPARTMENT DETAIL
APPROVED BY: R. ENGLISH SD-626
Know what's below.
Call before you dig.
4'� EDGE 7REATMEIVTS ATLANDSCAPE RUERFACE
\,J�.0 NOT TO SCAE
(_ 1) EDGE 7REA7MWS ATL4NDSCAPE INTERFACE
\q,0) NOT TO SCALE
SW 114, SEC. 31, T 27 N., R.04 E., WX
SNOH01IRSHCOUNTY, WASIMVGTON
2' MIN SAW CUT
E STING PAVEMENT
XI 4i
30,
NOTE:
�,,I,F DRIVEWAY WIDTH EXCEEDS
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 1/2"
PLACED (SEE DETAIL ABOVE).
CONCRETE SHALL BE CLASS 3- 300OPSI
CURB AND GUTTER SHALL BE POURED
SEPARATELY FROM THE SIDEWALK.
CITY INSPECTION REQUIRED ON FORM WORK
PRIOR TO POUR.
CST(
SEE NOTE "1.*
EXPANSION JOINT
T: 12
TYPE "A" CURB AND GUTTER
OR
16" VERTICAL CURB
(TO MATCH EXIST. ONLY)
JOINT
JOINT
6" CURB
DRIVEWAY CURB TRANSITIONAL DETAIL FOR
CURB AND GUTTER OR VERTICAL CURBS
cl ..E S.::
T-Y�..'-OF:�,; 0MCOND
REVISIONS STANDARD DETAIL
OE FT -,--a STANDARD DRIVEWAY ENTRANCE
D. GE:,ERT 01/15-
Est 1590 7/24/01 NTS
(-I� STANDARD DRIVEWAYENTRANCE
\A��j NOT TO SCALE DWG. NO. E2.2Z2
�HDIIICIURELYII 11 L 11 -L - 1111L
SE STZED'
2. EXPANSION JOINTS SHALL BE PLACED ADJACENT
TO CATCH BASINS.
3. EXPANSION JOINTS SHALL BE EVERY 10 FEET
AND DU MY JOINTS EVERY 5 FEET.
4 EXPANSION JOINTS SHALL HAVE 1/2' TO 5/8' WIDE
PREMOUDED JOINT FILLER.
5. CONCRETE SHALL BE CLASS 3- 3OOOPSI.
6. FINISH SHALL BE UGHT BROOM.
7. CURB SHALL BE SPRAYED WITH CLEAR CURING
COMPOUND OR SHALL BE COVERED AND KEPT MOIST
& ALL SIDEWALKS POURED BEHIND CURB IN
DRIVEWAY AREAS SHALL BE 6" THICK OVER 2" OF
CSTC WITH SUBGRADE COMPACTED TO 95% MAXIMUM
DENSITY.
IS TYPE OF CURB SHALL ONLY BE USED TO
REPLACE EXISTING VERTICAL CURBING
C ITY. F
REVISIO..
A .. .
-
STANDARD DETAIL
A GEBERT
4/27/05
CONC. VERTICAL CURB
1. -1ERT
51181V,
- 11�41[n I- Ts E-1.
4 CONC. VERTICAL CUPB
NOT TO SCALE TWO, NO. E2. 10
CITY INSPECTION REQUIRED ON FORM
WORK PRIOR TO POUR
I" R
I" BATTER
4 .
0.05 FTIFT
.4
.4 4
4
4
4 . 4
. . . . . . . . . - - - - - - - - - - - - - - - - - - -
18" STANDARD
24' ARTERIAL
\ 2L- 518' MINUS CSM
NOTES.
1. FORMS SHALL BE TRUE TO LINE AND GUM AND SECURELY STAKED.
2 EXPANSION JOINTS SHALL BE PLACED ADJACENT TO CATCH IIASINS,
J. EXPANSION JOINTS SHALL BE EVERY 10 FEET AND DUMMY (CONSTRUCTION) JOINTS EVERY 5 FEET.
4 EXPANSION JOINTS SHALL HAVE 112 . TO 518- MOE PREMOLDED ANT FILLER.
i CONCRETE SHALL BE CLASS 3- 300OPSI
6. FINISH SHALL BE LIGHT BROCAL
7. CURB SHALL BE SPRAYED WITH CLEAR CURING COMPOUND OR SHALL BE COVERED AND KEPT MST FOR 72
HOURS.
B. ALL SIDEWALKS POURED BEHIND CURB IN DRIVEWAY AREAS SHALL BE 6" THICK OVER 2" OF CSIC WITH SUBGRADE
COMPACTED TO 95X MAXIMUM DENSITY.
CITY.. O�F,. E D NA 0 N. D 5
REVISIONS �-TAKIDARD DETAIL
D. GEBERT 4/27/0- STANDARD TYPE "A" CURBIGUITER DETAIL
D. GERERT 4/2/07 1/eA/01 TS EZ.
est 1890 1
(2-) STANDARD nTE'A"CM1GUTMRDETAJL
k,Q!. I TWO. NO. E2.8
NOT TO SCALE
SUPPORT POSTS END CAP OR PLUG
CLEAhOUT (TYP)
PERFORATED PIT
UNDERDR41N PIPE FLOW TO OTHEF
DISPERSION TRENCIH�(ES)
IF NECESSARY
/-TYPE I OR 1-1 TYPE I OR I -L
BASIN WISOLD COVER PER CATCH BASIN
STD DETAX SD-3a3 OR WISOUD COVER
PER SID DETAJL
SD-303 OR
=7:,-304
PIPE FROM
ROOF
DOWAISPOUT
NOTCHED GR40E 10, (mm) -
BOARD, 21k2'
NOTCHES, 18' 0.
PLAN
NIS
2' (TYP)
2" GRADE
=11 rL I 10 �c
NOTCH DETAIL
2" 12" PRESSURE TRE47ED GRADE BOARD
VEGETATED FLOW
PATH, .1.5% MAX FOR FLOW CONTROL/WATER
SEE NOT QUALITY TREATMENT IN RURAL AREAS.
20% y "..
BOLT OV)
6" (MIN) -L
GEOTEXRL&
NOTE 2
UNDISTURBED
NATIVE SOIL
WASHED DR41N ROCK,
9� Wi SEE NOTE 3
� -,c
c,
-C 0, -4- (MIN) PERFOR47EI
*,>,IIE
"I .:DRAJN PIPE PE
PEC 9-0-5.�
0 D
LEVEL
4"W" PRESSURE TREATED
SUPPORT POST
GENERAL NO
1. REFER TO THE 2017 OTY OF EDMONDS SIORMICATER
ADDENDUM FOR SETBACK AND INFEASIBILITY
REQUIREMENTS
NOTES:
1. A VEGETATED FLOW PATH MUST BE PROVIDED IN
ACCORDANCE THE 2017 CITY OF EDMONDS
STORMWATER ADDENDUM REQUIREMENTS
2. GEOTEX17LE SHAIL CONFORM TO WSDOT SPEC.
9-33.2(l), GEOEXTIX FOR SEPARATION, NON -WOVEN
TYPE.
3. WASHED TRAIN MOCK S94LL CONFORM TO WSOOT
SPEC. 9-01120), GRAVEL BACKFILL FOR DRYWELLS.
TYPICAL DISPERSION
REVISION DATE
DECEMBER 2017
CITY OF EDMONDS
TRENCH WITH NOTCHED
GRADE BOARD
PUBLIC WORKS
STANDARD
DEPARTMENT
DETAIL
SD-632
APPROVED BY: R. ENGLISH
(2- �) DISPERSION TRENCH
NOT TO SCALE FIGURE 111-3.1.5 (SWMMW%9
FULL DEPTH 11Q " EXPANSION
JOINT MATERIA -
5' TO 10,
UNDISTURBED EARTH OR
2' MIN. SECTION COMPACTED NATIVE MATERIAL
SAW ,
S7AWCUT UNLESS 07HERKISE SPECIFIED
BY ENGINEER
2'�- 518" MINUS CSTC
N 0 T E.
1. CONCRETE SHALL BE CLASS 3- JGOOPS1
2. CONCRETE SHALL BE BROOM F1141SHED
3. SIDEWALK THICKNESS SHALL BE 5-1127 '
4. SIDEWALK THICKNESS AT DRIVEWAYS SHALL BE 6' THICK.
5. CURB AND GUTTER SHALL BE POURED SEPARATELY FROM SIDEWALK
6 CONCRETE SHALL BE SPRAYED WITH CLEAR CURING COMPOUND
OR SHALL BE COVERED AND KEPT MOIST FOR 72 HOURS.
Z SAW CUT AND REMOVE ACP PAVEMENT A MIN. OF 2' FROM GUTTER
FACE TO INSURE ADEQUATE COMPAC77ON OF ACP AND GUTTER SUBGRADE
C.1T-y- �Eb NA
REVISIONS STANDARD DETAIL
4727/05 CONCRETE SIDEWALK
B� aim!1T .,I
7/24/01 I-E NTS r" " E2.13
CQNCPWITE SIDEWALK
NOT TO SCALE DWG . NO. E2.13
2' OR FXL
4" MIN. PVC PERF PIPE
PER WSOOT SPEC.
9-05.1(6) LAID LEVEL
T-OWSDO-TSPEC-9-01012-(5)
GRAVEL BACKFXL FOR DRYWEUS
24" MR.
TIZENCHX-SECTION
r6-�GRAVEL RVFILTRA77ONPADFOR FIOOTTVG DRAIN
\c-5-y NOT TO SCALE
Know what's below.
Call before you dig.
SW 114, SEC. 31, T. 27 X, R. 04 E, WX
SNOHOMISH COUNTY, WASHINGTON
KYM, KYUNG PEMBROKE, MARK
8616 242ND ST SW 8606 242ND SW
EDMONDS WA 98026 EDMONDS, WA 98026 APOKOU, ARTOUR &
0046j302600204 FOUND REBAR WICAP STAMPED 00463JO260010.3 TSATUOUROVA, EL
"17068'. 0.1'(N). 0.2'(W) 8604 242NO ST SW
CALC'O PROP. COR EDMONDS, WA 98026
FENCE COR. 0.1'(W),
0 7'(N) OF SET CORNER N 89'07'0 W 130.04' WOOD FENCE FENCE COR. 0.3'(W), 00463302600104
1.4'(N) Or SET CORNER
------------- T -------------- -----------
SET RE13AR WICAP SET REBARAlc4p
OFFSET 1 0' EAST OF OFTT1-0-1� I1F- IN
CORNER ON PROP. LINE COR
L�T5 BEIP N, CAROL A.
LqT6 LOT 7 0, To W.
24 UNIT IA
3: EDMONDS, 'HWASTIS111 SCALE: 1 20'
10668000100 '00
COOK, SEAN
8601 244TH ST Sk UNIT IB 20 10 0 20 40
EDMONDS,, WA 98206
00668000 00200
COPELAND, SETH
BIELAS, BRANDONIREBECCA BIELO. BRANDON JR REBECCA E.
8623 244TH ST SW 1 3: 8601 244TH ST SW, UNIT IC
950 N 107TH ST. APT J01 EDMONDS, W4 98026 EDMONDS,, WA 98206
00668000 00300
SEATTLE, WA 98133 00463303100202
00463303100202
HARVEY, BOB
6601 244TH ST SW, UNIT Of
EDMONDS. WA 98206
L 411i I- - 00668000IL10400
m FEGLER, SUSAN Al.
.7 8601 244TH ST SW, UNIT IE C,
EDMONDS, WA 98206
r 1 006680001 00500 SWI14'as"I'T. vm.mE, W.At
8NOH0M=COUNry.WAMOTON
" :N'101
C;� G2
I IA. FLEENOR, MARGARET J.
A 8601 244TH ST SW, UNIT IF
20
EDMONDS, W4 9820
00668000 1 00600
MCCORMICK YS, WALTER
1111KIMBERLY ANN
LOT4 8603 244TH ST SW UNIT 2A
\5, EDMONDS, WA
00668000200100
95206
IREDALE, NICOLE JOYCE
8603 244TH ST SW, UNIT 2B 'k t.
- - - - - - - - - - - - - EDMONDS, WA 96206
00668000200200
12 INK, FATIMA
LOT 1, LO
5�4 1�
TH ST
860J 244 SW, UNIT 2C
EDMONDS, WA 98206
00668000200300
4 L 0.7'(W) AT MURAWSKI. JENNA
8603 244TH ST SW, UNIT 2D
PROP.
r COR. EDMONDS, WA 98206
00668000200400
KAHS4y, BERH4NE
J-11
244TH ST SW, UNIT 2E
EDMONDS, WA 9620
00668000200500
ANEFTE L
JF
8621 244TH ST SW
FONG. __LOT3
DOUGLAS J.
PBE6TOR3tC2H44 ST SW, UNIT 2F .5
SW EDMONDS, WA 98026 12" CI WATER EDMONOSTHWA 96206
)8026 0040303100203 '1
(TO BE
00668000200600
ABANDONED
70, IN -PLACE) HUGHES; FAYE
6SBL 8605 244 T SW, UNIT JA
TH S
EDMOND WA 98206
00668000JO0100
SCHMIDT, RITA A.
8605 244 WA T SW, UNIT 38 -ift
EDMONOSTH S98206
006680003002
00 som-ft
END FENCE 1. I'(W) LOT2 1 OTIn 11 —
MASBUTT, DEBRA L.
OF PROP. LINE. 't
8605 244TH ST SW, UNIT JC Ik
J EDMONDS, WA 96206
- - - - - - - - - 00668000JOOJOO
WILLIAMS "ENE H.
8605 244TH ST SW, UNIT 30 6,
'01 EDMONDS, WA 98206 IA
00668000300400
mca
18� 8605ELLAN, JACK
244TH ST SW, UNIT 3E
WA 96205
EDMONDS.
YU, RICHARD J & MYANG S. R 'I. , .1 ,
00668OW3005W
S
SW` R,
8625 244TH ST SW
al
EDMONDS, WA 98026 BEN4PFL,
........... 8605 244TTHHOSA4TA UNIT 3F
00463303 00204 EDMONDS, WA 96206
00666000300600
F Of
OT11
N
ARI..
im I APPROVAL SUPERINTENDENT
POSTAL OPERATIONS
FOUND I' IRON PIPE
0.6(W), 0.4'(S) OF FENCE COR. 1.4'(W) - - -
C4LC'D PROP. OF PROP. LINE.
COR DATE
WOOD FENCE -b-
D FENCE 0.5(W) EX.
— — — — — — — — PROP. LINE
'K A ROCKERY
N 890
04 W IZO.04 — — — — — —
—w—w—W W ETE iIALK
W
-.—W—W— IN
CRETE CU
W W 8, cl TER IN W W
IN CB RIM=461
09._98 SW CORNER CIL OF RD -,,PROPOSED MNIBOX LOCATION: IE 10- CMP(S)=458..
LOT 1, BLOCK I CIL OF AIW STA.-32+55.11, 25.821
INSIGHT INGINSERING CO.
P.O. BOX - 1478
U-4 W 11157.85 EVERETT, WA 98206
244TH ST S.W. RWD E6032 CITY OF EDMONDS (425) 303-9363 (425) 303-9362 FAX
RIM=4 .26 APPROVED FOR CONSTRUCTION INFCOINSIGHTENGINEERING.NET
IE : PVC(W)=449 .11
9.01 SITE ADDRESS- 8609, 8611 & 8615 244TH SW
q9 EDMONDS, WA 96026-9062
00463303 100 1
WORKS bIREtTOR TAX ACCOUNT NO.'S. 102, OD46330,3100103,
4 4 '106RETE WALK CONCRETE CURB Z 17,'7f, 0 004633031M 05
Know where below. 1, . . , , . T , Pm- vac Wen a
Call before you dig. WOOD FENCE , 4
T
ZT1L17YC0iVFLfCTX0T 0�%M _4�2- 8WOOOD FENCE
DEC If 2618
F CB RIM=461.
OY;111 W
M, 1 ;0 C11 1�-4'
CA UTION, IE 0,, S W 114, SEC. 3 1, 1. 2 7 N., R. 04 E., W.M.
ILE ;�O' CMPrE, 16':1'0
M'��7
THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, Ty ',�)PAOF?'\
IE 10- CMP(E)=452.90 DS 244TH ST
DIMENSION, AND DEPTH OF ALL EXIS77NG U77LI17ES WHETHER SHOWN ON THESE
PLANS OR NOT, 6Y POT4OLW THE UTILITIES AND SURVEYING THE HORIZONTAL
AND VERTKAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE DWG FE—SIGNED BY. DATE. SCALE; I JOB NO.:
CALLING UTILITY LOI]ATE 0 1-800;424-5555 POTHOLING ALL OF THE EXIS17NG It5O1=DWG JJRC 08-20-2017 4" -0,00
L'I
UTILITIES AT LOCATIONS OF NEW C Ty CROSSM To PHYSICALLY VERIFY 8 gola'
WHETHER OR NOT CONFLICTS EXIST. LOG4TIONS OF SAID U17LI77ES AS SHOWN VNEET
ON THESE PLANS ARE BASED UPON THE (RIVERIFIED PUBIC INFORMA71ON AND
ARE SUBJECT TO VAR1477ON IF CONFLICTS SHOULD OCCUR. THE CONTRACTOR PLAN C6.0
SHALL CONSULT WIN INSIGHT ENGINEERING COWPANY To RESOLVE ALL POST OFffCE APPROVAL
PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION 12-10-2018
w
w
WOMC AM
I N, 11EIIIIIIIIIIIIII
W� I N 89`07'04", 04'
w
WMA
= A VA 0 VON 111A
�7
TRAFFIC CONTROL
PHASE 1
SCALE: I" = 10'
SW 114, SEC. 31, T 27 N., R.04 R, W.M.
SNOHOMSH COUNTY, WASHINGTON
IS "
�g I
�4
Ik
w SIDEWALK 2
MONTH CLOSURE SIGN
—w—
w
10 5 0 10 20
115, 1-
<9>
<
w w VV-w-w w W-�/ (11 W/A/
w- .1 Lwll�� w
W-w- W-W w-w-w 8" Cl WATER r
w W-w W W-w
.......... .......
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
r RWD E6032
C8 Lk=462.60 244 TH S 1. S. W, RIM-462.26
1E 10- CMP(S)-45AC�..
6 1E 8" PVC(W)=449.
/E 8" PVC(E)=449.
,1 4
4 4 4
44
41 .,4 4
A- 4
_X
—x — x X—X—
WORK AREA
TRAFFIC CON7ROL
PHASE2
NOTE
0 SEE SFANDWRO PLAN K-22.20-Ot
THIS SHEET FOR SIGN SPACING STANDARDS (TABLE X)
SEE STANDARD PLAN K-22.20-01
THIS SHEET FOR TAPER LENGTH STANDARDS (TABLE I)
Knowwharsbelow.
Call before you dig.
11TILM7 COMLICTArOTE.-
CAUTIOW.-
THE CONTRACTOR SH4U. BE RESPONSIBLE FOR VERIFYING THE LOCATION,
DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE
PLANS OR NOT, BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL
AND VERTICAL L=WN PRIOR TO CONSTRUCTION THIS SHALL INCLUDE
CALLING UTILITY LOCATE 0 1-800-424_5555 P07HOLING ALL OF THE EXISTING
UTILITIES AT LOC47IONS OF NEW U77LITY CROSSINGS TO PHYSICALLY VERIFY
WHETHER OR NOT CONFLICTS EXIST LOCATIONS OF SAID UTILITIES AS SHOWN
ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMA71ON AND
ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR THE CONTRACTOR
SHALL CONSULT WITH INSIGHT ENGINEERING COMPANY TO RESOLVE ALL
PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION
4�
41 4 4
4 11
�X—x X—x
MINIMUM SHOULDER TAPER LENGTH = L13 (tt)
SHOULDER
PoOxl Spd (Mph)
WIDTH
(Ise)
30
1 35
1 40
1 45
1 50
8'
40
1 40
1 60
10
10'
40
1 60
j 90
i go
USE A 3 "CES TAPER FOR SHOULDERS LESS MEN 8'
NOTES.
1. DEVICE SPACING FOR THE DOWNSTREAM TAPER SHALL BE 20'.
2. ALL SIGNS ARE BLACK ON ORANGE.
J. NO FL4GGERS OR SPOTTERS.
LEGEND
11 TEMPORARY SIGN LOCATION
. CHANNELIZING DEVICES
CM PROTECTIVE VEHICLE
SIGN SPACING = X (1)
RURAL HIGHWAYS 60 65 MAqF
sw,
�00 ?!
RURAL ROADS, Is 55 MPH
500' ?
RUR4L ROADS & URBAN ARTERALS 35/ MPH
"I
50'
RURAL ROADS. URBAN ARTERIAL, 25 / 3D MPH
RESIDEWME & BUSINESS DISTRICTS
200' ? (2)
URBAN STREETS 25 MPH OR LOSS
100' 2)
TO ACCOMMODATE
(2)R
I CHAM� CE
60
BUFFER DATA
LONGITUDINAL BUFFER SPACE � B
SPEED (WN)
1 -
I -
I -
I �-
I -
LENGTH OZE7)
1 155
1 2001
2501
3051
3601
4251
4951
5701
6451
-
BUFFER VEHICLE ROLL AHF40 DISTANCE = R
TRANSPORTAFLE ATTENUATOR
30 FEET MIN.
MINIMUM HOST VEHICLE WEIGHT 15, LBS. THE MWMUM
, SHALL BE IN ACCORDANCE WITH THE
To
100 FEL7 MAX
MANUFACTURERS RECOMMENEWTION
PROTECTIVE VEHICLE
NO SPECIFIED
MAY BE A WORK VEHICLE STRATEGICALLY LOCATED TO SHIELD
DISIANCE
REQUAREO
THE WORK AREA.
111111 " RIM '11--
1m
'7
LANE SHIFT - THREE LANE ROADWAY
NOT TD —E
T 77"
T
KYM. KYUNG
8616 242UO ST SW
EDUONDS. WA 98026
00463JO2600204
F
T5
VaO, BRANDON JR & REITECC4 E.
1623 244TH ST SW CMR
:DMONDS� WA 98028
3040MI00202 y
204M
PEVOWW, WK SW 114, SEC. 3 1, T. 2 7 IV, R. 04 E., W. M, LEGEND
6606 242M ST Sw
51IMMUZ WA 98025 APOKOV, AMUR SIVOHOWSH COUNTY, WASEUNGTON + COSTING UMMW (AS SHOW) PROPOSED WATER
R , D"'! I I
I Ar 4 111 R!� I
TSATUOUROIA, ELM
8604 242NO ST 5W
EUUM WA 95025
00463302600104
-----------------
W-W
KEMPIM CAROL A
9601 2447H ST SW, UTIM IA
EDAIONOS�,Wt 982M
OD66M (KHOO
COOK, SEAN
M1 2441H ST SW, UNTF 10
MA1080% WA 98206
00668MIOU200
COPELAND, SETH
LOT,�'..
LOT8
GF)��45&65
SCHM
14
6*
40 PM 0 2X
---
PROPOSED 6- CO.
09
W f2- CAST IRON
4
=1 W21X
FUNG. VEARETTE
LOT9
8621 244TH ST SW
EVIRINDS, WA 95026
FF�OT3
64m-
OM=4%
FF-460.25
GFF=459 25
OW330100203
to'
90L
10'
G9
UTILITY
EASMENT
LOT2
FF-461A
0
OT 10-
N/
=4
+
W. RICHARD J. & WANG S.
0525 244TH ST SW
EUMORDS, WA 98026
DOMM0100204
8601 244TH ST SK UNIT IC
MUNOZ WA 0206
0066500010000
HARVEY. MR
8601 2441H ST SK UMr DI
EDIJOMDS� WA 98206
006680WID040D
FEGLM SUSAN Al.
8601 2447H ST SW, UNIr IE
EMONOZ W4 9820
0066BOOD100500
FLEENOR, MARGARET J.
86101 244M ST SIT UW IF
EDMONDS. WA 93205
00668000100500
LICCORMICK MS. WALTER
Y ANN
ST SW. UNT 24
IT .
MVOMOS� WA 98206
0066WW200 100
IREVAL& WCOLE JOYCE
8601 244TH ST SW, UNIT 28
EDUOROX WA 98206
0066800020020
FAK. FAWAA
9503 244M ST SIV. UNff 2C
EDYOMOS, WA 98205
00668000200wo
UVRAWSIO, JUM
E603 244TH ST SW, UNIT 2D
EDVONDS. WA 9820
0066=200400
XANSAY. BERTME
8603 2447" ST 5K UW 2E
EDAIONDS�.WA 98206
00668000200500
PEMCR DOUGLAS J.
8603244- ST SW, LM 2F
WATER MYONDS, WA 98206
006680002006M
w
ME) HUGHM FAYE
805 2441H ST SW. UNIT JA
EOMORDS� W4 98206
0066800amolou
SCHMOT, RDA A
8605 2447H ST SW, OUT 38
EMONK WA 98206
006WW03DO20
MBBUTT OEM L
8605 2441U ST SW, UNIT" JC
EDUQMOS� WA S8205
00558000300300
mums, EUGENE H.
860,2447H ST SW. UNIT 30
EVAIMIDA KA 0206
0066800030M
c:�
sEum 0 CONNER HOT, Pum
PROPOSED SWARr
+
SECTION OORHEI? NOT MUNID
PROPOSED STM BMW
PROPERTY LINE
0
FOUND REMWCAP OR LP. (MM PIPE)
X DaMO PENCE LINE
EDGE OF PAVEUW
(C)
CALCULATED
(P)
PLAT
EKSTING CONDURS
M
AWASUREU
PROPOSED CONTOURS
PRE DMING DRAV44GE PATTERN
TBR
To BE "am
UTILITIES (POWER CABLE TELEPHONE)
ROX
NGHT-OF-WAY
TPANSFORAIER BOX
ROEL
POINT OF BEGINNING
SCALE: I"= 20' C
CERTEIME
Fp 1 POMW VAULT
CLF
CHAIN LAW FOXE
TO BE MOVED
L MOIL WDF
0 20
WOOD IBM
FW FIRE WARMENT CONNECTION
RK
WATER SURIACE
- - Commm
EDP
COX OF FAVEMENT
-go- PROPOSED CONTOUR
X�] PROPOSED SMM
ROW
BACK OF WALK
VICII
mm MIN CAMq mw (CO)
PROPOSED SEW
SMW MAIM MANGLE (SOW)
9"aw
SI
SAWARY SEWER MMM (SSUN)
PROPOSED COMMM AM
*0
SWARY SEWER CLEAR OUT (00)
p
POWER POLE
CONCRETE PAVERS
-cc
6w POLE
,p
GAS- G47 LINE
13 wu
WATER I IEZER
-OH-OH- OVERHEAD POWER LINE
YIATER VALVE
-so- Dom MANAGE
AIULDOX
-FM-FM- EX FORCE UM
U17M POLE ANCHOR
-SS-SS- EX SEVAR
FIRE MUM (2 NOZZLEJ
-W-W- EX. WATER
TYPE I NORA SIGN
E2Z= RESTORATION AREA
SANTARYSEIVER CLEAN OUTS
CO#
RM
Ir
SEATIOLY
1
46227
45L60
io+sso.3� 10-L
2
462.47
451.45
10+77.W, I 6'L
j
462.10
451.54
10#89.% 141.
4
45a66
451.95
1 1-fay.861 101
-5
45&86
45ZO9
11+77.50, 16%
6
M54
45204
11+89.50. 1 �,L
7
458,12
45298
20+74.82, i2l.
a
45a22
453:22
M64.50. WL
9
45aO7
45103
"M.53. 121
10
458.12
453.12
20+114.05, 16.51
I 1
457.97
452.12
21+15.67, 121
12
45102
4521,02
21+M55, 16.51.
13
453.37
454.09
11+94.55, 1 ON
14
45IL37
4541.19
11+99.50, 16W
15
459.68
454.20
11+87.48, 14W
18
461.a2
4516
10+94.69. 1 ON
17
461.75
4517
10+99m, IoW
to
462.17
453.76
10487.46, 14W
GENERAL N07ES - AMZM SEIVER DEVELOPER EXTENSrON
1. ALL WOffif AND AL47MMS SMALL BE IN ACCORDANCE WITH THE CONTRACT DOCUMENTS FOR DEMOPER CONSIRUCIED SANITARY SEWER EXTENSION
OF OMM MFW WATER AND SEWER DISTRICT (MM), UNIESS OTHERWISE SPECIOMY HIRED W= AMD 94MW NORTH or THE CEMMINE
OF 244TH Sr. AND IN MMC OR PROPOSED PUBLIC MIT OF WAY SN4U. BE IN ACCORBWCE WIN THE REQUIREVERM OF M CITY OF EOAIONM
%m AND uqwaus spum OF TIN: cuumm OF 244w sr. mul BE IN Acwmwm ANN THE RwREumm or HONALD WASTEWATER
DISTRICT (AWD) AND ME CITY OF SROREEM F NOT ADDRESSED BY WE AMW-RMMM JURISDICTIONS OR THEIR STAMMRBS� ALL WIM AND
MIERVILS SHALL BE of ACCORDANCE WITH THE L40ST RECENT EDITION OF IKE SIAMOARD SPECUICATIOIS FOR ROIA MAX AND AAMPAL
CONSTRUCTION AS PUBUSHED BY THE WASHINGTON STATE DWARIUMT OF IRVISPOWAMM
2.ALL MAIMS TO BE PICOVORAIED IN THE MW SIALL BE SUBJECT TO APPROVAL By "M CONTRACTOR SHALL PREPARE A SUBWAL OF
MATERMIS FOR REVIEW AND APPROVAL, USIM THE APPROVED MATERIALS LIST AS AYMARtIE AT THIS WEBSITU
bMS;ZMLnOM"AHR.FXMWORDPRBS.COU1201810410W=-APPRMED-VATM4S-LISr-4-1-18t.w.
4 WOW MAUL BE COMPLETED PER THE REFEIVM OVWSD STANDARD DEZAX!� AS AVAILABLE AT THIS WM& MESS CAILED OUT OTHERWISE ON
THE DROM
Mr-SEWER-WAILS2017-1
4 ALL WDM( SHALL BE SUBJECr M FULL NUE INSPECTION BY THE OVWSDIS DESIGNATED INSPEOTM ALL WORK SOUTH OF THE CENIMNE OF
2447H ST STAM HE SUBJECT TO FUM-7WE INSPECTION BY HE RAE'S DESIGNATED INSPECTION ALL WORK AN E17SIM OR PROPOSED PUBLIC
MW OF MY SHALL BE SUBJECT TO fua-nur imm7im BY ME WES OFEDMONDS ANUIOR SHORELINE
5 THE COMMACTOR SM ARRANGE A PRECONSYROC1008 CMERENCE WIN OYM A kOWN OF FIVE AMOS BAVS PRIOR To COMENCINC, My
CONSMUCHOM OF ME CONTRACTOR, THE DEVELOPER. OMVWM RAID AND THE CRIES OF SHOREM AND EOMONDS MALL BE
IMMED.
a CONTRACTOR SHALL RE -NOTIFY OVWSD AND RWD A MAWUAI OF ONE BMESS BAY PRIOR 70 SrARTWC CONSIRU17TON ACnM W 7W yJaW OF
THEIR FAC1071%
Z LOCATIONS OF DMING UNUNES SHOWN ARE APPROAMTE. RISUNG UIMES SHALL BE FILED LOCATED BY REMM UTILITY COMPARES PRIOR
TO CONIUMM.
& C=H,4C[DT SHALL MD MERIFY ALL CONNECTIONS TO DONNNO PIPES FOR PROPER RnM AND DEPTH
9. ALL SIDE SEWER TEES SHALL BE FIELD LOCATED PRIOR TO SEWER LINE CONSTRUCIM.
TO DEVELOPER SHALL SECURE SIDE SEWER PERUHS FRM MM AM TO INSIALLING SIDE SEWERS
II.RESWR4WN OF omm Ra4OWAVS SHALL BE IV ACCORDANCE WIN THE CITY WON JURISDICTION AND HE CONDITIONS OF THEIR fiE&VCW
MART F12R THE SUBJECT WORX
MLTHNOTES.-
205th&S�
N h ite
N 2G3rd Ln Z z
N N 203,d St
U "wridSt
VICINHYMAP*
METHOD OF SUR".
SURVEY PMTRUED BY RELD TRAVERSE
INSERUMMAIM.
MCA TCRP 1201 RODOTI7 ELECTRONIC TOTAL SIAMM
PRECISON.,
MEETS OR D(CEEDS SPITE SMMAROS WAC 332-00-M
SAM OF BE~.
7HE MOMMENTEU CENIERUXE OF 2441H ST. SIT,
AS ME BUM OF H 89' ' W.
�'k BM
qvFOUND CAM CM UON AT COHEN
OF CUL-DE-SAC, 9M AVE W.
EW. - 4AMS'
K'k TBAf
14VEX. Co
119=462.58
'E '0 ST
IE III: =' 4
1E 10- CUP(E)=45198
HAVE M
EMIMER SURMEYOR
MSGHT HAAMMW CDwMNY PACM MW SERVM M
'.0. BOX 1475 P.O. Box L3619
VERM, WA 9aM MLLCREEK WA 9MB2
MACT: BRIAN R KM RE CONTACT, BARREN d RIDOL& FES
VP (425) 303-9363 PHONE. (425) 508-4951
A* f4 FAX (425) 357-M"
AA� NET
911WERIAPPLICANT
I!RI9imMDmPTT= LUT
I , �wl", 1. ALL TAM EXCAVATION SMU MEET OR CITY0FEDMONDS
EXCEED ALL APPLC491E SHORM LAW& AM
Z�94 vo TRENCH SUM SMM SMU MEET WMA
REVENREIMIS. APPROVEDFOR CONSTRUCTION
�,v
2. ADJUST TO GMW MANHOLM CATCH 84M
AND VALVES IN ROM RIGHT-CF-WAY OR
EASONNIS AFTER PAVING AS MEMMM \,�,KQAJ ��,177-Wb
U(`%I5h0DMCTM DA
COMYRUCZIONNMES- fqVV C
NO EXISTING FIRE UMM WERE MIND
WHIN 306YOF ME SM
SMIT & RMW EX A%MT RESTORE
ASPHALT AND STIMM PER MY OF MOM RESU
DEC 2 7 21
enl CITY 01'
69 W. *u1of----- f
BUILDING DEPAS
CrrYOFEDMO
w -
1,�7ehd, Ile
RESPECTIVE NIGHT Or WAY M095
C1 W'AM? evpv:�z>
W -w w w- 4 W-w- IN OVW COME #17-07
CA or RD i
C�A OF N/W i4
00
CO RIV-462.60 KVMMG AND 244TH ST. S.W. RM E6032 Knowwhafsbolow. REV. NO. DESCRIPTION "TALS SATE,
LE TO- CUP(S)=459.40 OF EX ASPHALT Mu=46226
RESTORATION AREA RIVDMH66038 IE B- PVCOV1=449,11 Call beforeyou dig.
INSTALL MMHOLE rJTILrff COMFLICTNOTE.-
IN ACCORMCE oo�- - A.
DETA:
CAUTION.
.2A 5V
fe THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFWHC THE LOCANON.
(jh7-B,1f DIMSM, AM DEPTH OF ALL OWNG MINES WHETHER SHOWN ON THESE
PLANS OR WT. BY POTHOUNG THE UNUTIES AND SURVEYM PC H"ONTAI.
Malf---4 AIND VERTICAL LOCATION PRIOR 10 CONSTRUCTION IM 914L INCLUDE
H7 7
,"111� 11110": CC 1E 10: C CALLING UTILITY LOME 0 I-WO-424-= POMING ALL OF THE E)WHO
E"D mmm AT Loa4wha "I NEW NINNY CRossrAw 70 mff9r4uy vEwY . . . . . . . .
IE 10' CWTEN1940MM8 ff To C U.
IE TO' CUP E-452.90 ON THESE PMS ME SM UPON THE UNVERFIED PUBLIC MOWTION AND
2447 S7 F�'Ej:' E So ROW Work in Road Prohibited WHETHER OR Nor conwis DasT. LOCATIONS or svp uminis As SHOWN,
Until October 1 st 2019. AIE SVI1UECr 10.7 1rM=%1MU1D THEMICIOR
CONSULT = .gM.
PRORM PRIOR TO PROCEEDING WITH CONSTREICTION 12-27-2018
M op
1 1 I'll
115119m, 'IN"
I
T-w- MISS
��ffw I
MCCUILAN, = I
8W5 244TH ST SM UNIT JE
EDMOIIDS� WA 98205
0066800=5w
REMPF1. THOMAS 8.
860 2447H ST SW. UNIT JF
EOUOMDX WA i6�6
WOWOMM50
ENT
S INSIGHT 11INGINSERING CO.
P.O. BOX - 1478
EVERM, NVA 98206
(425) 303-9363 (425) 303-9362 FAX
INFOWNSIGHTENGINEERING.NET
ME ADAFM M, 8511 & B615 244M SW
EDMONOX WA 96025-9062
TAX ACCOUNT NO.M 00MU0100102, 00453=1001M.
DOMUB3100 05
SW 114, SEC. 31, T.271V.,R.04R. IVAL
I 244THST I
SHEET
SEIVER PLAN I C8.0
'�4 4 1 wA
HELD, BRANDON JR & REBECCA E
1623 244TH S SW
.DMONOS� WA 98026
)0463303100202
20+00
I — —
MIN. (3) FULL S110
RJ PIPES OF BB40
KYAt, KYUNG
PEMBROK& MARK
8616 242ND Sr SW
8606 242NO ST SW
EDMONDS, WA 98026
FOMONDS� WA 98026
0046JJ02600204
00463302600103
N 89-07'04' W �30.014V'
Of
wig AF
LOT41
Is. i
FONG, JEAN ME
8621 244- ST SW
EGUONDS, WA 98028
00463303100203
to'
BSRL
—
— -
PROPOSED
I' SERVICE PER—'
SID. DETAIL NO. W-I
W/ I- COPPEI? UNE
TO RAW (Typ.)
LOT2
YU, RICHARD J. & UYANG S.
8625 2447H ST SIN
EDMONDS, WA 98026
00463303100204
RM—WN (3)) FULL
STICKS OF 12'PIPE
EX. WATER SERWE To
BE ABANDONED AT THE
EX. AM AND SEnERs
REA(M FROM THE
.7� IT,
to'
WAGE
EMENT LOT 7
r \,\ /1
jI ['19 __�
EASEMENT
F_
LOT9
I
IARYS WER
SAtLIANTS OF
EASEMENT
TO OVWSD
F_/ - I LOT I I
w— "' "" -,
�Rjm-7 8' CI WATER
—w— �: , , w
SW114, SEC. 31, T.27N.,R.04R, WX
ChTf)Uf)AlffQ rf)TWTV WAQMVryTf)NT
w w
CIL OF RD
"I'L OF R1W
32+00�_
i—F
SAWCUTIING AND REMO ST. S.W. RWO E6032
RIMW-_162 2(1
I PVC -449.11
�� B IT
R` VI
OF EX ASPHALT
f 4R54
TB
M 58 STA.32+26.34 OFF.'1&33L
CONNECT TO E07VVG 12"CT WATER MAIN WfM'
1m0j11'F;00: CCMUPT
I , NOV "0 1 - 12" 90- BEND (RJTxI`L)
1E 0' CUP 12" GATE VALVE (,FL
I - 12. DI REPAIR SLEEVE WIDI TO CT COUPLING
Knowwharsbelow. Wr�� I- 12"SPOOL
Callbefore you dig.
No mismRsED saff- To LwTDowmnmF
RESTRAINE)USTRAIJORM. BLOCKAGAINST
1IT(MYCONFL(CTNOTE.- FM77NO C7 WATERLINE
CA MON:
THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION,
DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE
PLANS OR NOT, BY POTHOUNG THE UTILITIES AND SUMVEWNG THE HORIZONTAL
AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE
CALLING UTILITY LOCATE 0 1-800-424-6555 POTHOLING ALL OF THE EXISTING
UTILITIES AT "OrATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY T
WHETHER OR NOT CONFLICTS COST. LOCATIONS OF SAID UTILITIES AS SHOWN
ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORM47ION AND 244, iff ST
ARE SUBJECT TO VARIATION. F CONFLICTS SHOULD OCCUR THE CONTRACTOR
SHAU CONSULT WITH INSIGHT ENGINEERING COMPANY TO RESOLVE ALL
PROBLEMS PRIOR TO PROCEEDING WITH CONSMUC17ON
SCALE: 1 20'
1!1ENIT
20 10 0 m 40
FMAMA
THE D(. 12" 0 WATER M4VN E45T OF THE PROJECr SITE Sh41.L BE ABANDONED IN PLACE TO
ALLOW FOR THE ABANDONMEW, ALL PROPOSED ONSITE WATER MAIN W14U BE 12- INSTEAD FOR 8-.
THE DISTRICT WILL REIMBURSE THE DEVELOPER FOR THE DIFFERENCE IN THE PIPELINE MATERIAL
COSTS GOING FROM 8 . DAUM TO 12* MAIN FOR 12" PIPE THAT THE DEVELOPER INSTALLS AND
THAT IS ACCEPTED BY THE DISTRICT COSTS FOR REIMBURSEMENT SHALL BE BASED ON PIPE PRICES
PUBLISHED IN THE MOST RECENT EDITION OF IRS MEANS HEAVY CONSTRUCTION COST DATM USING
THE '30 CITY AVERAGE" ADJUSTED TO SEATTLE BY APPLYING THE C17Y COST INDEX FOR SITE WORK
NO COST REIMBURSEMENT WILL BE PROVIDED FOR 12' PIPING REQUIRED TO MAKE THE CONNEC77ON
WITH THE DUS77NG 12" C/ WATER AWN.
APOKOU, ARIDUR &
MTUOUROVA EUNA
8604 242ND ST SW
EDMONDS, WA 98026
00463302600 104
-------------
W—W
KEMPION, CARD. A
8601 244TH ST SW, UNIT IA
EDMONDS, WA 98206
00668000 00100
100F OWWX COOK, SIAN
Tw-) 8601 244TH Sr sw, UNIT is
EDMONDS, W4 98206
00666000100200
COPELAND, SETH
8601 244M ST SIW UNIT IC
EDMONDS, WA GROB
00660000 100300
—PEDESTRIAN
PATHH4RVEY, BOB
8601244- ST SK UNIT DI
EDMONDS, WA 9a2O6
DE40 KAN 00666000100400
LE SUSAN M.
M rEGLER,
8601 244TH Sr SIN, UNIT IE
DMONDS, W4 98206
E Mo GG B
0066.8000100500
UARGAREI J.
& , 0 MARGAREF J.
106MO SW UNIT IF
!F� 2
WA.21+60.83 OFFA IOW
EOM" DS, WA
CONNOCTTOEUSTIN(
EX 12* of 00668010 Ga 0
00
ED
"a'
000,01
1 - 12"90'BEND aW
____ ,_ w,_.
MCCORIACK HAYS, WALTER
I - 12"SPOOL
1-12"CITUDICOUPER
111�1111ERIY ANN
8603 244TH " % "" ZA
EDMONDS, WA198206
IUSEDEADMAN70
00668000200 00
REGALE, NICOLE JOYCE
SIN, UNIT 20
EDMONDS, WA 96206
00668000200200
FAIK, FA71MA
8603 2447H ST SW, UNIT 2C
EDMONDS, WA 98206
00668000200300
MURAWSKI, JEW
8603 244TH ST SW, UNIT 20
EDMONDS, WA 98206
00668000200400
KAHS4Y, BERHANE
8603 244TIl ST SK UNff 2E
to' EDMONDS, WA 98206
RUTY
F 00200500
A, IMENr 006680
PETIRACH. DOUGLAS J.
8603 244TH ST SK UNIT 2F
CI WATER EDMONDS, WA 98206
i,,r12"
L%. 00668000200600
W-PLACE) HUGHES, FAYE
8605 244TH Sr SW� UNIT 34
EDMONDS, WA 98206
00668000300100
SCHMIDT, RITA A.
8605 244TH Sr SIV, UNIT 3B
EDMONDS, WA 98206
00666000300200
MABBUTT DEBRA L
B605 244TH ST Sw, UNIT— 3C
EDMONDS, WA 98206
00668000300300
WILLIAMS, EUGENE A
8605 244- ST SW, UNIT 3D
EDMONDS, WA 98206
bl�BL 00668000300400
AfCCaLLAN, JACK
8605 244TH ST SW, UNIT JE
EDMONDS, W4 98206
00668000300600
ENA
8605 244TH ST SW, UNIT JF
EDMONDS; WA 96206
00668000300600
:10+35.1
INSTALL
I - 5 114"FHASS"LY
I , 12'x 6" TEE (AffxFL)
I - 12"SPOOL IOLPIRJ)
WITMUSTBLOCENG
EX. WATER SERVICE TO BE
AEANDWED AT THE
EX Will AND SETTING REMOVED
FROM
w
w
;i;_
ROW Work in Road Prohibited
Until October I st 2019.
LEGEND
+
ExisTiND, ARTNumENr (As SHOWN)
C:>O�
SECTION 114 CORNER NOT FOUND
+
SECTION CORNER NOT FOUND
0
FOUND RER4R/C4P OR I.P. (IRON PIPE)
(C)
CALCULATED
(P)
PLAT
(M)
MEASURED
ISR
TO HE REMOVED
Rom
RIGHF-OF-WAY
P.O.B.
POINT OF BEGINNING
CENTERLINE
CLF
CHAIN UNK FENCE
WDF
WOODFENCE
W.S.
WATER SURFACE
EDP
EDGE OF PAVEMENT
BOW
BACK OF WALK
910EI
STORM DR41M CATCH BASIN (CS)
0 W
STORM DRAIN AMHOLE (SDMh)
OSS
SANITARY SEWER MANHOLE (SSA(h)
OCO
SANITARY SEWER CLEAN OUT (CO)
-0-p
POWER POLE
_o___
GUY POLE
I
mrsm.wraffid
Istsw
205th St SW
�tm'sf .
N 21� te
1 N 2,03d 0
N
IN 2031d St
N 2D2rA St
WCBMYMAP
METHOD OF SURVEY.
0 WI4 WATER AIETER SURVEY PERFORMED BY FIELD TRAVERSE
>4 WATER VALVE INSTRUMENTATION
WV LEK14 TCRP 1201 ROBOTIC ELECTRONIC TOTAL SFA71ON
PAIS MAILBOX PRECISION
E-- U71UTY POLE ANCHOR MEETS OR EXCEEDS STATE STANDARDS HAD 332-130-090
FIRE HYDRANT (Z NOZZLE) BASIS OF BEARING.
TYPE I NGPA SIGN THE MONUMENTED CENTERUNE OF 2447H Sr. S.W.,
AS THE BEARING OF N 8T07'04' W.
PROPOSED WATER
PROPOSED SANITARY SEWER BAf
PROPOSED STORM DRAINAGE FOUND WED GONG. MON. AT CENTER
OF CUL-DE-S41Z 90TH AVE. W.
PROPERTYUNE ELEV - 475.48'
—X—X—
EDGE OF PA"ENr TAV
EX, C11
EXISTING CONTOURS RiMm462.58
PROPOSED CONTOURS 1E 10: CMP(WI-454.011
1E 0 CMP(N)-45Z58
PRE-EXISIiNG DRAINAGE PATTERN 1E To- rvp(E)-453.98
U UTILITIES (POWER, CAELF TELEPHONE) VIR77CAL VA
TRANSFORMER BOX HOD 88
EEI POWER VAULT ENGIMER SURVEYOR
(I" TO BE REMOVED INSIGHT ENGWEIRVIG COMPANY PACIFIC COAST SURVEM NO.
FEC FIRE DEPARTMENT CONNECTION P.O. BOX 1478 P.O. BOX IJ619
CaMLINE EVERETT, WA
TA OR14H R LAE P E. CONTACT. DARREN J. RIDDLE; PIS
303
;2 i6:3 PH 4)25)5 508-495
ON CT
PROPOSED CONTOUR C H. 2
p M. ) ) 30 93 5 3
F (425 WaNET FAXTE!42(
PROPOSED SEWER
BOUNDARY
MIEMIER BROTHERS PROPERTIEs, uc
PROPOSED CONCRETE AREA 11611 AIRPORT ROAD, SUITE B-I
EVEREM WA 98204
LEGAL DESCRIFT70tV
CONCRETE PAWRS
WEST 112 LOT 1. BLOCK 32, OF HANBURYS SOUND VIEW
TMC73 AS RECORDED IN VOLUME 7 OF PLAUS� PAGE 20,
GAS GAS LINE RECORDS Or SNOHOMISH COUNTY WASHINGTON
_OH —OH— OwmEAD POWER LINE OLYFMC VIEW WATER AND SEWER DISTRICT
SD— EYTSING DRAINAGE APPROVEDFOR WATER ANDSEWER CONSTRUCTION
—FM—FM— EX FORCE ANN
—SS—sS— Ex. SEWS?
—W—W— EX. WATER
RESMR47iAl AREA DATE
ENGINEERING DMSION
AMR S N 0
NOTES:
1. NO EXISTING FIRE HYDRANTS WERE FOUND W17HIN 30)*
OF THE SITE. w
Z ALL EXISTING SERVICES TO Of ABANDONED AT THE INSIGHT INGINNIRING CO.
EXISTING WU.
P.O. BOX - 1478
0 VW COIVE #17-07 EVERETr, WA 98206
(425) 303-9363 (425) 303-9362 FAX
Mo(PINSIGHTENGLNEEIMCI NET
70@,
SITE LADDRES& e6og. a6ii & m5 244TH SW
ES
AX AD NT EDMONDS, RA 98026-9062
TAX AC —COUNT NO.'S' O04&UO3IOGIO2, 0046J30JI00103,
00463JO31WI05
PACE PN. 18095
DESCRIP77ON INITIALS 047E
C
Aj,
S W 114, SEC 31, T. 27 X, R.04 R, W.M.
244TH ST
SCALE.., JOB NO.:
DWO FILENAME IDINED BY. DATE.
150800-FINALDWO 08-2 20 16-0800
IST ESUB 0. %'D SHUT
— _ DEC 2 0 2018 WA PLA INT 91* C9 0
SW114, SEC. 31, T 27N., R.04E., W.M.
SNOHOMSHCOUNTY, WASHBUTON
1
1011
i"M
470
�1R1@1
1 450
445
470
460
450
445
9+50 10+00 10+50 11+00 11+50 12+00 12+50 12+69
PRIVATEROAD-A PRORLE
SCALE. 1'=20' HORIZ 1'=2' VERT
Ap
i
E)(. GRADE
0 CA OF RD
i--
t!
a,
PROPOSED rimG,
0 CIL OF RD -
14,9?
— — — — — — - — — —
20 10 0 20 40
20+00
MIN. (3)
RJ PIPES
460
450
445
WG
IN
SCALE: I"= 20'
PAT 15me%m���
20 to 0 20 40
NOTE.
ADD 6/0 IF LOW POINT OCCURS INTHIN WATER UNE.
68
.9
ME
F"I
OPOSED GRADE
CIL OF RD
EX. GR40E
0 C11 OF RD
POTHOLE P
VMFY DEP
LOCATION C
CI PRIOR 7
v
12' Of RJ WATER MAIN
Knowwharsbelow.
Call before you dig.
ITIM7CONFLICTArOTE.-
CALTION.-
I LOC47E AND
W AND
THE CONTRACTOR SMU BE RESPONSIBLE FOR VERIFYING THE LWATION,
F EIL. 12'
DIMENSTON, AND DEPTH OF AU DUSTING UTILITIES WHETHER SHOWN ON THESE
I coNsn?mTom
PLANS OR NOT, BY POTHOUNG THE UTILITIES AND SURVEYING THE HORIZONTAL
AND VERTICAL LOCZ47ION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE
C4L,UNG U17UN LOrATE 0 1-80 -424-5555 POTHOUNG ALL OF THE DUSTING
U17LMES AT LOC477ONS OF NEW UTILITY CROSSINGS To PHYSDUY VERIFY
WHETHER OR NOT CONFLICTS DUSF L0047YONS OF SAID UTILITIES AS SHOWN
ON THESE PLANS ARE WED UPON THE UNVOURED PUBLIC INFORMATION AND
ARE SURJECT TO VAR14TION F CONFLICTS SHOULD OCCUR, THE CON7RACIOR
SHALL CONSULT WITH INSIGHT ENGINEERING COMPANY 70 RESOLVE ALL
PROBLEMS PRIOR TO PROCEEDING WTH CONSFRUC17ON
450
20+00 20+50 21+00 21+50 21 �80.04
PMATEROAD-BPRONLE
SCALE-- 1%-20' HOR17 1"-2' VERT
SW114, SEC. 31, T27N.,R.04E., WX
SATOffOUTSH rOTINTY- WA.qfflNrTTOAT
------METER TO BE SUPPLIED
AND INSTALLED BY DISTRICT.
AND SETTER TO BE CENTERED
VERTICALLY & HORIZONTALLY IN BOX.
-CONNECT TO PRIVATE SERVICE PIPE
30' MAX.
M
DESCRIPTION
A.
SERVICE SADDLE
B.
CORPORATION STOP. I" OR 2"
C.
COPPER TUBING, I- OR 2-
COPPER
SETTER_
D.
E'
F'
COPPER METER SETTER
ME R BOX
COMER x COUPLING
SERVICE
NOTE: REFER TO OVWSD APPROVED MATERIALS
LIST FOR MATERIALS TO BE USED.
i—ME R TO BE SUPPLIED
AND IN ED BY DISTRICT
FINISHED GRADE
TIMN. METER IN BOX.
r E
AND
'op
S
METER SETTER 111;11qK31 �1111UNION BOTH SIDES
OLYMPIC VIEW WATER & SEWER DISTRICT
REVISIONS STANDARD DETAIL
WATER METER AND SERVICE 1" & 2"
CONNEITON DETAIL
'�-1211111 SGAMNETS W-1
rl'� WATER AMTER AND SERVICE 1"& 2" CONMCTIONDETAIL
NOT TO SCALE STD. DTL W-1
TRENCH SURFACE
/—SEE
RESTORATION DETAIL
NOTE-' AS HALT RESTORATION SHALL BE
IN ACCORDANCE W/ AGENCY OF
JURISDIC71ON
SUBSEQUENT
BACKFILL
1074
IN171AL
T
BACKFILL
x
for
SN OHOMISH COUNTY
CITY OF EDMONDS
TOAN OF WOODWAY
BACK FILL MATERIAL SHALL CONSIST OF.
1. 5/8- MINUS CRUSHED GRAVEL COMPACTED TO
9.5% MAXIMUM DRY DENSITY ASTM 0698 METHOD 'D'
UNDER ASPHALT FOR STREET CROSSING.
2. TYPE "C" MATERIAL WTH CLASS 11 PLACEMENT AND
COMPACTION FOR UNDER ASPHALT RUNNING PARALLEL
WITH STREET.
3. TYPE "C" MATERIAL NTH CLASS I PLACEMENT AND
COMPACTION FOR STREET SHOULDERS.
4. TYPE "D" MATERIAL WITH CLASS III PLACEMENT AND
COMPACTION FOR ALL OTHER AREAS.
OLYMPIC VIEW WATER & SEWER DISTRICT
REVISIONS
STANDARD DETAIL
TRENCH DETAIL
5/24/17 N W-8
Ts
r5-'� MNCH DE TAM
NOT TO SCALE STD. DTL W-F
7
VALVE BOX W6 SLIDE
EXTEN ION. A GIN UD
FIR HYDRANT W
E TAB� ALONG VALVE
BLUE,DOUBLE-SIDEO MARKER
P&
e STORZ ADA AXIS
PLACE OFF CENTER OF ROAD
TOWARDS HYD.
A
10 MEL, PLASTIC BETWEEN
HYDRANT, BLOCKING AND
OVER WASHED ROCK
1/4 ON. 1-1/2*
WASHED ROCK
3,x3!x6o
CONCRETE
ii-m-Q
4" 4 ICK—
' - - 8 - B �VICAL
UNDISTURBED TH ' D FITTHj�' G* FLANGE TEE
RE �: AINE X 4o x 8" BRICK
D I PIPE . SIZED P
RUN FROM MAIN S E
DESIGN GUIDELINE
6" RESILIENT WEDGE
GATE VALVE
NOTE-' REFER TO OVWSD APPROVED MATERIALS
LIST FOR MATERIALS TO BE USED.
OLYMPIC VIEW WATER & SEWER DISTRICT
REVISIONS STANDARD DETAIL
FRE HYDRANT ASSEMBLY DETAIL
an MD.
5/24/17 SGAU`NTS W-3
r2-"� ME M&4WASSEAMLYDETA&
\Q�� NOT TO SCALE 570. 07L W-3
SAWCUT EXIST PAVEMENT
TACK EDGES NEATLY NTH
AR-400OW AND SEAL JOINTS
NEATLY NTH CRS-1 OR CRS-2.
FRAME & COVER
PER DETAIL
3" THICK COMPACTED
CLASS B ASPH
EXIST. PAVEMENT
6 SQUARE
�Ty�-
\ _V2
4' MIN.
16' MAX. 6 - 5/8- CRUSHED ROCK
-ADJUSTMENT SECTION
(NECK) MORTAR BOTH
INSIDEAND OUTSIDE
SMOOTH AND WATERTIGHT.
3" MIN. CLEARANCE
EXIST.
MANHOLE STEPS PER
DETAIL ABOVE
OLYMPIC VIEW WATER & SEWER DISTRICT
REVISIONS STANDARD DETAIL
ASPHALT PATCH AT MANHOLES
12/18/12 ""N. "S-7
r6 "\ASPflALTPATCHATR4NH0LES
\(:�� NOT 70 SCALE SM. DTL 57
N07ES:
RLIANG, FLUSHING. DISINFECTION AND FINAL CONNECTIONS SHALL BE IN ACCORDANCE WTH AWWA
RECOMMENDATIONS AND REQUIREMENT&
NEW SECTIONS OF WATER MAIN THAT ARE INSTALLED WHEN EXPANDING A DISTRIBUTION SYSTEM MUST BE
SEPARATED FROM THE EXISTING SYSTEM. UNTIL SATISFACTORY FLUSHING, DISINFECTION AND B CTERIOLOGICAL
SAMPLING HAS BEEN COMPLETED. THE NEW WATER MAIN MUST BE CONSIDERED CONTAMINATED. IN ADDITION,
THE CHLORINE CONCENTRATION USED FOR DISINFECnON PROCEDURES (MINIMUM 25 ing/1) MAKES WATER
ON -POTABLE.
AN APPROVED BACKIFLOW PREVENTION ASSEMBLY MUST BE USED ON THE SUPPLYING WATER LINE WHEN FILLING
THE NEW WATER MAIN DURING DISINFECTION AND FLUSHING. THE BACKFILOW PRE TION ASSEMBLY AND SUPPLY
PIPING MUST BE REMOVED DURING HYDROSTATIC PRESSURE TESTING OF THE NEW WATER MAIN.
AFTER SATISFACTORY BACTERIOLOGICAL SAMPLE RESULTS ARE 013TAINED FROM THE NEW WATER MAIN, SECTIONS
OF CONNECTING PIPE MUST BE INSTALLED BETWEEN IT AND THE EXISTING SYSTEM. BEFORE INSTALLATION. THE
NTERIORS OF ALL PIPE AND FITTINGS USED TO MAKE THE CONNECTION MUST BE SWABBED OR SPRAYED WTH A 1%
AVAILABLE CHLORINE SOLUTION.
/—APPROVED RPIBA EIACKFLOW
PREVENTION ASSEMBLY
NT N
—ON EXISTNG HYDRANT
MAN
0
FLUSHING / DISCHARGE
ALIERNAINIESS
NEW HY)RANT MAY M
1/2- SUPPLY HOSE USED FOR FLUSHING1.
LENGTH AS REQUIRED DISCHARGE IF IM 1 4
WTHN 10' OF THE END
TEVP Y CAP OF PIPE
OR PLUG UP,
TEMP AR� NEW HYDRANT TEE —P..y CAP TIE PORARY
TEST BLOCKING WATER MAIN OR PLUG TEST BUCICKING
OLYMPIC VIEW WATER & SEWER DISTRICT
REVISIONS STANDARD DETAIL
—A WATER MAIN FILLING DETAIL
(a_� WAM MAWFffLWGDETAM
\J�� NOT TV SCALE S7D. DfL W-4
ROW Work in Road Prohibited
Until October I st 2019.
Knowwharsbelow.
Call before you dig.
LTILnY COWFLICTNOTE:
HORIZONTAL BLOCKING
Tr
pj,
BEARING
AREA
OF BLOCK
SO. .
STn
DIA'
TEES &I
"'.
45'
I
22-1/2
IN.
BENDS
BENDS
SENDS1
BENDS
e
3
I
I
1
6
8 :
4
,
4
6
2
4
1
2
1
10,
12"
11
16
" 0
4
6
9
3
5
NOTES
APPROVED RESTRAINED FITTINGS MAY BE USED IN PLACE OF THRUST
BLOCKING. LENGTH OF RESTRAINT TO BE APPROVED BY DIST.
ALL BLOCKING SHALL BE POURM AGAINST FIRM UNDISTURBED SOIL
BEARING AREA AT FITTINGS NOT GIVEN IN BEARING TABLE
SHALL BE AS DIRECTED BY THE ENGINEER.
WHEN POURING AGAINST PLUGS AND BLIND FLANGES SET STEEL
METER BOX LID AGAJNST FITTING TO KEEP CONCRETE OFF BOLTS
LAYOUT TO BE APPROVED BY DISTRICT PRIOR TO CONCRETE POUR.
REFER TO OVWSD APPROVED MATERIALS LIST FOR MATERIALS TO BE USED.
P1
OLYMPIC VIEW WATER & SEWER DISTRICT
REVISIONS
STANDARD DETAIL
THRUST BLOCKING
I—
.
'SCA
LENTS
owe NO
W
5/24/17
[
W-5
CAUTIOAr.-
THE COMMACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOr47ION,
DIMENSION, AND DEPTH OF ALL EXISIING urpnES WHETHER SHOWN ON 7HESE
PLANS OR NOT. BY POTHOLING THE URLHIES AND SURVEYING THE HORIZONRL
AND VQMCAL LOCIRON PRIOR TO CONSIRUC71ON THIS SHALL INCLUDE
CALLING U77UTY LOCATE 9 1-800-424-550 P07HOUNG ALL OF THE DUS77NG
U77LMES AT LOCATIONS OF NEW U77UTY CROSSINGS TO PHYSICALLY VERIFY
WHETHER OR NOT CONFLICTS EXIST. LOC477ONS OF SAID UTILITIES AS SHOWN
ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORM47ION AND
ARE SUBJECT TO VAR147ION IF CONFLICTS SHOULD OCCUR, THE CONM4C7OR
SH4jLL CONSLILT WITH INSIGHT ENGINEERING COMPANY To RESOLVE ALL
PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION.
( 4 )TWJRSTBL0CYffG
V,�� NOT TO SCALE SID. DTL W-5
242073VI
SW114, SEC. 31, T 27N.,R.04R, W.M.
M, KWNG PNBRCKE, MARK SNOHOMISH COUNTY, WASH1NGTON
8616 242ND ST SW 8606 242NO ST SW
EDMONDS, WA 98026 EDMONDS, WA 98026 APOKOU, ARTOUN & 41� 46'
0046J302600204 FOUND REBAR WICAP STAMPED 0046330260010.3 MTUOUROVk EUNA
'17068". 0.1'(N), 0.2 '(W) 8604 242ND ST SW
CALC'D PROP. COR. N 89'07' EDMONDS, WA F F
- - - - - - - - - - - - - FENCE COR. 0. 1 '(W), L 1.4(N) OF SET CORNER
0.7'(N) OF SET CORNER W �o FENCE COR. 0.3(W), 00463302600104
r 1 -1 1 1 to'
A !To I`E��E
SET REHAB WICAP Z91 LOT5 LOT6 LOT 7
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OFFSET Iff EAST I �E SW 2051h St S*� 5ite
CORNER ON PROP. L Z631 SF Z30; SF Z658 SF
10' 4, 4. N 204th St
4J
KEMPTW CAROL A.
5 L T 6 [LOT 7 1 8601 244TH ST SW, UNIT IA N 203(d Ln
IF= 59.25 FF=459.35 EDMONDS, WA "206
GFF�458.35 458.25 GFFF458.35
00 CALE: 1 20' N
COOK, SEAN N
00,0",Oo,
8601 244TH ST SIV UNIT IB
4", L2�- 41'
.2. - �Lo Mm�o 1 40 203"1
EDMONDS, KA 91206 W+E
0066MWI
17
K i VjC]7VjTyAjAp
SETH LEGEND SCALE, 1"--2000'
BIELAS� BRANOONIREBECCA BIELO, BRANDON JR & REBECCA E 04 COPELAND,
TH 8601 244TH ST SW, UNIT IC + EXISTING MONUMENT (AS SH-)
8623 244 ST SW L
950 N 107TH ST, APT 301 EDMONDS WA 98026 r EDMONDS, KA 911206
SE47TLE� WA 98133 006680 1
00463303100202 00 00300 SECTION 114 CORNER NOT FOUND
0046330100202 HARVEY, BOB MINI)
20+00 8601 244TH ST SW, UNIT nI
SECTION CORNEJ? NOT FOUND
EDMONDS, KA 98206
i - I +
00668000 00400 47 1
41
Rm2� r2l -49, 111 FOUND REa4R1W OR IF. (IRON PIPE)
R
8601 244TH ST SW, L�,s L_,�
FEGLER, SUSAN M R=25
L-19'
WZII, m UNIT IE (C) CALCULATED
Ex Pp L 1295
(TO mm" EDMONDS,,W4 982 6
3W -:Wu ON 00666000 00500 (P) PLAT
�M
FLEENOR, MARGARET J. LOT4 (M) MEASURED
8601 244JH ST SW, UNIT IF LOT
20' EDMONDS, WA 96206 Z733 SF TBR 70 BE REMOVED ABLE
STOP 1 2.205 SF
WHEEL 00666000 00600 R-O,1Y R16HI-OF-WAY r BEARMI
6111 " 1 257.00 AW52 6"E
1111KIMBERLY ANN +
MCCORMICK HAYS, WALTER F.O.B. POINT OF BEGINNING -L
LOT4! 860 244TH ST SWI UNIT 24 CENIERLINE
ff�411.65 5 LQT- EDMONDS, WA 98206 CLF CHAIN LINK PENCE
". 5 > 00668WO200100
BU1W1iVGC0VMGE
61 1 595 WDF WOOD FENCE
3' IREDALE, NICOLE JOYCE WS. WATER SURFACE MAX=39,012 x .45=17,555
EDP EDGE OF PAVEMEN ACTUAL - 15,224139%
00668000200200 34'
- - BOW BACK OF WALK SIM DATA
- - - - - - - 8603 244TH ST SW, UNIT 2B 19
x 36' EDMONDS, WA 98206
LOT 1, 91.0 31 INK.
FATIMA
'S 8603 (E), STORM DR41N CATCH BASIN
244TH S SIV UNIT 2C 0) AREA BREAKDOWN
7 EDMONDS, - - 1 0, STORM DRAW MANHOLE (SDMH) 39.012 SO. Fr. - 0.90 ACRES
00668000200WO UNITS PROPOSED
,- I L 0, SANTARY SEWER MANHOLE (SSMh) TOTAL SITE AREA
WSKI, JENNA LO L9T9 tR to' EX157ING ZONING RM
T 3 2.4
CE 0.7'(W) AT - TH ST SWI UNIT 2D EASEMENT OCO SANITARY SEWER CLEW OUT (CO) PROPOSED ZONING RM Z4
COIL 8603 244 Z215 SF Z744 SF UTILITY
PROP. EDMONDS, NA 98206 IMPERVIOUS SURFACE 28,656 SF (0.66 AC)
:4 0066BM200400
-0-p POWER POLE Ej?UIPNEATANDFROCEDURE
I(AHS4Y, BERHANE
-0-,p GUY POLE
to' 8603 244TH ST SW, UNIT 2E 19, METHOD OF SURVEY.
FONG, JEANETTE -LOT3 EDMONDS, WA 98206 to' 11 WM WATER METER SURVEY PERFORMED BY FIELD TRAVERSE
00668000200500 10,532 SF
GFF=459.V to'
R �vepkfl Z� BBI -v
8621 244TH ST SW 'a FA
EDMONDS, YF= 25 1 D-11 WATER VALVE INSTRUMENTA17ON
PEIRICH,
SW 8603 24 DOUCIAS J. UNIT 2F UTILITY 1EKA ICRP 1201 ROBOTIC ELECTRONIC TOTAL STATION
p", MULBOX
13026 0046330310WOA20938026 12" Ci WATER EDMONDS, WA 98266 EASEMENT PRECISION-
13 "SE 006680002005DO E-- URUTY POLE ANCHOR MEETS OR EXCEEDS STATE STANDARDS NAC 332-IJO-090
to' IN -PLACE) HUGHES FAYT U FIRE HYDRANT (2 NOZZLE)
BSBL 8605 244FH ST SW, UNIT 34 LOT2 114SIS OF BEARING
to' o?" I
EDMONDS, WA 96206 TYPE I NGPA SIGN THE MONUMENTED CENTERLWE OF 244TH ST. S.W.
AS THE BE4RWG OF N 89'07'04' W.
UTILITY W668000"100 Z746 SF �OTIO PROPOSED WATER
EASEMENT 2,214 SF
EX. PP SCHMIDT, RITA A
(ro BE RamIED) '7,, 8605 244TH ST SW, UNIT 3B PROPOSED SANITARY SEWER
EDMONDS, WA 96206 PROPOSED STORM DRAINAGE
19, D
SE C MON AT CENTER
66000300200 PROPERTY LINE DE SA so. AVE W
D
1
X LOT2 SIN 006 F
��EIECI 4�IFN
END FENCE I I'(W) -463.A T10- 1 MAI16UTTI DEBRA L to' -X-X- EXISTING FENCE LINE
IN ST SWI
OF PROP. V�i. GFF�462,45 F 3 8605 244 WA 98206 UNIT 3C 19, BSBL EDGE OF PAVEMENT TBH
GF !6 EDMONDS,
- - - - - - - - - - - - F7F 4i2 DO 00668000300300 EXMNG CONTOURS
Is, EX, CS
- --i � RIM=4 62.58
WILLAMS, EUGENE H. 3 IE 10 CUP(W)=454.08
8605 244 ST SW, UNIT JD PROPOSED CONTOURS I
IN IE 0- CUP(N)=45Z58
01 EDMONDS, WA 98206 19' PRE-EXIONG DRAINAGE PATTERN IE to- CMP(E)=453.98
�BL 00668000300400
FF FINISHED FLOOR
MCCLELLAN, JACK GFF GARAGE FINISHED FLOOR VERTICAL DATUM
8605 244TH ST SW, UNIT JE
J8.5' EDMONDS, WA 98" NAVD 88
YU, RICHARD J. & MYANC S. 0066BOW300500 LOT11 19.0,
8625 2447H ST SW LOT1 3,280 SF
EDMONDS, WA 98026 Z752 SF L: EIVGINEER SURVEWR
36.0' BENAPFL 0. - - - I - - --
86(15 244T7HHOSMTASSWI UNIT 3F INSIGHT ENGINEMN0 COMPANY PACM COAST Stwom m
00463303 00204 EDMONDS, WA 98206 'S
I P4 BOX 1478 P.D. sox No
00668000300600 EVERETT WA 98206 MILLCREEK WA 9BO82
EX. 1p CONTACT. BRIAN R. VAL48, P.E.
- - - - - - - - - - - - - - - - - - - CONTACT. DA)RBEN I �M& PIS
LOTH PH. ((4255))303-9363 PHONE, (425 508-49M5
D�46-1,11 r FAX. 42 30-062 FAX (425) 357-3577
462.75 < EMAIL: INFO@IAISIGHIENGINEERING NET
FF=464.00 19
Fr=
46J. 1 1 24' 11 1 LOT2 APPLICAWIMER
FOUND I" IRON PIPE EX. Pp ]0.9'PUBLIC PEDESWN AfiErMit? M?MIWS PROPERTIM LLC
0.6'(W), 0.4'(S)l OF
FENCE COR. 1.4(W)
-
- -
EASEMENT TO BE
ALC'D PROP. COR.
WOOD FENCE
OF P
3'
GRANTED TO THE CITY
4-
D 5'(W) fix
R11KEII1
N '07;0 fW IV04"
J;
-0-6 - - - - - -
C ONCRE11 CURB
.89
-W-w-w-
-W:!1=WW
WW
W
VV
W�: C, �Wlil'
W
CONCRETE CU
.-W-W-w
SW CORNER
'-,_PROPOSED
RIM=461.9i
MAILBOX LOC4770M.- IE 10' CMP(S)=456.7.
-;R
LOT 1. BLOCK 31
�IL %F R/W -R
STA..321.55.11, 25.821
- - -
- - - -
32400
.+Do
N 89' '04" W 1181.n
244TH ST. S.W.
RWD E6032
Go RIM=462.
IE to- CMP(S)=459.40
'RIM=462.26
IE 8: PVC(W)= 49. 11
S
49.01
11611 AIRPORT ROAD, SUITE B-1
EVERETT, KA 98204
LEGAL DESCRIPTION
WEST 112 LOT 1, BLOCK 32, OF K4NBURYS SOUND WEW
IR4CTS AS RECORDED IN VOLUME 7 OF PLATS. PAGE 20,
RECORDS OF SNOHOMISH COUNTY, WASHINGTON
GA RA GE PA RKING DETA IL
SCALE, 1�20'
UTHIM
SEWER OLYMPIC VIEW WATER & SEWER DISTRIC
WATER OLYMPIC VIEW WATER & SEWER DISTRICT
POWER POO
TELEPHONE WRIZON INSIGHT ENGINEERING CO.
SCHOOLS EDMONDS SCHOOL DIST NO 15
FIRE DISTRICT FIRE DIST. it P.O. BOX - 1478
SIORMWATER CITY OF EDMONDS EVERETT, WA 98206
(425)303-9363 (4251303-9362 FAX
, , 0 : - '. - - :. . . : .. .. . . � - ..� , �: 1� . � : . ., , I .. .... - . , I I . . , . . . .. . I ; I I 1NF0(@1MS1GFrTENG]NEPR1NG NET
. . : . - ::: : m .... : � .. .. . . , I � �� . - HEIGHT MAXIMUM 30', PER ECDC 16.30.OJOACO. ALL AREAS OVER 25' HAVE A SLOPE
WOOD 4 . � 1! - �, . i I .. ..
f�C�Rn WALK
FWL OF AT LEAST 4112. - FMNF
FUL-OINGETBACKY SITE ADDRESS. 8609, 8611 & 8615 244TH SW
BM
RiM=462.58 1 FRONT 15, - 4��AS WTW iLi EDUONDS, WA 98026-9062
JE 41106 CB RIM=461.80 BY LAN NG
CMP i I SIDE 10 -- ------
0 Ss IE 10: IMPP 200 TAX ACCOUNT NO.'S. 00463303100103, 0046MOJIOOI05,
Knowwhat's below. IE ;0 IE to -IF s I?- Zt If BACK 15' 00463305100102
Cal I before you dig. IE to- CMP(' 6: WC41PTION INITLAL6'. DATE
CMP N�
Ir to C.PrE --4
UF(IIYY COiVFUCTNOTE.- zone AM-7-4 CO'ne, - 13 Lb
CAI)TION: Setbacks Uired Ac-tual Pocific Coost Surveys, Inc. DEC I SWI14,SBC.31,T.27N,R.04E.,WM,
ROW Work in Road Prohibited Front 5' e,,,,0,TEDMAR -MENT
0
THE CONTRACTOR SMALL BE RESPONSIBLE FOR VERIFYING THE LOrATION, LAND SURVEYING & MAPPING CITY E 0S
DIMENSION AND DEPTH OF ALL EXISTING UTIL177ES WHETHER SHOWN ON THESE Until October Ist 2019. Sides W 244THST
PLANS OR NOT, BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL Rear
AND VERnr4L LOIA710M PRIOR TO CONSTRUCRON THIS SHALL INCLUDE P.O. BOX 13619 DWO FILENAME DATE. ALE. NO.:
Sr
A41LL CREEK, WA 98082 1505 DWG IDESIGNED BY.
CALLING U17LITY LOCATE 0 1-800-424-5555 POTHOLING ALL OF THE EMS77NG Other -FINAL. -20-2017 -0800
UTILITIES AT 00 JRC 06 1'40' 16
WHETHER ORLOC4710NS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY 244-TV ST Be&
NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILIFIES AS SHOWN 11 - PH. 425.508.4951 FAX 425.J57.3577 SHEET
ON THESE MANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND 15 3
ARE SUBJECT VARIATION F CONFLICTS SHOULD OCCUR, THE CONTRACTOR -90ze) q-13qq www.PCSurveys.net COPY
SHALL CONSULT MIGHT ENGINEERING COMPANY TO RESOLVE ALL snEPLAN 10
PROBLEMS PRjor
To PROCEEDING WITH CONSTRUCTUN 12-10-2018 S1
BUILDLVG CALCUA77ONS
UNIT
A
8
C
0
AVERAGE
GRADE
MAX
PROPOSED
PEAK EL.
462.05
46J.06
463.17
46J. 16
462.86
492.86
49N9
2
460.20
460.60
462.90
461.40
461.28
491.28
490.68
3
459.10
459.20
460.05
460. IJ
459.62
489.62
48793
4
458.12
45B.JI
459.20
458.70
_4_56.56
488.56
48698
5
456.50
456.71
45795
45Z93
, 457.27
48Z27
484B5
6
457.05
45Z20
45Z99
457.9J
457.54
48Z54
485.75
7
45ZI5
45Z55
45Z60
45Z40
457.43
467.43
485.95
8
458.06
458-50
459-55
458.90
458.75
488.75
48CBJ
9
459.04
459.89
461.20
461.10
460.31
490.31
487.58
10
461.04
461.50
462.90
462.16
461.90
491.90
49033
It
462.50
463.01
463.49
463.14
463.04
493.04
491.06 1
GENERAL NOTES
The General Contractor is to provide subgrades 4!'below hard surfaces plus/minus.1 foot.
All rough grading shall be positive, draining away from all structures.
All stones larger than 1.5" diameter shall be removed from the growing medium.
Topsoil shall be placed at a minimum depth of 4!'in all bed areas.
Topsoil shall be tilled into the existling subgrade to eliminate soil interface problems.
All bed areas to receive Z'of fine ground fir or hemlock bark, composition mulches are not an acceptable
alternative.
Trees and shrubs are to be planted at a depth 3/4�'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.
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 death caused by
unusual climatic conditions, vandalism, theft, fire, or poor maintenance practices. The Landscape Architect
shall have sole autho(iiy to determine the cause of death.
Plant counts provided are estimates only. contractor is responsible for calculating all final area and counts.
IRRIGATION ASSESSMENT
ALL PROPOSED PLANTS ARE NATIVE OR NATURALIZED TO THE PACIFIC NORTHWEST AND
ARE DROUGHT TOLERANT. NO IRRIGATION IS NECESSARY.
SW 1/4, SEC. 31, T. 27 N., R.04 E., W.M.
SNOHOMISH COUNTY, WASHINGTON
FOUND RESAR W/C4P STAMPED
170687. 0. 1'(N), O.2'(W) OF
FENCE COR. 0.1'(W), CALCD PROP. COR.
0.7'(N) OF SET CORNER N 89"07'0-
- — — — — — — — — — — —
SET REBAR WICAP
OFFSET 1.0' EAST OF
CORNER ON PROP. LINE11 _4�
CLEARING
LIMITS LINE
EX. Pp
010 R—N)
EXISTING
TREES TO
BE REMOVED
LOT IL K
7.
10,
BSBL
WO
UTILITY
EX. PP
(TO BE RELOr470)
ED
END FEE N-CE I I"
OF PROP. bki� 11
� � <,'l
LOT41 'I � _-
419
GRAVEL
(TBR)
FOUND I" IRON PIPE EX. PP
0.6'(W), 0.4'(S) OF FENCE COR 1.4(W)
CALCID PROP CDR OF PROP. LINE
WOOq FENCE
-- — — — — — — — —
W _W
IF�l � H I L_1_'
242,dStSN
'.75 WOOD FENCE FENCE COR. 0.3(W).
1.4(N) OF SET CORNER
------ ORIGIN
4.8 SET REBAR I WICAP
244th St SIN 2c5th st sw DESIGN GROUP
LINE
1031185TH AVE NE
N 2G4th St
sH SNOHOMISH, WA 98290
(TO DRA Md. TEL: 425.346.1905
6 EA T 11LOT 7w
1 4,8 N 203rd St
R
N �M,,d St
5�'
VICINITY MAP
NTS STATE OF
WASHINGTON
LICENSED
LANDS CHITECT
KRYSTAL LOWE
UCENCE NO. 1206
KF-VI51ON51
# DESCRIPTION DATE
LO
1 1 TREE SPACING 6-14-17
2 SITE PLAN CHANGES 6-28-17
3 STREET TREE CHANGES 8-22-18
36' 4 SITE PLAN CHANGES 91-27-18
5 Landscape & Infiftration trench 11-29-18-
NCE O.1'(W) AT
PROP CGR
__�OT9 '4''1!IL"1
EMENT
1�,12- CI Wk-
a, 3 (To BE
ABANDONED
IN—PLACL)
..... . . . . .
T 3:
T10- LLI
11F
Uj
0)
sBL
'IMITS OF
TARY SEWER
SSIENTHO �j
186
0 11
(t jfjrA\A
.4'
0.9' PUBLIC PEDESTRMN
E45EMENF TO BE
ppp GRANTED TO THE CITY
(TO BE RELOCATED TO
BACK OF THE . SID K) D FENCE 0.5'(W)
r PROP. LINE
N 7 170. 4
8' CI WATER
_W W W_ IN
W —GIL OF", RD 5,
CIL OF RIW
CB RIM=462.60 STREET RWD E6032
F io" rt4P(.$)=4.5Q.40 . " """' '_'_R W=_
IN
'0'
ROW Work in R1,d P,,hibit,d
Until October 1 St 2019.
13 Z-b -201-7133_�
DRAWINGTITLE
LANDSCAPE PLAN
ArrLICANT..
MIETZNER BROTHERS
PROPERTIES LLC
11611 AIRPORT RD: SUITE B-1
EVERETT, WA 98204
DRAWING INTOKMATION
E"NEERING DIVISION ODG PROJECT#: 17-151
q��7F;nASNDTEQ DRAWN BY: KL
DdK_L�4\0 CHECKED BY: KL
Cm co?Y DATF--.
MARCH 15,2017
A PRO D 14NIN7(f RESUB 5HEETNO:
DEC 11 2018
SUCILDINOG [*PMT
ffy FEDMONMENT
DS
OF 3
SW 1/4, SEC. 31, T. 27 N., R.04 E., W.M.
SNOHOMISH COUNTY, WASHINGTON
LANDSCAPE PLANTING SCHEDULE
TREES
SYMBOL
CITY
BOTANICAL / COMMON NAME
SIZE
CONDMON
0
20
Tsuga mertensiona / MOUNTAIN HEMLOCK
6' MIN. HT.
B&B. / 20' O.C. OR
AS SHOWN
17
Charnaecyporis n. 'Pendula' / WEEPING ALASKA CEDAR
6' MIN. HT.
B&B ' / 20' D.C. OR
AS SHOWN
5
Acer circinaturn / VINE MAPLE
6' MIN. HT.
MULTI STEM, B&B.
SPACINGAS SHOWN
(t
I
Fraxinus pennsylvanica 'Summit' / SUMMIT ASH
1.5" CAL.
B&B. / SPACING
AS SHOWN
0
10
Thujo occidentaffs , Smargoord' / EMERALD GREEN ARBORVITAE
6' MIN. HT.
B&B. / SPACING AS
SHOWN
2
SPECIES TO BE DETERMINED BY CITY PARK S MANAGER
3" CAL.1
BRANCHED AT
B&I3 / SPACING
�HOWN
I
7' MIN. HT.
AS
SHRUBS
SYMBOL
OTY
BOTANICAL / COMMON NAME
SIZE
CONDITION
69
Comus albo 'Elegantissima' / TATARIAN DOGWOOD
18" MIN. HT.
CON. GRWN., 4' D.C.
23
Polystichum muniturn / SWORD FERN
18" MIN. HT.
CON. GRWN., 5' O.C,
25
Leucothoe fontonesiona 'Zeblid' / SCARLETrA FETTERBUSH
18" MIN. HT.
CON. GRWN., 4' D.C.
9
Ceanothus thyrsiflorus / CALIFORNIA LILAC
18" MIN. HT.
CON. GRWN., 5' D.C.
34
Misconthus sinensis 'Morning Light' / SILVER MAIDEN GRASS
18" MIN. HT.
CON. GRWN., 5' O.C.
0
29
Mahonio aquifolium / OREGON GRAPE
18" MIN. HT.
CON. GRWN., 3' D.C.
(S)
4
Sorcococca ruscifolia / SWEET BOX
18" MIN. HT.
CON. GRWN., 3' D.C.
0
32
Nondino domestica 'Gulf Stream' GULF STREAM HEAVENLY BAMBOO
18" MIN. HT
CON. GRWN., 3' D.C.
(3)
14
Prunus lourocerasus 'Otto Luyken' 'OTTO LUYKEN' LAUREL
18" MIN. HT.
CON. GRWN., 3' D.C.
0
10
Berberis thunbergii 'Crimson Pygmy' / DWARF BARBERRY
1 GALLON
CON. GRWN., 2' O.C.
0
10
Carex buchananii / LEATHERLEAF SEDGE
18" MIN. HT.
CON. GRWN., 3' D.C.
9
Lovandula angustifolia 'Munsteod' / MUNSTE41) LAVENDER
I GALLON
CON. GRWN., 3' D.C.
13
Spiraeo X b. 'Anthody Waterer' / ANTHODY WATERER SPIREA
18" MIN. HT.
CON. GRWN., 3' D.C.
39
Hosta / HOSTA
1 GALLON
CON. GRWN., 2' D.C.
GROUND COVER
SYMBOL
QTY
BOTANICAL/ COMMON NAME
SIZE
CONDMON
Arctosyaphylos uvo—ursi / KINNIKINNICK
4" POTS
CON. CRWN., 24" D.C.
Goultheria shollon / SALAL
4- POTS
CON. GRWN., 24- D.C.
Liriope muscori / LILY TURF
4" POTS
CON. GRWN., 24" D.C.
NOTE. ALL PLANTS ARE NATIVE OR NATURALIZED TO THE PACIFIC
NORTHWEST AND ARE DROUGHT TOLERANT.
SOURCE WSU EXTENTION—DROUHT TOLERANT LANDSCAPING FOR
WASHINGTON
STATE
IF 77— - 7
*
MULCH
.
COBBLE 3"-5"
N
2.- 40-
ENG4NEERING DIVISK)N
,�J"OrRAS NO
RESUB
DEC 11 2018
BUILDING DEPARTI"'ENT
CrryoFEDMONDS
<:a)
ORIGIN
DESIGN GROUP
1031185TH AVE NE
SNOHOMISH, WA 98290
TEL: 425.346.1905
STATE OF
WASHINC.70N
UCENSED
LANDS RA7!C7H1TECT
KRY57AL LOWE
evp bo
LICENCE NO. 1206
Kr—V15ION5
# DESCRIPTION DATE
rI TREE SPACING 6-14-17
2 SITE PLAN CHANGES 6-28-17
3 STREET TREE CHANGES B-22-IE
4 SITE PLAN CHANGES 9-27-18
5 Landscape & Infiltration trench 11-29-18
1----
LU
LU
Ile-
q1T
DKAWINC,TITLF--.
LANDSCAPE PLAN
AFFLICANT
MIETZNER BROTHERS
PROPERTIES, LLC
11611 AIRPORT RD, SUITE B-1
EVERETT, WA 98204
DKAWINC, INFORMATION
ODG PROJECT * 17-151
DRAWN BY: KIL
CHECKED BY: KL
DATF--.
MARCH 15, 2017
5Hf—F—T NO;
L-2
OF 3
BACKFILL WITH
SOIL. IF UN
SOIL IS FOUND,
LANDSCAPE Af
FINISI
-2-STRANDS #10 GAUGE
WIRE W/ VINYL HOSE
GUY AT 3 POINTS
6* 45* PER TREE EQUAL SPACED
I - FLAG WIRES
TREE GUYING
SCALENTS
NOTE: DRIVE STAKES UNTIL FIRM IN GROUND TO SUPPORT TREE.
TREE PLANTING / STAKING
SCALENTS
FINISH GRADE OF MULCH
TREE GUY STAKE
AS SPECIFIED
NOTE:
WHERE TREES OCCUR
IN LAWN AREAS, PROVIDE
3' DIA MULCH CIRCLE.
CHAINLOCK TREE TIE
2" BVC ROUND STAKES SET
ITSIDE ROOTBALL
EMOVE AFTER ONE YEAR.)
,RK MULCH 2" DEPTH
!EP CLEAR OF TRUNK BASE
I. BERM/WATER BASIN
IT AND REMOVE TWINE
D BURLAP FROM TOP
D SIDES OF ROOTBALL.
EMOVE ALL WIRE
LSKETS.)
NPACTED NATIVE SOIL
SW 1/4, SEC. 31, T. 27 N., R.04 E., W.M.
SNOHOMISH COUNTY, WASHINGTON
INSTALL 1" ABOVE
CONTAINER DEPTH
PLACE 2" LAYER OF
SPECIFIED MULCH
OVER PLANTING BED.
1.5 D
REMOVE UNTREATED BURLAP
FROM TIP ld3 OF ROOTBALL.
REMOVE TR ATED BURLAP
Rootball
OR WIRE BASKETS
COMPLETELY.
CONTAINER PLANTS -SCORE
ROOTBALL9 IN 3 PLACES
TO 1/2" DEPTH.
TOP DRESSING
SEE SPECIFICATION.
PROVIDE WATER
,/�:FERTILIZER.
SAUCER.
BACKFILL PLANTING
H
I FINISH GRADE OF SOIL.
IT SPECIFIED
P WITH
I I ILELI
MIX OF NATIN
PLANT TABS. QUANTITY
IMPORTED SO
ACCORDING TO MANUFA(
MOUND CENTER
0.5 D
SPECIFICATIONS.
OF PLANTING PIT
COMPACT TO SUBGRADE
DENSITY.
NOTE
DETAIL APPLIES TO TREES, SHRUBS AND GROUNDCOVER PLANTINGS.
SHRUB PLANTING
SCALE: NTS
6'130ARD FENCE
SCALENTS
SIMPLE CAP AT END RUNS
AND CORNERS ONLY
4 X 4 POST, 8' O.0 TYP.
I X 4 BOARDS
2 X 4 BOTTOM AND TOP RAILS,
ONE SIDE
2" CLEARANCE, MIN.
FINISH GRADE
RESUB
DEC 11 2018
EPARW NT
.... dE
<:a)
ORIGIN
DESIGN GROUP
1031185TH AVE NE
SNOHOMISH, WA 98290
TEL: 425.346.1905
6\'\'qflRNgq
96
STATE OF
WASHINGTON
LICENSED
LANDS #RCHIT
ECT
KRYSTAL LOWE
LICENCE NO. 1206
KF—VI51ON5:
# DESCRIPTION
I
TREE SPACING
2
SITE PLAN CHANGES
3
STREET TREE CHANGES
4
SITE PLAN CHANGES-
5
U�d..p. & infift.0. t—h
F_
LLI
LLI
cl)
I --
"It
lie
C'*4
DRAWINGTITLE:
LANDSCAPE PLAN
AFFUCANT,
MIETZNER BROTHERS
PROPERTIES, LLC
11611 AIRPORT RD, SUITE B-1
EVERETT, WA 98204
DKAWINGINFOKMATION
COG PROJECT* 17-151
DRAWN BY: KIL
CHECKED BY: KIL
DATF--.
MARCH 15,2017
5Hff FIT NO�
L-3
OF3