310 5TH AVE S.PDF111111111111
5146
310 5TH AVE S
0 PLANNING DATA
-- 5ign5 --
Name:
5A Ave— Arr�,&nl�l_���
Date:
11
. Avc- CS
Site Address: 3 10 -
Plan Check ff: 6L02,0l_5'0:Zrg
�5R
Project Description. -
One, S6,4MC1% xc-'d one- )01-._de_ _%ickrN.
Reduced Site Plan Provided: 63) NO)
I zkz�ing: E��,a \�3
Comprehensive Plan Designation:
D00040tzrN DQ'0nA'0(z') AsIvAyCtAtr
Map Page:
I
Comer Lot: (YES /NQ�
_. __
Flag Lot: (YES ep
ADB File 9 (or date waived):
TOTAL Area. per Type of
Allowed in
Matrix
Allowed
TOTAL sign
Type of Sign
zone?
conditions
area per
Unit
area
allowed for
Proposed
m e t?
unit
sign area
this sign
Ex.7-ple
Wall wlintemal
illumfnab�on
YeS, WIth
conditlons
Ke5
sq. &.111neal
/t attached
41 tt. dttdched
wall
41 s;?udre feet
20 5quare 1��et
wall
Sign #1
1 St. V. fex,
N/A
U"e�" Ck 0;
so I -41k�
.
Sign #2
%1e,5
NIA
N/A
r-J A
1&_-2X4-
Sign #3
TO TA L Sign Area for Tenant,(Stte
Max Permitted: 5.t. f4. per
VP ,,�,,;arevious
Total:
Proposed Total: 2o sz.4.
21, f4. Sign'l-leigl7t
Sign Type:
\4
Max Permitted: 1W 0-
JP," 'M
Actual Height: 4 '�J
.,P da,
Qtc 611 d!&
Sign Type:
Max Permitted- W' r"V#C In I
Act S - 5" 0-t—'*46.0'alk
ual Height: I -1 �6 k -P of
Sign Type:
Max Permitted:
Actual Height:
��q Ligh&7q
Sign Type:
Proposed:
(M
Allowed in Zone:
At. e-
rSign Type:
Proposed-
Allowed in Zone:
Nor%e_
ye-n"
OV
Ar 0
PLANNING DATA STREET
-- signs --
Sign Colors
Proposed: alLe-
Acceptable? ytra,
ADB Approval? M/A
Sign LocaMan
4f freestanding and 3-feet or over (unless
a fence) meets setbacks?
R,equired Setbacks
Street:
Side:
Rear:
Actual Setbacks
treet:
Side:
e:
Rear:
Laf7dsm,pii7g,for-Fir,it��ndit'n
g
Aize:
Location:
Critical Areas Determination
Study Required
waiver
Other
Plan Review B
PLANNING DATA
. 4�1 — - =FILE I
New Commercial I Multi -Family Projects
Name: _5�k Ave-, An..,A HoAv��l
Date: A/12AY
Site Address: 21 C) -5 4L A
Plan Check #: BLD -20 13 - I qq I
Project Description: Ne4o �wo s�ocy
Use(s) Proposed: 6, CXV; Ct- C&�
Allowed Use: 01NO)
CUP File Number: Al/A
To Allow What Uses: N /A.
Legal Nonconforming Land Use Determination Issued: (YES
Reduced Site Plan Provided: 45� NO)
Zoning:
Map Page:
Comp Plan Designation:
lb
Corner Lot: (YES
Flag Lot: (YES 1(0
ADB File Number (date waived):
LotArea: q
Plans Match ADB Approved: 40, NO)
Shoreline Required: (YES
Critical Areas Determination #: r A200
El Study Required
Waiver
SE A Determination: DA(S ;sjcL"e,4 _q Vayhs
Exempt
Needed (for sites with 500 cubic yards of grading or within 200 feet of Puget Sound or Lake
Ballinger. Requires: (1 ee Environmental Checklist, and (3) APO List with notarized form)-
Street:
Side: Side.
Ve t
Street
(-E)
Sid
Sid
(5)
Rear:
Lot Coverage/FAR Required: A11A
Lot Coverage/FAR Provided: NIA
Lot Coverage]FAR Calculations: NIA
Datum Point:
Nj�:cnew- of S;4- %,aro%s 54.1, A
Datum Elevation:
M aximum Height: 30, (12:1. 1 C.
Actual Height Z1 1 6 -;z C, s-w
Subdivision:
N /A
Lot Aggregation Required:
Landscaping Matches ADB Approved:
WZ M1 r% a r
Landscaping Bid Provided: di)l NO)
Bond Amount (A+eO\*. Bid):' 5-:P.33
Fee, 67, atj) ir,
Plan Review By:
PLANNING DATA
New Commercial / Multi -Family Projects
11 STREET =FILE I
prcla na
Business Name
Type/Use
Parking
Ratio
Tenant
Area
Required
Parking
51, Ave- An'on,21 Moso'.4-a-1
el�n*.r
216�Wr%^ ;S.
e4j"Carcd VOC
C-Or%-� &A-el101
W C' UrVx_
GOA.^ *kf- %02.
?-One-.
Total Parking Required:
Total Parking Provided.
M -A ug;�
ulfi q#7i
tV _Pj/7*�
# Bedrooms per Dwelling Unit
Parking Ratio
# Units
Required
Parking
Studio
1-2/D.U-
I Bedroom
1_51D.U.
2 Bedrooms
1.8/D.U.
3 + Bedrooms
2-OID-U.
Total Parking Required-,
Total Parking Provided:
EC-PC-IG-q3.oaO. A rttu�._CS ;a III ?Cr
Ef_OCIG.'f3-O3O.b.q re2�,-.mm, CACNUAI.Oft &f Y*4�fj -cleftf. Jr. I,.— 44/;ft 1"J 4%'t� ut Cie.
"I re-% ^d f left r- 01.,% skree-k- �Pr&4 �ra �� Oftly bI "Sea. 411'-_ C4*01-001
Of 'FS*Z of I;ta ��V.Qef.^
to, 7147. %% ?row,.4tJ Tex- CUN"4110"t. fj" S1,%�'*PAO--X-
Plan Review
*t @ '3
ritical Areas Checklist _Q�File No: 5 1-145
Site Information (soils/ topography/hrdrology/vegetation)
1. Site Address/ Location: e s t --94 d-- r-
0-'-Mve. S. , —Betilreen Alder ST. & Walnut ST.
2. Property Tax Account Number 2 7 0 3 2 3 0 0 4 12 8 0 0
3. Approximate Site Size (acres or square feet): . 14 a c r e
4. Is this site currently developed? X yes; _ no.
If yes; how is site developed? Parking lot
5. Describe the general site topography. Check all that apply.
X Flat less than 5-feet elevation change over entire site.
Rolling- slopes on site generally less than 15% (a vertical rise of 10-feet over a horizontal
distance of 66-feet).
Hilly: slopes present on site of more than 15% and less than 30% ( a vertical rise of 10-feet
over a horizontal distance of 33 to 66-feet).
Steep: grades of greater than 30% present on site (a vertical rise of 10-feet over a horizontal
distance of less than 33-feet).
Other (please describe):
6. Site contains areas of year-round standing water: NO Approx. Depth.- N/ A
7. S , ite contains areas 6f seasonal standing water: No Approx. Depth: N/A
What season(s) of the ve -N/A
ar?
B. Site is in the floodw*�aly" "'90' —;'flob;-`dp`1ain-" "AM"" a water course.
9. Site contains a creek or an area where water'flows across the grounds surface? Flows are year-round?
No Flows are seasonal? NI A (What time of year? N /A Y
10. Site is primarily: forested I meadow ;shrubs mixed
urban landscaped (lawnshrubs etc) P a v e d
11. Obvious wetland is present on site: NO
Critical Areas Checklist.doc/3.19.2001
The Critical Areas Checklist contained on this form is to
be filled out by any person preparing a Development
Permit Application for the City of Edmonds prior to
his/her submittal of the application to the City.
The purpose of the Checklist is to enable City staff to
determine whether any potential Critical Areas are, or
may be, present on the subject property. The information
needed to complete the Checklist should be easily
available from observations of the site or data available at
City Hall (Critical areas inventories, maps, or soil
surveys).
A propefty owner, or his/her authorized representative,
must fill out the checklist� sign and date it, and submit it
to the City. Ile City will review the checklist, make a
precursory site visit, and make a determination of the
subsequent steps necessary to 'complete a development
permit application.
Please submit a vicinity map, along with the signed copy
of this form to assist City staff in finding and locating the
specific piece of property described on this form. In
addition, the applicant shall include other pertinent
information (e.g. site plan, topography map, etc.) or
studies in conjunction with this Checklist to assistant staff
in completing their preliminary assessment of the site.
Ile undersigned applicant, and his/her/its heirs, and assigns, in consideration on the processing of the application agrees
to release, indenutify, defend and hold the City of Edmonds harmless 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.
By my signature, I cer* that the information and exhibits herewith submitted are true'�fid cofre�t to'the'best of my
knowledge and that I am authorized t e plicaron qu the behalf of the owner as listed below.
SIGNATURE OF APPLiCANVAGENT DATE
Property Owner's Autborization
By my signature, I cer* that I have authorized the above Applicant/Agent to apply for the subject land use application,
and grant my permission for the public official d-the-staff of the City of Edmonds to enter the subject property for the
purposes of inspection and posL s aj?plication------_
SIGNATURE OF OWNER
Owner/Applicant:
Nordig Venturps, T.T.P
Narr,e
P.O. Box 1764
Street Address -
Edmonds, wA qsn?n
city State Zip
DATE /0 — el —�� . .
Applicant Representative:
(Deni�i s.
.Christianson nP-,J,,;n Resarch Christianso
Name
529 Maple ST.
Street Address
Edmonds, WA 98020
city State zip
Telephone: (425) 344-489-5 Telephone:(425) 778-9233
Email address (optional):
Critical Areas Check] isLdoc/3.19.2001
Email Address (optional):
Certificate of 0&'upancy,
Building Division
In C. 10%3
This certificate is'issued in accordance with the 'requirements of Section Ill of the 12 International Building Code
certifying that at the time of issuance this structure was in compliance with the applicable provisions of the codes and
ordinances of the city regulating construction and use of buildings.,
Description: 46 - New Commercial
Occupant: 5TH AVENUE ANIMAL HOSPITAL
Site Address: 310 5TH AVE S, EDMONDS
Construction Type: VB-SPR
Owner: NARINDER & PATRICIA GARG
PO BOX 583
VALLEY FORGE,PA 19481
(/Building Official
Permit No: BLD20131421
Parcel No: 27032300412800
Occupant Load: 72
Occupancy Group: B/S2 - -
POST IN A CONSPICUOUS PLACE
03/31/2015
Date Issued,
q2—(
Retum Address:
FUNKE PS
Attn: Mark K. Funke
1411 East Olive Way
APR q 1
Seattle, WA 98122
D&etop' 2015
w
CO&)rERV
74 Ices
.NAME OF.INSTRUMENT: TEMPORARY CONSTRUCTION EASEMENT
REFERENCE NOS. N/A
GRANTOR: PATRICIA BACOLAS, TRUSTEE OF THE GEORGE J. & PATRICIA
BACOLAS LfVING TRUSTDATED JUNE 14,1992
GRANTEES(S): PATRICIA & NARINDER GARG, HUSBAND AND WIFE
LEGAL DESCRIPTIONS (FULL LEGAL ON PAGES 7 & 8):
GRANTOR PARCEL:
SEC 23 TWP 27 RGE 03RT-121) BEG 560.9FT N & 30FT W OF SE CORSEC TH W 122.7 IFT TH
N 5OFT TH E 122.71, FT TH S 50FT TO POB
GRANTEE PARCEL:
SEC 23 TWP 27 RGE 03RT-122) BEG 510.9FT N & 3)0FT W OF SE CORSEC TH W 122.71FT TH.
N 5OFT TH E 122.71 FT TH S 50FT POB
TAX PARCEL 4S: 270' )230041,2800, 27032300412700
TEAVORARY CONSTRUCTION EASEMENT
This "Agreement" and grant, dated this _ day of March 2014 is by and between Patricia
Bacolas, Trustee of the George J. & Patricia Bacolas Living Trust dated June 14, 1992 ("Grantor"),
and Patricia and Narinder Garg, husband and wife ("Grantee"). Grantor is the owner of Snohomish
County Tax Parcel 27032300412700 (legally described in Exhibit "B" attached hereto and
incorporated. herein by this reference and are rrferred to hereinafter as the ("Grantor Property"). The
Grantee 'Property is the benefited property under the temporary construction easement. Grantee owns
the real property adjacent to the Grantor Property, described in Exhibit "A" hereto and incorporated
herein by this reference (the "Grantee Property"). The Grantor Property is the burdened property
under the temporary construction easement. In furtherance of the construction of its improvements on
the Grantee Property, Grantee wishes to excavate on a portion of the Grantor Property, allow passage
of its workers, and otherwise encroach upon the Grantor Property by the temporary installation of
scaffolding that will be temporarily protrude into the Grantor's Property and otherwise use the
Grantor's property for temporary construction purposes. No such intrusions and encroachments shall
disturb the improvements on the Grantor Property. Grantor is willing to permit these activities on. the
Grantor Property on the terms and conditions described. below in exchange the consideration
described herein. Therefore, the parties agree as follows:
Grant of Easement
1. TemporM Construction Easement. Grantor, for themselves and for their successors and
assigns, hereby convey and grant to Grantee, its successors and assigns, a temporary, exclusive
construction easement (the "Temporary Construction Easement") over, under, in, along, across and
upon the property described on the attached and incorporated Exhibit C (the "Temporary Easement
Area") only for: a) excavation encroaching into the Grantor Property, b) installation of scaffolding
pursuant to the improvements to be located on the Grantee Property, c) other construction purposes
reasonably related to such excavation and scaffolding, and. (d) for no other purposes not expressly
stated herein. Grantee, and its agents, servants, and contractors may not store or place on, and shall
keep free and clear of all materials, supplies, equipment; and debris, Grantor's property.
2. Tenn. The Temporary Construction Easement shall commence upon mutual execution of
this Agreement andshall automatically term. inate and expire one year thereafter. Upon the expiration
of the term of the Temporary Construction Easement, all of the rights and benefits of Grantee in, to
and under this Agreement with respect to the Temporary Construction Easement shall automatically
terminate and be of no further force and. effect.
3. Consideration. In partial consideration of the making of this Agreement, Grantee shafl
pay Grantor the sum of SIX THOUSAND DOLLARS (US $6,000.00) in the form of a check payable
to "'Patricia Bacolas" upon mutual execution of this Agreement in recordable form. Furthermore, in
partial consideration of this Agreement� Grantee shall return Grantor Property to substantially the
original condition prior to the commencement of the work for which this Temporary Construction
Easement was granted and Grantee shall landscape the Temporary Easement Area at a cost to Grantee
not to exceed $1,000.00. Such restoration shall include planting of grass and a tree, satisfactory to
Grantor, replacing the one removed.
4. IndemniV. Grantee will indemnify, defend and hold harmless Grantor from any and all
claims and causes of action (whether in contract, tort, or otherwise, and even if frivolous), injuries,
loss, damage, costs, expenses, and attorney fees related to or arising out of the work and
improvements by Grantee or their contractors, agents, servants, employees, invitees, and licensees,
. . .... .......
3
whether on Grantee's or Grantor's property. Further, for any loss or damage to Grantor's, or that of
Grantor's tenants and occupants, real property, improvements, or personal property, Grantee will
immediately restore or replace said damaged property or improvements to their original condition at
Grantee's sole cost and expense, except for the soil displaced or compacted in theregular course of
excavation and grading, which shall not be considered loss or damage. All such loss or damage shall
include attorney's fees and court costs incurred by Grantor.
5. Insurance. Grantee's shall ensure that its general contractor shall, at Grantee's cost and
expense, name Grantor as an. additional insured on the general contractor's comprehensive general
liability insurance providing property damage and bodily injury liability coveragefor limits not less
than $1,000,000.00 including liability for damage to the Grantor Property and/or work materials and
labor located and performed thereon during the time period. of the general contractor's work on the on
the Grantor Property. Grantee shall provide to Grantee a copy the insurance certificate for said
insurance, and providing such certificate and maintaining insurance through the duration of Grantee's
work, development, and improvements shall be an express condition precedent to the Temporary
Construction Easement.
6. *No Lien or Encumbrance. Grantee shall ensure that Grantor's Property is kept free and
clear of all claims, liens, and encumbrances that relate to or arise out of Grantee's development, work,
and improvements, including those by Grantee's own contractors, agents, servants, employees,
invitees, and licensees. For any claim, lien or encumbrance, Grantee shall cause it removed within 30
days, at its sole cost and expense; except that, if Grantee in good faith disputes the merits of the
claim, lien, or encumbrance, then Grantee shall, post a bond or other security satisfactory to Grantor
in an amount as agreed by Grantor or imposed by a Court, with said bond or security an express
condition precedent to Grantee to not remove the lien or encumbrance and to instead defend the
claim, lien, or encumbrance. Further, at all times, Grantee shall defend and indemnify Grantor,
including for Grantor"s own costs, expenses, and attorney fees, to the fullest extent as set forth in
Paragraph 4 above.
7. Assignment. Grantee shall have the right to assign. this Agreement provided that Grantee
shall concurrently deliver to Grantor a copy of such assignment and a written agreement by assignee
to this Agreement in. full, and to assume and perform all of the duties and obligations herein. The
assignment of this Agreement shall not relieve either assignee or Grantee's general contractor from
the obligations of this Agreement.
8. Real Estate Excise Taxes. Grantee shall pay any and all fees or real estate excise taxes
due in connection with the making of this Agreement.
General Terms
9. Breach - Equitable Relief. The parties hereto acknowledge. that the uses provided by the
easements, covenant and agreements granted hereunder are unique and that money damages alone for
breach of the covenants or grants contained this instrument are inadequate. An owner of a benefited
or burdened property aggrieved by a breach of the said covenants or grants may obtain equitable
relief.
10. Further CooWration. Grantor and Grantee agree to execute such other documents and to
perform such other acts as may be reasonably necessary or desirable to further the expressed and
intent purpose of this agreement
11. Failure to Enforce - Not a Waiver. Failure of either party to enforce its rights hereunder
or in any particular breach shall not be deemed to constitute a waiver by such party to enforce its
rights on any subsequent breach.
12. Atto=3�s Fees. If a proceeding is instituted for a. declaration of rights concerning the
easements, covenant and agreements hereunder or to enforce any of the covenants or grants contained
in this instrument, the substantially prevailing party shall be entitled to an award of costs, other
expenses of litigation and reasonable attorney's fees. For the purposes of this provision, the term
proceeding shall include arbitration, administrative, bankruptcy and judicial proceedings, including
appeals therefrom.
13. Applicable Law. This Grant and Agreement shall be construed in accordance with the
laws of the State of Washington.
14. Binding Effect. This Grant and Agreement shall be binding upon the parties hereto and
their respective heirs, successors, personal representatives and assigns.
15. Runs With Land. The easemerit granted under this instrument by Grantor to Grantee shall
run with the land and benefit the Grantee Property and burden the Grantor Property until. said
easement expires by its terms. The easement granted under this instrument by Grantee to Grantor
shall run with the land and benefit the Grantor Property and burden the Grantee Property until said
easement and covenant expires by its terms. When used herein the term. "Grantoe, shall mean The
George J. & Patricia Bacolas Living Trust, its successors and/or assigns as owners of the Grantor
Property and the term "Grantee" shall mean Grantee, its successors and/or assigns as the owners of
the Grantee Property.
16. Authority. Grantee represents and warrants that Grantee has full right, title and interest in
and to the Grantee Property and the person or persons executing this Agreement on behalf of Grantee
have been duly authorized to do so. Grantor represents and warrants that Grantor has full right, title
and interest in and to the Grantor Property and that Patricia Bacolas is the Trustee of the George J. &
Patricia Bacolas Living Trust, duly authorized to execute this Agreement.
17. Countegparts. Subject torecording requirements, this Agreement may be executed and
delivered in counterparts, which together shall constitute one single binding and enforceable
agreement.
18. Headings. The section headings throughout this Agreement are for convenience and
reference only and the words contained in them shall not be held to expand, modify, amplify or aid in
the interpretation, construction or meaning of this Agreement.
1.9. Amendment. This Agreement shall not be modified, amended, or terminated without the
prior written approval of Grantor and Grantee.
20. Severabili1y. If any one or more of the provisions contained in this Agreement shall for
any reason be held to be invalid, illegal or unenforceable in. any respect, such invalidity, illegality, or
unenforceability shall not affect any other provision� and this Agreement shall be construed as if such
invalid, illegal, or unenforceable provision, bad never been contained in this Agreement.
DATED this 2(tday of March 2014.
<StGNATURE PAGES TO FOLLOW>
6
GRANTOR:
icia Bacolas, Trustee of the George J. and Patricia Bacolas Revocable Living Trust dated June 14,
STATE OF WASHINGTON )
)ss
COUNTY OF -KtVG
I certify that I know or have satisfactory evidence that Patricia Bacolas is the person who appeared
before me, and said person acknowledged, on oath, that she was authorized to execute, and did
execute, this instrument as the Trustee of the George J. Bacolas Revocable Living Trust dated. June
14, 1992, as her free and voluntary act for the uses and purposes mentioned in the instrument.
DATED tbis-2001y of March 2014
for the State of W
Residing at:
Name (printed):
My appointment expires:
GRANTEE:
Qagriiide������
Patricia GaTg
STATE OF
)ss
COUNTY OnF/4/7 0�f
I certif� that I know or have satisfactory evidence that Patricia & Narinder Garg are the individuals
who appeared before me, and said persons each acknowledged, on oath, that they were authorized.
to execute, and did execute this instrument as their free and voluntary act for the uses and purposes
therein mentioned.
DATED thisolAay of March 2014
Notary Public in and for thj� �ta�t of ��A
Residing at: )bl* !�p 'A
Name (printed): (1Q10A&
My appointment expires: 1 2 1 -../S'
COMMONWEALTH OF PENNSYL4ANIA
Notar(al Seal -
Luanne Steder, Notary Public
Upper Merion Twp., Montgomery County,
I My Commis-plon E*res 3an. 27,2015
mEmeM pENNsyLvAmrA ASSOcIATION OF NOTARIES
1 X416111-3 # m�
("Grantee Property"):
THAT PORTION OF THE SEATHEAST QUARTER OF THE SOUTHEAST QUARTER OF THE
SOUTHEAST QUARTER OF SECTION 23, TOWNSHIP 27, RANGE 3 EAST, W.M., RECORDS
OF SNOHOMISH COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS:
BEGINNING AT A POINT ON WEST MARGIN OF 5"' STREET IN THE CITY OF EDMONDS,
510.9 FEET NORTH AND 30 FEET WEST OF THE SOUTHEAST CORNER OF SAID SECTION
23;
THENCE WEST 1.22.71 FEET;
THENCE NORTH 50 FEET;
THENCE 122.7 1, MORE OR LESS TO THE WEST MARGIN OF SAID 5 TH STREET;
THENCE SOUTH 50 FEET TO THE POINT OF BEGINNING.
(ALSO KNOWN AS LOTS 5 AND 6, BLOCK 1, OLYMPIC VIEW UNRECORDED).
SITUTATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON.
Abbreviated Legal Description:
SEC 23 TWP 27 RGE 03RT-122) BEG 510.9FT N & 30FT W OF SE CORSEC TH W 122.71 FT TH
N 50FT TH E 122.71 FT TH S 50FT POB
Tax Parcel ID: 2703230041,2800
EXHIBIT B
("Grantor Property"):
That port of the Southeast Quarter of the Southeast Quarter of the Southeast Quarter of
Section 23; Township 27 North, Range 3 East; W M In Snohomish County, Washington, described as
follows
Beginning at a point on the extended West line of Fifth. Street as Established in the City of Edmonds,
30 Feet West and 560 9 Feet North of the Southeast comer of said subdivision; running thence West
122.71 Feet; Thence North 50 Feet; Thence 122.71 Feet; Thence South 50 feet to the point of
beginning.
SEC 23 TWP 27 RGE 03RT-1 2 1) BEG 560.9FT N & -1 OFT W OF SE CORSEC TH W 122.7 1 FT TH
N 50FT TH. E 122.71 FT TH S 50FT TO POB
[More Commonly known as 306 5h Ave South, Edmonds, Washington]
Tax Parcel Number: 27032300412700
El
E)CFIMIT C
Temporary.Easement Area:
A rectangle extending eight feet in width on Grantor's Property and running the entire length of the
boundary between Grantor's Property and Grantee's Property.
1�2_
Return Address:
APR 212015
FUNKEPS
DEVELOpjWENT
Attn: Mark K. Funke
1411 East Olive Way
c0jjjVWERjqCES
1?
Seattle, WA 98122
NAME OF INSTRUMENT: TEMPORARY CONSTRUCTION -EASEMENT
REFERENCE NOS. N/A
GRANTOR: CRITCHLOW INVESTMENTS LLC, A WASHINGTON LIMITED
LIABILITY COMPANY
GRANTEES(S): PATRICIA & NARINDER GARG, HUSBAND AND WIFE
LEGAL DESCRIPTIONS (FULL LEGAL ON PAGES 7 & 8):
GRANTOR PARCEL:
Section 23 Township 27 Range 03 Quarter SE BEG 460.9FT N & 30FT W OF SE CORSEC TH W
122.71 FT TH N 5OFT TH E 122.71 FT TH S 50F T TO POB
GRANTEE PARCEL:
SEC 23 TWP 27 RGE 03RT-122) BEG 510.9FT N & 30FT W OF SE CORSEC TH W 122.71FT TH
N 50FT TH E 122.71 FT TH S 50FT POR
TAX PARCEL #S: 27032300412800,27032300412900
2
TEWORARY CONSTRUCTION EASEMENT
This "Agreement" and Grdnt; dated this JLC�� day of April 201.4 is by and between Critchlow
Investments LLC, a Washington Limited Liability Company ("Grantor"), and Patricia and Narinder
Garg, husband and wife ("Grantee"). Grantor is the owner of Snohomish County Tax Parcel
27032300412700 (legally described in Exhibit "B" attached hereto and incorporated herein by this
reference and are referred to hereinafter as the ("Grantor Property"). I'he Grantee Property is the
benefited property under the temporary construction easement. Grantee owns the real property adjacent
to the Grantor Property, described in Exhibit "A" hereto and incorporated herein by this reference (the
"Grantee Property"). The Grantor Property is the burdened property under the temporary construction
easement. In furtherance of the construction of its improvements on the Grantee Property, Grantee
wishes to excavate a portion of the Grantor Property; use the Grantor Property as a staging and storage
area during the construction of improvements on Grantee Property; allow passage of its workers;
encroach upon the Grantor Property by the temporary installation of scaffolding that will be temporarily
protrude into the Grantor's Property; and, otherwise use the Grantor's property for temporary
construction purposes. Grantor is willing to permit these activities on the Grantor Property on the terms
and conditions described below in exchange the consideration. describedherein. Therefore, the parties
agree as follows:
Grant of Easement
I. Te!nRorary Construction Easement. Grantor, for themselves and for their successors and
assigns, hereby convey and grant to Grantee, its successors and assigns, a temporary, exclusive
construction easement (the "Temporary Construction Easement") over, under, in, along. across and
upon the Grantor Property, upon the property described on the attached and incorporated Exhibit C (the
"Temporary Easement Area") for: a) the excavation encroaching into the Grantor Property, b)
installation of scaffolding pursuant to the improvements to be located on the Grantee Property; and, c)
use of the entire Grantor Property as a staging area for the period during which improvements are built
on Grantee Property; and, d) all other construction purposes reasonably related to the construction of
the improvements on the Grantee Property.
2. Term. The Temporary Construction Easement shall commence upon mutual execution of
this Agreement and shall automatically terminate and expire one year after the commencement of
construction on Grantee's Property. Upon the expiration of the term of the Temporary Construction
Easement, all of the rights and benefits of Grantee in, to and under this Agreement with respect to the
Temporary Construction Easement shall automatically terminate and be of no ftwther force and effect.
3. Consideration. Grantor shall demolish all improvements on the Grantor Property and
remove all debris no later than April 30, 2014. In consideration of the making of this Agreement,
Grantee shall reimburse TEN THOUSANDDOLLARS (US $10,000.00) in furtherance of Grantor's
demolition of the structure on Grantor Property. Grantor shall provide to Grantee within 1.5 days of
expenditure, proof of payment to contractor performing the demolition. Grantee will provide payment
to Grantor after receipt of proof of payment to contractor performing demolition or completion of
demolition, whichever is later.
4. lndemni�y. Grantee will indemnif�� defend and hold. harmless Grantor from any and all
loss or damage to the Grantor Property or to improvements located thereon caused by work done on
the Grantor Property by Grantee or their contractors. Grantee will restore said damaged property or
improvements to their substantially original condition at Grantee's sole cost and expense, excluding:
the demolition of the structure and the soil displaced or compacted in the regular course of excavation
-- 0 0
damage for injury to persons or property occurring on or about the Grantor Property resulting from or
caused by its activities occurring on Grantor property that may arise under this Temporary Construction
Easement. All such loss or damage shall include attorney's fees and court costs incurred by Grantor.
5. Insurance. Grantee's general contractor shall at Grantee's and expense name Grantor as an
additional insured on the general contractor's comprehensive general. liability insurance providing
property damage and bodily injury liability coverage for limits not less than $1,000,000.00 including
liability for damage to the Grantor Property and/or work materials and labor located and performed
thereon during the time period of the general contractor's work on the on the Grantor Property.
6. Assipnmen . Grantee shall have the right to assign this Agreement provided that Grantee
shall concurrently deliver to Grantor a copy of such assignment and a written agreement by assignee to
assume and perform all of the foregoing terms and conditions. The assignment of this Agreement shall
not relieve Grantee from the obligations of this Agreement.
7. Real Estate Excise Taxes. Grantee shall pay any and all real estate excise taxes due in
connection. with the making of this Agreement which shall include the applicable real estate excise rate
on the demolition costs not to exceed $10,000.00.
General Terms
8. Breach - Equitable Relief The parties hereto acknowledge that the uses provided by the
easements, covenant and agreements granted hereunder are unique and that money damages alone for
breach of the covenants or grants contained this instrument are inadequate. An owner of a benefited or
burdened property aggrieved by a breach of the said covenants or grants may obtain equitable relief.
9. Further Cooperation. Grantor and Grantee agree to execute such other docum. ents and to
perform such other acts as may be reasonably necessary or desirable to further the expressed and intent
purpose of this agreement
10. Failure to Enforce - Not a Waiver. Failure of either party to enforce its rights hereunder or
in any particular breach shall not be deemed to constitute a waiver by such party to enforce its rights
on any subsequent breach.
1, 1. Attorney's Fees. If a proceeding is instituted for a declaration of rights concerning the
easements, covenant and agreements here -under or to enforce any of the covenants or grants contained
in this instrument; the substantially prevailing party shall be entitled to an award ofcosts, other expenses
of litigation and reasonable attorney's fees. For the purposes of this provision, the term proceeding shall
include arbitration, administrative, bankruptcy and judicial proceedings, including appeals therefrom.
1.2. ApplicableLaw. This grant and Agreement shall be construed in accordance with the laws
of the State of Washington.
13. Bindina Effect. This Grant and Agreement shall be binding upon the parties hereto and
their respective heirs, successors, personal representatives and assigns.
14. Runs With Land. The easement granted under this instrument by Grantor to Grantee shall
run with the land and benefit the Grantee Property and burden the Grantor Property until said easement
expires by its terms. The easement granted under this instrument by Grantee to Grantor shall run with
the land and benefit the Grantor Property and burden the Grantee Property until said easement and
expires by its terms. The easement granted under this instrument by Grantee to Grantor shall run with
the land and benefit the Grantor Property and burden the Grantee Property until said easement and
covenant expires by its terms. When used herein the term. "Grantor" shall mean Critchlow Investments
LLC, its successors and/or assigns as owners of the Grantor Property and the term "Grantee" shall mean
Grantee, its successors and/or assigns as the owners of the Grantee Property.
15. Authojty. Grantee represents. and warrants that Grantee has full right, title and interest in
and to the Grantee Property and the person or persons executing this Agreement on. behalf of Grantee
have been duly authorized to do so. Grantor represents and warrants that Grantor has full right, title and
interest in and to the Grantor Property and that Jeffrey Critchlow is a member of the Critchlow
Investments LLC, and duly authorized to execute this Agreement
16. Counterp , Subject to recording requirements, this Agreement may be executed. and
delivered in counterparts, which together shall constitute one single binding and enforceable agreement.
17. Headings. The section headings throughout this Agreement are for convenience and
reference only and die words contained in them shall not be held to expand, modify, amplify or aid in
the interpretation, construction or meaning of this Agreement.
18. Amendment. This Agreement shall not be modified., amended, or terminated without the
prior written approval of Grantor and Grantee.
19. Severabilitv. If any one or more of the provisions contained in this Agreement shall for any
reason be held to be invalid, illegal or unenforceable in any respect;. such invalidity, illegality, or
unenforceability shall not affect any other provision, and this Agreement shall be construed as if such
invalid, illegal, or unenforceable provision had never been contained in this Agreement.
k .
DATED this JLt'�' day of April 2014.
<SIGNATUREPAGES TO FOLLOW>
GRANTOR:
Critchlow Investments LLC, a Washington Limited Liability Company
zlza' "-" , -
By: J . reit. Critchlow
Its: Member
STATE OF WASHINGTON
)ss
COUNTY OF'Kilie
I certify that I know or have satisfactory evidence that Jeffrey E. Critchlow is the person who appeared
before me, and said person acknowledged that he signed this instrument, on oath stated that he was
authorized to execute this instrument and acknowledged it as the member of Critchlow Investment
LLC, to be the free and voluntary act of such party for. the uses and purposes mentioned in the
;nctnimpnl
DATED this.,&,day of Memb 2014
PP&t t—
NOTARY PUBLIC .
STATE OF WASHINGTON
SARAH PONDER
My Appointment Exp4res
FEBRUARY 2, 2017
NV- �' LA-1
--Notary Publicit? and forthe State of Washington
Residing at: 'E&�c�, � !E
Name (printe
My appointment expires: rQ-,�� -
GRANT.EE:
Narinder arc.,
G �,
Patricia Garg
STATE OF )
)ss
COUNTY OF Momr(
,qo EV)
I certify that I know or have satisfactory evidence that Patricia & Narinder Garg are the individuals
who appeared before me, and said persons acknowledged that they signed this instrument, and
acknowledged that they signed the same as their free and voluntary act and deed, for the uses and
purposes therein mentioned.
J
DATED this 22: day of March 2014
Notag-RubWIn and for the State of 194
Residing at: K=jAJ(p r4- pfgkl.�Q&
Name (printed): nj:;-C--rAy-_
My appointment expires:
COMMONWEALTH OF PENNSYLVANIA I
NOTARIAL SEAL
D-E—EPAK SALHOTRA, Notary Public,
upper Merion T�vp., Montgomery C ounty.
jP 2017
lt(Gomjriission Eyp! as April 4,
............. . ........... -
("Grzuitee Property"):
EXHIBIT A
THAT PORT10N OF THE SEATHEAST QUARTER OF THE SOUTHEAST QUARTER. OF THE
SOUTHEAST QUARTER. OF SECTION 23, TOWNSHIP 27, RANGE 3 EAST, W.M., RECORDS
OF SNOHOMISH COUNTY, WASHINGTON, DESCRJBED AS FOLLOWS:
BEGINNING AT A POINT ON WEST MARGIN OF 5' STREET IN THE CITY OF EDMONDS,
51.0.9 FEET NORTH AND 30 FEET WEST OF THE SOUTHEAST CORNER OF SAID SECTION
23);
T14ENCE WEST 122.71 FEET;
THENCE NORTH 50 FEET;
THENCE 122.7 1. MORE OR LESS TO THE WEST MARGIN OF SAID 5TH STREET;
THENCE SOUTH 50 FEET TO THE POINT OF BEGINNING.
(ALSO KNOWN AS LOTS 5 AND 6, BLOCK 1, OLYMPIC VIEW UNRECORDED).
SITUTATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON.
SEC 2' ) TWP 27 RGE 03RT-122) BEG 510.9FT N & 30FT W OF SE CORSEC TH W 122.71 FT TH
N 5OFT TH E 122.71 FT TH S 50FT POB
Tax Parcel ID: 27032300412800
EXHILBff B
�LEGAL DESCRIPTION
(-Grantor Property"):
THAT PORTION OF THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER OF
SECTION 23, TOWNSHIP 27 NORTH, RANGE 3, EAST, W.M., DESCRIBED AS FOLLOWS:
BEGINNING AT A POINT IN THE WEST LINE OF FIFTH STREET IN THE CITY OF
EDMONDS WHICH IS 400 FEET NORTH AND 30 FEET WEST OF THE SOUTHEAST
CORNER OF SAID SECTION 23;
THENCE WEST 122.7 FEET;
THENCE NORTH 50 FEET;
T14ENCE EAST 122.7 FEET TO THE WEST LINE OF FIFTH STREET;
THENCE SOUTH ALONG SAID WEST LINE TO THE POINT OF BEGINNING
(ALSO KNOWN AS LOTS 7 AND 8, BLOCK I, OLYMPIC VIEW AN UNRECORDED PLAT)
SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON.
Tax Parcel Number: 27032300412700
KHIBIT
Associated Eardi Mences, Inc. f
F Cv
Serving the Tacific Worthwest Since z981 Zq
UP
February 20, 2013
Project No. KE120557A
RECEIVED
Dr. Chris Garg, VMD DEC 2 0 2013
c/o Architectural Werks, Inc. DEVELOPMENT SERVICES
12020 113' Avenue NE, Suite 210
Kirkland, Washington 98034 COUNTER
Attention: Ms. Jennifer Phang
Subject: Subsurface Exploration, Geologic Hazard,
and Geotechnical Engineering Report
ell
Garg Veterinary Clinic
310 5" Avenue South
Edm onds, Washington
Dear Ms. Phang:
We are pleased to present the enclosed copies of the above -referenced report. This report
summarizes the results of our subsurface -Mloration, geologic hazard, and geotechnical
engineering studies, and offers recommendations for the design and development of the
proposed project.
We have enjoyed working with you on this study and are confident that the recommendations
presented in this report will aid in the successful completion of your project.-, If you . should
have any questions or if we can be of additional help to you, please do not hesitate to call.
Sincerely,
ASSOCIATED EARTH SCEENCES, INC.
Kirkland, Washington
Senior Principal
BLR11d
KE120557A4
PrQiCCts%20120557UMWP
.E.
Kirkland
425-827-7701
Everett
425-259-0522
www.aesgeo.com
Tacoma
253-722-2992
SUBSURFACE EXPLORATION, GEOLOGIC HAZARD,
AND GEOTECH1%;ICA'L ENGINEERING REPORT
GARG VETERINARY CLINIC
Edmonds, Washington
Preparedfor.
Dr. Chris Garg, VMD,
c/o Architectural Werks, Inc.
12020 113' Avenue NE, Suite 210
Kirkland, Washington 98034
Prepared by:
Associated Earth Sciences, Inc.
911 5'h Avenue, Suite 100
Kirkland, Washftigton 98033
425-827-7701
Fax: 425-827-5424
February 20, 2013
Project No. KE120557A
Subsurface Exploration, Geologic Hazard,
Garg Veterinary Clinic and Geotechnical Engineering Report
E&non&, � �hw ton Project and Site Conditions
L PROJECT AND SITE CONDMONS
1.0 U*aRODUCTION j*1
This report presents the results of our subsurface exploration, geologic hazard, and
geotechnical engineering study for the proposed veterinary clinic. The location of the site is
shown on the "Vicinity Map," Figure 1, and the approxninate locations of the explorations
accomplished for this study are presented on the "Site and Exploration Plan," Figure 2. In the
event that any changes in the nature, design, or location of the planned structure are planned,
the conclusions and recommendations contained in this report should be reviewed and
modified, or verified, as necessary.
1. 1 Purpose and Sc
The purpose of this study was to, provide subsurface data and geotechnical design
recommendations to be utilized in the design and development of the subject project. Our
study included a review of available geologic and past project literature, drilling two
exploration borings, and performing geologic studies to assess the type, thickness, distribution,
and physical properties of the subsurface sediments and shallow ground water conditions.
Geologic hazard evaluations and geotechnical engineering studies were also conducted to
determine the type of suitable foundation, allowable foundation soil bearing pressures,
anticipated foundation settlements, lateral earth pressures, floor support recommendations,
temporary shoring recommendations, and drainage considerations. This report sumroari s
our current fieldwork and offers development recommendations based on our present
understanding of the project.
1.2 Authorization M,
Written authorization to proceed with this study was granted by Dr. Chris Garg, VMD. Oar
study was accomplished in general accordance with our scope of work letter dated January 17,
2013. This report has been prepared for the exclusive use of Dr. Chris Garg, VMD, and his
agents, for specific application to this project. Within the limitations of scope, schedule, and
budget, our services have been performed in accordance with generally accepted geotechnical
engineering and engineering geology practices in effect in this area at the time our report was
prepared. No other warranty, express or implied, is made. Our observations, findings, and
opinions are a means to identify and reduce the inherent risks to the owner.
2.0 PROJECT AND SITE DESCRIPTION
The subject site is an existing paved parking area located at 310 56 Avenue South in'Edmonds,
Washington (Snohomish County Tax Parcel No. 27032300412800). The property is generally
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gently sloping downward to the west, and is mostly paved, with areas of landscaping shrubs at
the northwest comer. The property is bordered on the east by 5" Avenue South, on the west
by a paved alley right-of-way, and on the remaining sides by other residential or commercial
properties. -.,I
We understand that the currently -proposed project consists of the demolition of the existing
parking area and the construction of a new two-story veterinary clinic, with a one -level
structured underground parking garage to be accessed via the public alley to the west of the
subject property. We understand that a storm water detention vault is currently planned under
the western portion of the proposed parking garage. Based on the proximity of nearby
properties and rights -of -way, we anticipate that shoring will be needed to facilitate the
excavation for the proposed improvements.
3.0 SITE EXPLORATION
The site exploration was conducted on February 7, 2013, and consisted of two exploration
borings and a geologic and geologic hazard reconnaissance to gain information about the site.
The various types of materials and sediments encountered in the explorations, as well as the
depths where characteristics of these materials changed, are indicated on the exploration boring
logs presented in the Appendix. The depths indicated on the logs where conditions changed
may represent gradational variations between sediment types in the field. If changes occurred
between sample intervals in our borings, they were interpreted. The locations of the
exploration borings are shown on the "Site and Exploration Plan," Figure 2.
The conclusions and recommendations presented in this report are based on the exploration
borings completed for this study. The locations and dept * hs of the explorations were completed
within site and budgetary constraints. Because of the nature of exploratory work below
ground, interpolation of subsurface conditions between field explorations is necessary. It
should be noted that differing subsurface conditions may sometimes be present due to the
random nature of deposition and the alteration of topography by past grading and/or filling.
The nature and extent of any variations beyond the field explorations may not become fully
evident until construction. If variations are observed at that time, it may be necessary to
re-evaluate specific recommendations in this report and make appropriate changes.
3.1 Exploration Borings
The borings were completed on the property using a trailer -mounted drill rig advancing a
4.25-inch, inside -diameter, hollow -stem auger. During the drilling process, samples were
obtained at. 5-foot intervals. The borings were continuously observed and logged by an
engineering geologist from our firm. The exploration logs presented in the Appendix are
based on the field logs, drilling action, and inspection of the samples secured.
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E&nonds, Washington Project and Site Con&tions
Disturbed, but representative samples were obtained by using the Standard Penetration Test
(SPT) procedure in accordance with American Society for Testing and Materials
(ASTM):D 1586. This test and sampling method consists of driving a standard 2-inch,
outside -diameter, split -barrel sampler a distance of 18 inches into the soil with a 140-pound
hammer free -falling a distance of 30 inches. The number of blows for each 6-inch interval is
recorded, and the number of blows required to drive the sampler the final 12 inches is known
as the Standard Penetration Resistance ("N") or blow count. If a total of 50 blows are
recorded at or before the end of one 6-inch interval, the blow count is recorded as the number
of blows for the corresponding number of inches of penetration. The resistance, or N-value,
provides a measure of the relative density of granular soils or the relative consistency of
cohesive soils. These values are plotted on the attached boring logs.
The samples obtained from the split -barrel sampler were classified in the field, and
representative portions placed in watertight containers. The samples were then transported to
our laboratory for further visual classification and geotechnical laboratory testing, as
necessary.
The various types of soil and ground water elevations, as -well as the depths where soil and
ground water characteristics changed, are indicated on the exploration boring logs presented in
the Appendix of this report. Our explorations and reconnaissance were approximately located
by measuring from known site features.
4.0 SUBSURFACE CONDITIONS
Subsurface conditions at the project site were inferred from the field explorations accomplished
for this study, visual reconnaissance of the site, and review of applicable geologic literature.
As shown on the field logs, the exploration bormigs g . enerally encountered 'granular glacial
sediments. The following section presents more detailed subsurface information organized
from the youngest to the oldest sediment types.
4. 1 Stratigraphy
Fill
Although not encountered in our borings, fill/disturbed soils are expected to be present
adjacent to existing structures, below pavements, around buried utilities, and in landscape
areas.
Whidbey Fomzation
Sediments encountered below the asphalt surfacing generally consisted of medium dense to
dense fine to medium sand with varying amounts of silt, sandier zones, gravel, and silt beds,
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Edmonds, Washington Project and Site CondWons
extending below the maximum depths explored of 26.5 and 31.5 feet below the ground surface
at the locations of exploration borings ED-1 and EB-2, respectively. This soil was interpreted
to represent non -glacial deposits placed prior to the Fraser Glaciation and subsequently
compacted by the weight of the overlying-glaciaI ice. The medium dense to dense material is
generally considered suitable for support of light to heavily loaded foundations when in an
intact, undisturbed condition. This material is moisture -sensitive and susceptible to disturbance
when wet.
4.2 Geologic Mapping
Review of the regional geologic map titled Geologic Map of the Edmonds East and part of the
Edmonds West Quadrangles, by J.P. Minard (1983), indicates that the area of the subject site
is underlain by Wbidbey Formation deposits (Qw). Our interpretation of the sediments
encountered at the subject site is in general agreement with the regional geologic map.
4.3 Hydrology
Ground water seepage was encountered in exploration borings EB-I and EB-2 at 8 feet and
5 feet, respectively, below the ground surface. It should be noted that the occurrence and level
of ground water seepage at the site may vary in response to such factors as changes in season,
precipitation, and site use.
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Edmonds� !!� �M! ton Geologic Hazards and Mitigations
H. GEOLOGIC HAZARDS AND MMGATIONS
The following discussion of potential geologic hazards is based on the geologic conditions, as
observed and discussed herein.
5.0 SEISMIC HAZARDS AND MITIGATION
Earthquakes occur in the Puget Lowland with great regularity. The vast majority of these
events are small and are usually not felt by people. However, large earthquakes do occur, as
evidenced by the 1949, 7.2-magnitude event; the 1965, 6.5-magnitude event; and the 2001,
6.8-magnitude event. The 1949 earthquake appears to have been the largest in this area during
recorded history. Evaluation of return rates indicates that an earthquake of a magnitude
between 6.0 and 7.0 is likely within a given 25- to 40-year period.
Generally, there are four types of potential geologic hazards associated with large seismic
events: 1) surficial ground rupture, 2) seismically induced landslides, 3) liquefaction, and
4) ground motion. The potential for each of these hazards to adversely impact the proposed
project is discussed below.
5.1 Surficial Ground Rupture
The nearest known fault trace to the project site is the South Whidbey Island Fault Zone
(SWIFZ). A recent study by the U.S. Geological Survey JJSGS) (Sherrod et al., 2005,
Holocene Fault Scarps and Shallow Magnetic Anonuilies Along the Southern Whidbey Island
Fault Zone Near Woodinville, Washington, Open -File Report 2005-1136, March 2005)
indicates that "strong". evidence of prehistoric earthquake activity has been7 observed along
associated fault strands thought to be part of the SWIFZ. The study suggests as many as nine
earthquake events along the SWIFZ may have occurred within the last 16,400 years. The
recognition of this fault splay is relatively new, and data pertaining to it are limited, with the
studies still ongoing. The recurrence interval of movement along this fault system is still
unknown, although it is hypothesized to be in excess of 1,000 years. Due to the suspected
long recurrence interval, it is our opinion that the potential for damage to the proposed
structure by surficial ground rupture is considered to be low. No Mitigations other than
complying with 2012 International Building Code (IBC) seismic desip recommendations are
recommended.
5.2 Seismically Induced Landslides
The risk of damage to the proposed project by seismically induced landsliding is low due to the
lack of steep slopes in the project area. No mitigation of landslide hazards is warranted.
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Ednzondy, Washington Geologic Hazards and �� !ns
5.3 Liquefaction
The encountered stratigraphy has a low potential for liquefaction due to the grain -size
distribution of the native sediments and the density of the underlying glacially consolidated
sediments. Therefore, no liquefaction' mitigation efforts are needed, in our opinion.
5.4 Ground Motion
It is our opinion that any earthquake damage to the proposed structures, when founded on
suitable bearing strata in accordance with the recommendations contained herein, will be
caused by the intensity and acceleration associated with the event and not any of the above -
discussed impacts. Structural design of the buildings should follow 2012 IBC standards using
Site Class "D" as defined in Table 20.3-1 of American Society of CYvil Engineers (ASCE) 7 -
Minimum Design Loads for Buildings and Other Structures. The 2012 MC seismic design
parameters for short period (Ss) and 1-second period (Si) spectral acceleration values were
determined from the latitude and longitude of the project.site using the USGS National Seismic
Hazard Mapping Project website (http://earthquake.usgs - gov/hazmps/). These values are
based on Site Class "B". Based on 2008 data, the USGS website interpolated ground motions
at the project site to be 1.269g and 0.747g for building periods of 0.2 and 1.0 seconds,
respectively, with a 2 percent chance of exceedance in 50 years. These values correspond to
site coefficients F. = 1.000 and Fv = 1.503, and a peak ground acceleration of 0.338g. The
F., Fv, and peak horizontal acceleration values have been corrected for Site Class "D" in
accordance with the IBC.
6.0 EROSION HAZARDS AND MITIGATION
The Whidbey Formation soils contain a variable percentage of silt and fine sand and an highly
sensitive to erosion. In order to control erosion and reduce the amount of sediment transport
off the site during construction, the following recommendations should be followed:
1. Properly embedded silt fencing should be placed around the lower perimeter of the
work areas. The fencing should be periodically inspected and maintained, as
necessary, to ensure proper function.
2. Construction access should be stabilized with gravel to minimize tracking sediment
off -site.
3. If possible, construction should proceed during the drier periods of the year.
4. During wet season construction, disturbed areas and stockpiles that will not be worked
for more that 48 hours should be covered with plastic sheeting.
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Edmonds, WasUngton Df�yo Recornmen"ions
M. DESIGN RECOMMENDATIONS
7.0 INTRODUCTION -0
Our exploration indicates that, from a geotechnical standpoint, the parcel is suitable for the
proposed improvements provided the recommendations contained herem" 'are properly followed.
The foundation bearing stratum is relatively shallow, and conventional spread . footing
foundations may be utilized for the new building. Consequently, foundations bearing on either
the medium dense to dense, natural sediments, or on structural fill placed over these sediments,
are capable of providing suitable structure support.
Ground water was measured at roughly 5 to 8 feet below the ground surface at the locations of
our exploration borings. Therefore, if a garage structure or storm water vault extending below
this level is planned, the contractor should be prepared to dewater any deep excavations
(including the utility excavations). An excavation dewatering plan was beyond the scope of
this current study; it is anticipated that dewatering of shallow excavations can be accomplished
by pumping from open sumps/ditches within the excavations. Also, walls/structures below the
ground water table must be designed for combined soil and hydrostatic pressures and for
buoyant/uplift forces.
8.0 SITE PREPARATION
Site preparation of areas where structural fill is required for future structures should include
removal of all existing pavement, brush, debris, and any other deleterious material. Where
present, the upper organic topsoil should be removed and the remamimig roots grubbed.
Foundation areas may then be excavated.
In our opinion, stable, temporary construction slopes should be the responsib4ity of the
contractor and should be determined during construction. For planning purposes, we
anticipate that temporary, unsupported cut slopes in existing fill, where encountered, or loose
to medium dense, weathered natural sidiments can be made at a maximum slope of 1. 511: IV
(Horizontal:Vertical). For temporary cut slopes within the dense, unweathered natural
sediments, up to a 1H:IV inclination may be planned. Flatter, temporary cut slopes are
recommended in areas of ground water seepage. As is typical with earthwork operations,
some sloughing and raveling may occur, and cut slopes may have to be adjusted in the field.
In addition, WISHA/OSHA regulations should be followed 'at all times. Permanent,
unsupported cut or structural fill slopes should not exceed a gradient of 2H: 1 V.
Due to the depth of the proposed excavation for the proposed building and the proximity of this
excavation to adjacent properfies/rights-of-way, it does not appear feasible to maintain
temporary. cut slopes for the structured parldng area. Therefore, a shoring system, such as a
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Subsurface Exploration, Geologic Hazard,
Garg Veterinary Clinic and Geotechnical Engineering Report
Edmonds, Washington Design Recommendcuions
soldier pile wall, would be needed to provide temporary excavation support.
Recommendations for a soldier pile wall shoring system are provided in Section 14.0.
The native sediments encountered in our explorations contained a variable percentage of
fine-grained material that makes them moisture -sensitive and subject to disturbance when wet.
The contractor must use care during site preparation and excavation operations so -that the
underlying foundation soils are not softened. If disturbance occurs, the softened soils should
be removed and the area brought to grade with structural fill.
Depending on the prevailing weather, consideration should be given to protecting access and
staging areas with an appropriate section of crushed rock or asphalt treated base (ATB). If
crushed rock is considered for the access and staging areas, it should be underlain by
engineering stabilization fabric to reduce the potential of fine-grained materials pumping up
through the rock during wet weather and turning the area to mud. The fabric will also aid in
supporting construction equipment, thus reducing the amount of crushed rock required. We
recommend that at least 10 inches of rock be placed over the fabric.
9.0 STRUCTURAL FILL
Structural fill may be necessary to establish desired grades or to backfill around foundations
and utilities. All references to structural fill in this report refer to subgrade preparation, fill
type, placement, and compaction of materials, as discussed in this section. If a percentage of
compaction is specified under another section of this report, the value given in that section
should be used.
After overexcavation/stripping has been performed to the satisfaction - of the geotechnical
engineer/engineering geologist, the upper 12 inches of exposed ground should*be recompacted
to a firm and unyielding condition. If the subgrade contains too much moisture, adequate
recompaction paay be difficult or impossible to obtain, and should probably not be attempted.
In lieu of recompaction, the area to receive fill should be blanketed with washed rock or quarry
spalls to act as a capillary break between the new fill and the wet subgrade. Where the
exposed ground remains soft and filrther overexcavation is impractical, placement of an
engineering stabilization fabric may be necessary to prevent contamination of the free -draining
layer by silt migration from below.
After stripping and subgrade preparation of the exposed ground is approved, or a free-dr i i
rock course is laid, structural fill may be placed to attain desired grades. Structural fill is
defined as non -organic soil, acceptable to the geotechnical engineer, placed in maximum 8-inch
loose lifts, with each lift being compacted to at least 95 percent of the modified Proctor
maximum density using ASTM:D 1557 as the standard.
February 20, 2013 ASSOCUTED EARTH ScrENCES, INC.
JPUld - KE120557A4 - P�qjwuI201205719M WP Page 8
Subsurface Exploration, Geologic Hazard,
Garg Veterinary CMmc and Geotechnical Engineering Report
Edmonds, nRlon Design Recommendations
The contractor should note that any proposed fill soils must be evaluated by Associated Earth
Sciences, Inc. (AESI) prior to their use in fills. This would require that we have a sample of
the material 72 hours in advance to perform a Proctor test and determine its field compaction
standard. Soils in which the amount of firle-grained material (smaller than the No. 200 sieve)
is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be
considered moisture -sensitive. Use of moisture -sensitive soil in structural fins should be
limited to favorable dry weather and dry subgrade conditions. In addition, construction
equ ipment traversing the site when the soils are wet can cause considerable disturbance. The
on -site soils contained variable amounts of silt and are considered moisture -sensitive, and we
expect that this material may be difficult to compact to structural fill specifications, particularly
during and following wet weather. Therefore, we recommend that a select, import material
consisting of a clean, free -draining gravel and/or sand be used. Free -draining fill consists of
non -organic soil with the amount of fine-grained material limited to 5 percent by weight when
measured on the minus No. 4 sieve fraction.
A representative from our firm should inspect the stripped subgrade and be present during
placement of structural fill to observe the work and perform a representative number of
in -place density tests. In this way, the adequacy of the earthwork may be evaluated as filling
progresses and any problem areas may be corrected at that time. It is important to understand
that taking random compaction tests on a part-time basis will not assure uniformity or
acceptable performance of a fill. As such, we are available to aid the owner in developing a
suitable monitoring and testing frequency.
10.0 FOUNDATIONS
Spread footings may be utilized for building support when founded either directly on.the
medium dense to dense natural sediments, or on structural fill placed ove'r these natural
sediments. Prior to placement'Of foundations or structural fill, the natural sediments should be
compacted to a f= and unyielding condition. Sediments suitable for foundation support were
encountered in our explorations at depths of approximately 2 to 4 feet, but may be deeper at
other locations, particularly in the vicipity of buried utilities where existing filvdisturbed soil is
expected. If structural fill is placed below footing areas, we recommend that the fill extend
horizontally outward from the footing edges a distance equal to or greater than the thickness of
the fill below the footings.
For footings bearing directly on the medium dense to dense natural sediments or on AESI-
approved structural fill, an allowable soil bearing pressure of 3,000 pounds per square foot
(psf) may be used for design purposes, including both dead and live loads. An increase of one-
third may be used for short-term wind or seismic loading. Perimeter footings for the proposed
building should be buried a minimum of 18 inches into the surrounding soil for frost
protection. No minimum burial depth is required for interior footings; however, 91 footings
February 20, 2013 ASSOM TED EARTH SCIENCES, INC
JPUId - M241557M - ProjeWI2012057=1 WP Page 9
Subsurface Erploration, Geologic Hazard,
Garg Veterinary Clinic and Geotechnical Engineering Report
E&nonds, Washington Des4n Recommendations
must penetrate to the prescribed stratum, and no footings should be founded in or above loose,
organic, or existing fill soils.
It should be noted that the area bounded,by lines extending downward at IH:lV from -any
footing must not intersect another footing or intersect a filled area that has not been compacted
to at least 95 percent of ASTM:D 1557. In addition, a 1.511: IV line extending down from any
footing must not daylight because sloughing or raveling may eventually undermine the footing,
Thus, footings should not be placed near the edge of steps or cuts in the bearing soils.
Anticipated settlement of footings founded as described above should be less than I inch.
However, disturbed soil not removed from footing excavations prior to footing placement
could result in increased settlements. All footing areas should be inspected by AESI prior to
placing concrete to verify that the design bearing capacity of the soils has been attained and
that construction conforms with the recommendations contained in this report. Such
inspections may be required by the governing municipality. Perimeter footing drains should be
provided, as discussed under the "Drainage Considerations" section of this report.
11.0 LATERAL WALL PRESSURES
All backfill behind walls or around foundation units should be placed as per our
recommendations for structural fill and as described in this section of the report. Horizontally
backfilled walls that are free to yield laterally at least 0. 1 percent of their height may be
designed using an equivalent fluid equal to 35 pounds per cubic foot (pcf). Fully restrained,
horizontally backfiffed, rigid walls that cannot yield should be designed for an equivalent fluid
of 50 pcf. Walls with sloping backfill at a maximum angle of 2H: IV should be designed for
55 pcf for yielding conditions and 75 pcf for restrained conditions. If parking areas.are
adjacent to walls, a surcharge equivalent to 2 feet of soil should be added to the wall height in
determining lateral design forces.
In accordance with the 2012 IBC, retaining wall design should include seismic design
parameters. Based on the site soils and assumed wall backfill materials, we recommend a
seismic surcharge pressure in addition to the equivalent fluid pressures presented above. A
rectangular pressure distribution of 5H and IOH psf (where H is the height of the wall in feet)
should be included in design for "active" and "at -rest" loading conditions, respectively. The
resultant of the rectangular seismic surcharge should be applied at the midpoint of the walls.
The lateral pressures presented above are based on the conditions of a uniform backfill
consisting of imported sand and gravel compacted to 92 percent of ASTM:D 1557. A higher
degree of compaction is not recommended, as this will increase the pressure acting on the wall.
Surcharges from adjacent footings, heavy construction equipment, or sloping ground must be
added to the above values. It is imperative that proper drainage be provided so that -hydrostatic
February 20, 2013 ASSOM TED EARM SCIENCEs, iNc,
JPLfld - AL-12057A4 - ProjecuL20120557"Wp Page 10
Subsuiybce Exploration, Geologic Hazard,
Garg Veterinary Clinic and Geotechnical Engineering Report
Eftonds, Washington Des�&n Recommendations
pressures do not develop against the walls. Perimeter footing drains should be provided for all
retaining walls, as discussed under the "Drainage Considerations" section of this report.
11. 1 Passive Resistance and Friction Factor
Lateral loads can be resisted by. friction between the foundation and the competent natural
sediments or supporting structural fill soils, and/or by passive earth pressure acting on the
buried portions of the foundations. The foundations' must be backfilled with compacted
structural fill to achieve the passive resistance provided below. We recommend the following
allowable design parameters.
• Passive equivalent fluid = 250 pcf
• Coefficient of friction = 0.35
11.2 Uplift Forces
Ground water levels were approximately 5 to 8 feet below the ground surface at the time our
explorations were performed. Therefore, if the proposed structured parking area or storm
water detention vault are planned to extend below the water table, it should be designed to
resist buoyant forces. Typical design features to account for buoyant forces are thickened
slabs, base slab extensions, increased footing widths, increased overlying soil weight, or an
engineered anchoring system.
The buoyant unit weight of the silt and sand in the upper portion of the existing site
stratigraphy may be assurned to be 35 pef. If a base slab extension is chosen to resist uplift,
we recommend replacing the silt baclifill above this floor extension with a gravelly sand. The
buoyant weight of a gravelly sand may be assumed to be 65 pcf for design -purposes.
_Z
12.0 FLOOR SUPPORT
Slab -on -grade floors may be constructed either directly on the medium dense to dense natural
sediments, or on structural fill placed over these materials. Areas of the slab -subgrade that are
disturbed (loosened) during construction should be recompacted to an unyielding. condition
pnor to placing the pea gravel, as described below.
If moisture intrusion through slab -on -grade floors is to be limited, the floors should be
constructed atop a capillary break consisting of a minimum thickness of 4 inches of washed pea
gravel. The pea gravel should be overlain by a 10-mil (minimum thickness) plastic vapor
retarder.
An underslab drainage system is recommended to provide positive drainage beneath the floor
slabs. For preliminary planning, an underslab system should consist of a series of
Februwy 20, 2013 - ASSOMIED EARM SCIENCES INC
JPUW - KE1205.57A4 - ProjeW1201W557"W Page 11
Subsurface Exploration, Geologic Hazard,
Garg Veterinary CLinic and Geotechnical Engineering Report
E&?wnds, 5L/�n Design Recommendations
Iton
4-inch-diameter, polyVinyl chloride (PVC), perforated drain lines placed approximately 20 feet
on -center. The drain lines should have an invert located a minimum of 12 inches below the
slab base and be connected to discharge into perimeter footing drains. The drain trenches
should be filled with pea gravel, which communicates with the capillary break material.
13.0 DRAINAGE CONSIDERATIONS
All retaining and perimeter footing walls should be provided with a drain at the footing
elevation. Drains should consist of rigid, perforated PVC pipe surrounded by washed pea
gravel or drain rock. The level of the perforations in the pipe should be set approximately
2 inches below the bottom of the footing and should be constructed with sufficient gradient to
allow gravity discharge away from the building. In addition, all retaining walls should be lined
with a minimum, 12-inch-thick, washed gravel blanket provided over the full height of the wall
that ties.into the footing drain. Roof and surface runoff should not discharge into the footing
drain system, but should be handled by a separate, rigid, tightline drain. In planning, exterior
grades adjacent to walls should be sloped downward away from the structure to achieve surface
drainage. All collected runoff mu t be tightlined to a City -approved location.
14.o SOLDIER PILE SHORING WALL
We anticipate that a cantilever soldier pile shoring wall, consisting of wide -flange steel pides,
suitably embedded in the underlying dense soils, will provide the necessary lateral support of
planned excavations where temporary slopes are not feasible. Treated timber lagging should
be used to support the soil between the piles; plywood should not be used for lagging. A
structural engineer should design the wall system based on the soil parameters provided in this
report. :0
The construction sequence for pile shoring systems typically involves installing each pile to the
minimum specified embedment depth below the base of excavation under the observation of the
geotechnical engineer or designated field representative. Drilled and grouted piles should be
allowed to set for at least 72 hours prior to beginning excavation. Once the piles have been
installed to the satisfaction of the geotechnical engineer, excavation may proceed in vertical
sections of 4 feet or less. The actual height of the excavated sections that provide a stable
excavation face should be adjusted in the field, depending on actual soil and ground water
conditions at the time of excavation, but should not exceed 4 feet. Treated timber lagging, as
specified by the structural engineer, should be installed and backfilled with permeable soils to
prevent the buildup of water behind the lagging boards. No excavation sections should be left
open overnight.
We recommend that the temporary cantilever shoring system be designed to resist an active
lateral earth pressure of 35(H) psf, presented as a triangular distribution for a level backslope.
Febmary 20, 2013 ASSOCUTED EARYH SCIENCEs, INC,
JPLM - AX1220557M - ProjaU 012=7"J WP Page 12
Subsurface Exploration, Geologic Hawrd,
Garg Veterinary Clinic and Geotechnical Engineering Report
E&nonds, Washington D!E�V Recommendations
The active earth pressure acts over the pile spacing above the excavation base. An allowable
passive resistance of 250(D) psf can also be assumed to act over twice the pile diameter (or
grouted diameter) below the excavation base. The upper 2 feet on the passive side of the piles
should be neglected and truncated from a -triangular distribution. These recommendations for
lateral earth pressures are illustrated on Figure 3.
If adjacent structures, slopes, heavy construction traffic, materials stockpiling, or other
substaintial surcharges are to be applied during'construction, these surcharges should also be
included in the design.
We recommend a minimum depth of embedment of 15 feet below the base of the excavation
for all piles. Soil conditions may differ from those described in this report. All sediments of
glacial origin may contain large cobbles or boulders at random locations.
The drilling contractor should be prepared to use casing, drilling slurry, or other methods of
stabilizing the hole in the case of caving, ground water, or heaving soil conditions. If more
than 6 inches of standing water or slough is present at the bottom of the boring prior to grout
placement, the contractor should be prepared to use a tremie pipe to place grout continuously
from the bottom up. Grout may consist of lean -mix concrete or controlled density fill (CDF),
as specified by the structural engineer, to ease chipping for lagging installation.
Timber lagging ran be designed to resist reduced lateral earth pressures as a result of soil
arching between piles. For the site soils, the lagging can be designed to resist 50 percent of
the calculated lateral load at any given point. Caving could be experienced when excavating
and installing lagging between piles. Overexcavation of soils behind the lagging should be
avoided. Excavation should extend just far enough to allow lagging installation. Any void
spaces behind lagging should be filled with pea gravel or other suitable free -draining material
to prevent caving and loss of support for adjacent ground. M
We understand that, due to space constraints, the proposed soldier pile shoring wall may be
used as a permanent structural element for the basement of the planned building. We
recommend that corrosion protection be used for the structural elements of the shoring wall
designed to act as permanent structures. We also recommend that the seismic surcharges
incorporated into the design of the permanent foundation elements of the building also be
incorporated into the design of the. shoring structures planned as permanent structures.
Drainage should be provided as recommended in the "Drainage Considerations" section of this
report.
15.0 PROJECT DESIGN AND CONSTRUCTION MONITORING
At the time of this report, site grading, structural plans, and construction methods have not
been finalized. We are available to provide additional geotechnical consultation as the project
February 20, 2013 ASSOCIATED E4RTH SCIENCES, INC
IMM - KE1205744 - Pt*eC1$12012055MX1 WP Page 13
Subsurface Exploration, Geologic Hazar4
Garg Veterinary Chnic and Geotechnical Engineering Report
Edmonds, Washington Design Recommendations
design develops and possibly changes from that upon which this report is based. We
recommend that AESI perform a geotechnical review of the plans prior to final design
completion. In this way, our earthwork and foundation recommendations may be properly
interpreted and implemented in the design.t.,
We are also available to provide geotechnical engineering and monitoring services during
construction. The integrity of the foundation depends on proper site preparation and
construction procedures. These inspections may be required by the City of Edmonds as a part
of the building permit conditions. In addition, engineering decisions may have to be made in
the field in the event that variations in subsurface conditions become apparent. Construction
monitoring services are not part of this current scope of work. If these services are desired,
please let us know, and we will prepare a cost proposal.
We have en oyed working with you on this study
i and are confident that these recommendations
will aid in the successful completion of your project. If you should have any questions or
require further assistance, please do not hesitate to call.
Sincerely,
ASSOCIATED EARTH SCIENCES, INC.
Kirkland, Washington
Jeffrey P. Lai L
.;br,0"L.G.,' E.G.
Project Engineering Geologist
L BL),
NNAS
268 a
01 S-T
MINA;-
:0
Bmce L. Blyton, P.E.
Senior Principal Engineer
Attachments: Figure 1: Vicinity Map
Figure 2: Site and Exploration Plan
Figure 3: Lateral Earth Pressures - Temporary Cantilever Shoring .
Appendix: Exploration Logs
Februa?y 20, 2013 ASSOCUTED EARTH SCLENCES, WC
.IPMd - MEJ205S7A4 - Projecut2012057"WAP Page 14
J.:
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NOM BLACKAND WHITE REPR Or 10TION OF THIS COLOR ORIGINAL MAY FEET
REFERENCE: USGS TOPOI REDUCE rrS EFFECnVENF88 AND LEAD TO INCORRECT INTERPRETArM.
Associated Earth Sciences, Inc. VICINITY MAP FIGURE 1
GARG VETERINARY CLINIC DATE V13
EDMONDS, WASHINGTON
PROJ. NO. KEI 20557A
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ACTIVE PRESSURES ACT OVER ENTIRE
LAGGED PORTION OF WALLABOVE
EXCAVATION BASE
BASE OF EXCAVATION
OMIT DUE TO
ACTIVE EFD = 35 (H) PSF DISTURBANCE C11
PASSIVE PRESSURE
ASSUMED TO ACT
OVER 28 (2 PILE
DIAMETERS)
ALLOWABLE PASSIVE EFD -- 250 (D) PSF
SEE NOTE 4 �0
NOTES
1. PILE EMBEDMENT DEPTH'D' SHOULD CONSIDER NECESSARY VERTICAL CAPACITY, KICKOUT, AND OVERTURNING RESISTANCE.
2. DIAGRAM DOES NOT INCLUDE HYDROSTATIC PRESSURES AND AssumEs WALLS ARE SUITABLY DRAINED TO PREVENT BUILDUP
OF HYDROSTATIC PRESSURE.
3. DIAGRAM DOES NOT INCLUDE PRESSURES DUE TO SURFACE SURCHARGES FROM ANY ADJACENT STRUCTURES, SLOPES, OR
STOCKPILED MATERIALS. THESE PRESSURES MUST BE PRO*%4DED BY THE STRUCTURAL ENGINEER. SEISMIC SURCHARGES
SHOULD ALSO BE INCORPORATED INTO THE DESIGN OF PERMANENT STRUCTURES.
4. ALLOWkBLE PASSIVE PRESSURE INCLUDES FACTOR OF SAFETY OFAPPROXIMATELY 1.5.
6. CORROSION PROTECTION SHOULD BE PROVIDED FOR SHORING DESIGNED TO ACT ASA PERMANENT STRUCTURE.
Associated Earth Sciences, Inc. LATERAL EARTH PRESSURES
FIGURE 3
F*p
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TEMPORARY CANTILEVER SHORING DATE 2113
GARG VETERINARY CLINIC
EDMONDS, WASHINGTON PROJ. NO. KEI 20557A
I . I A 0
0
Terms Describing Relative Density and Consistency
Well -graded gravel and
u-
C' ?0"0,
0
GW
gravel with sand, little to
Density SPT9)biowstfoot
c�
no fines
Very Loose 0 to 4
Coarse -
Lriose 4 to 10
Grained Soils Medium Dense 10 to 30 Test Symbols
do,
a
Poorly -graded gravel
U)
LO
C,
GP
and gravel Wth sand,
Dense 30 to 50
l[We to no fines
Very Dense >50 G = Grain SL-e
6
0 c:
M - Mo;s6re Content
Consisten SPT")blows/foot A - Atterberg 1.1mits
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Silty gravel and silty
Very Soft 0 to 2 C = ChAcal
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Fine- soft 2 to4 DD = Dry Density
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r=
a
CD
2
M
A
Stiff 8 to 15
Clayey gravel and
very Stiff 15 to 30
GC
clayey gravel with sand
Hard >30
Component Definitions
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Descriptive Term Size Range and Sieve Number
C
Well -graded sand and
C
0
sw
sand with gravel, little
Boulders Larger than 1 T
10
0
M
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to no fines
Cobbles 3* to 12P
Gravel a- to No. 4 (4.75 mm)
Poorly -graded sand
Coarse Gravel 3"to 2V4'
(0
2
Vo
t
SP.
and sand with gravel,
Fine Gravel 3/41 to No. 4 (4.75 mm)
r
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Sand No. 4 (4.75 rnm) to No. 200 (0.075 mm)
C 0 Z
. .4 -Vj
Coarse Sand No. 4 (4.75 mm) to No. 10 (2-00 mm)
9
silty sand and
Medium Sand No. 10 (2-00 mm) to No. 40 (0.425 mm)
0
2!
C12
T.
SM
silty sand with
Fine Sand No. 40 (0.425 mm) to No. 200 (CLO75 mm)
ca
0
0
gravel
Silt and clay Smalldr than No. 200 (0-075 mm)
Clayey sand and
(3) Estimated Percentage Moisture Content
r-
M
SC
clayey sand with gravel
Percentane Dry - Absence of moisture,
by
Component Weight dusty, dry to the touch
Trace <5 Slightly Moist - Perceptible
moisture
Sift, sandy sift, gravelly sift,
10
>
ML
slit with sand or gravel
Few 5 to 10
Little 15 to 25 Moist - Damp but no visible
With - Nor-,pdmary coarse water
0
S
can stituents: > 15% Very Moist - Water visible but
Clay of low to medium
Z3
CIL
plastilcIty; silty, sandy, or
. Fines content between not free draining
z
gravelly clay, lean clay
5% and 15% We[ - Visible tree water, usually
from below
U3
water table
Organic clay or silt of low
Symbols
E
rr
:3
OIL
plasticity
Bloww'13"or
Sampler portion of 6' Cementgr
Type surface 5 1
lay
zi
Elast! 0 silt.-d y silt slit
Sampler Type
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with micaceous or
Description
Split -Spoon (1) seal
diatomaceous fine sand or
silt
71n
Sampler ur 00 Sprit -Spoon Sampler Filter pack Wfth
0
(SPMT) 3.26 OD Spit -Spoon Pdng Sampler (4) blank casing
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section
Clay of high plasticity,
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sandy or gravelly clay, fat
ulk sample
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B &0- OD ThIn-Wall Tube Sarnplw Screened caft
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2-1
clay with sand or gravel
or Hydrotip
(including Shelby tube) wUh Mter pack
0
mple
Grab Sample End cap
't
Organic clay or silt of
Portion not recovered
Percentage by dry weight (41 Depth of ground water
OH
medium to high
plasticity
(SP7) Standard Penetration Test -1 ATD = At time of drilling
586) Static water level (date)
In General Accordance with
>.
Peat, muck and other
tM
Pm 0
PT
highly organic soils
Standard Practice for Description Combined USCS symbob used for
5!
0 co
and Identification of Soils (ASTM i:Y2488) fines between 5% and 15%
classifications of soils In thIs report are based on visual field andfor laboratory observations, Wich include density/consistency. moisture conditiort, grain size, and
plasticity astimles and stiould nut be construed to imply Said or labofatory tesft unless presented herein. Vistiaknenual and/or laboratory dawilication
meftd3 of ASTM 0-2487 and D-2458 were used as an Identification guide lbi the Unified Sol Classfficatkin System.
Associated Earth Sciences, Inc.
0;M EXPLORATION LOG KEY FIGURE Al
P- -1
Associated Fuffi Sciences, Inc.
VW Exploration Loa
FA
LAM No
Project Number
Exploration Number
Sheet
N
KE120557A
EB-1
1 Of 1
Project Name GaM Veterina[y Qlinic Ground Surface Elevation (ft) —98
_
Location Edmonds. WA- Datum Aqqi imp-d - Si irvnv
Drilter/Equipment Geologic Drill XL Date Start/Finish 9/7/1.14 Pf7/13
Hammer Weighl/Drop 140# QO" Hole Diameter (in) Ei inCtl�,q
Z
CL
12-6
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0
Blows/Foot
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CL
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2-9
fn
DESCRIPTION
0
CU
W
0
10 20 30 40
1 Inch Asphalt
Whidbey Formation
S-1
.
Moist, rust stained brownish gray to brownish gray, fine to medium SAND,
I I
.'.' .
with silty zones (SP-SM).
12
AL,
13
10
S-2
Wet, slightly rust stained brownish gray, fine to medium SAND, with silt
(Sp-SM).
20
Driller reports gravel at 14 feet.
S-3
Wet, brownish gray, A One to medium SAND, with gravel, and rust
3
colored sand beds (SM .
5
A 13
B
Driller reports Increased density at 19 feet.
20
S-4
Moist, rust stained brownish gray and bluish gray, silty SAND, with gravel,
13
and sand beds (SM).
14
25
Moist slightly rust stained bluish gray, silty fine to medium SAND (SM).
11
19
A
39
20
Bottorn of mplonition baring at 2&5 feet_
30
35
Sampler Type (ST):
[D 2- 01) Split Spoon Sampler (S" No Recovery M - Moisture Logged by: JPL
ID 3" DD Split Spoon Sampler (D & K Ring Sample �!Z Water Level 0 Approved by:
IN Grab Sample Shelby Tube Sample -T Water Level at the of drilling (ATD)
so
0 @ 10
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(206)565-016(ba
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02/04/2009 12:38 4256722712 CEN#OTTER INSLRAN PAGE 01/02
A -CORD CERTIFICATE OF LIABILITY INS U RANCE DATE (mmfnDNvM
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,I, ME 'Y—PRAVINAUR"CIF . I , POLICY —NUMBER' I E P —I
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DESCRIPTION OF OFMATIONS I LOCATIONS ) VEHICLESIEXCLU ONS ""L'Doy'�....SEMENTISPSMALPRQVISIIQNS
Certificate Holder is Secured as an BA'dditional Insured but only with respect to work performed by the
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City of Edmonds
Engineering Division
121 5th Avenue North
Edmonds WA 98020
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Dennis M. Bruce, P.E.
M.S.C.E., M.B.A. Geotechnical/ Civil Engineer
April 26, 2003
RECEIVED
Nordic Ventures, L. L.C. DEC 2 2 2003
10727 22e S.W. PERMIT COUNTER
Edmonds, WA 98020
Subject Geotechnical Evaluation I Shoring & Foundation Recommendations
Proposed Now Nordic Center
314 e Ave. S., Edmonds, Washington
This engineering report presents -the results of a geotechnical evaluation of the
Nordic Ventures, L.L.0 property at 314 5th Ave. S., Edmonds, Washington. This
evaluation was required due to owner / developer concerns regarding the proposed new
commercial building, with regard to foundation criteria.
* Location Map
o Property survey map
* Project plans by Dennis Christianson, architect
* Preliminary shoring concept plans by CT Engineers
o Site photographs
BACKGROUND:
The overa ' 11 Nordic Ventures, L.L.C. property at 314 e Ave. S. is rectangular in
shape. See survey map. The property is approximately 50 feet wide along e Ave. S.
and extends approximately 122 feet westerly towards the public alley. The property is
very gently sloped draining westerly (downhill).
Currently, the property serves as a paved parking area. An existing commercial
building (House of Marble) occupies the southern adjacent lot a residence exists on the
northern adjacent property with a 6 foot wide concrete walkway lying within the Nordic
Ventures, L.L.C. property. See survey map.
Visual evaluation of the property reveals no evidence of any geotechnical
distress: no pavement cracking, no sink holes, no settlements, -nor any evidence of
erosional degradation.
�_d
SOILS - FOUNDATIONS - SITE DEVELOPMENT - INSPECTION - DR41NAGE - DESIGN A PERMIT - LEGAL
P f) Qf%V Cacn-1 . 01-1.
Nordic Aeures, UP
April 26, 2003
Page 2
EVALUA71ON:
In order to augment existing site geotechnical information, soil test pits were dug
under this engineer's observation on April 1. 2003. See photographs. 2 test pits were
dug in the locations indicated on the site plan.
Test Pit #1 (located along the south property Ii nie and 8 feet west of the east
property line).
W to 4� Asphalt pavement
4� to 4' Moderately dense, well graded sand.
4' to 8! Very dense sand with compacted *chunks"
8' to I V (bottom of test hole) Cemented sand and gravels. Very hard
digging.
No water was encountered in test pit #1. Test trench walls remain vertical and
stable. No caving or sloughing occurred.
Test Pit #2 (located 6 feet north of the south property line and 36 feet east of the
west property line)-
0" to 41� (approximately 2 inches of asphalt and
approximately 2 inches of gravel sub -base).
4" to 71 Very dense cemented sands with gravels
(harder digging than test pit #1).
. No water was encountered in test pit #2. Test pit walls remain vertical and stable
with no caving or sloughing.
CONCLUSIONS I RECOMMENDATIONS:
Based on the findings of this engineer's investigation as well as experience in the
area with similar projects, the Nordic Ventures, L.L.C. property at 314 5 1h Ave. S.,
Edmonds, WA is geotechnically awroved for the proposed new commercial structure,
subject to the following:
e Excavation shoring required in accordance with recommendations herein.
Standard reinforced continuous and spread footings. Allowable bearing
pressure: 2,000 p.s.E
Equivalent fluid pressure of 20 p.c.f. is recommended for shoring design criteria,
provided shoring is inspected and verified by this engineer.
L
Nordic Ventures, L.
April 26, 2003
Page 3
For retaining wall design, use friction factor of 0.55 and passive pressure of 350
P.C.f.
Temporary Shoring: For the property line cuts (up to 8 feet in depth) temporary
shoring consisting of staggered Ecology Blocks may be used (see attached Eco-
Block Shoring Design.
Geotechn'ical inspecfions by this engineer grior to any foundation concrete
placement
The proposed structure can be supported on conventional continuous and
spread footings bearing on undisturbed native soils or on structural fill placed above
native soils. See the later sub -section entitled General EarttTwork and Structural Fill for
structural fill placement and compaction recommendations. Continuous and individual
spread footings should have minimum widths of eighteen (18) and twenty-four (24)
inches, respectively, and should be bottomed at least eighteen (18) inches below the
lower adjacent finish ground surface.
Depending on the final site grades, some over -excavation may be required below
footings to expose competent native soils. Unless lean concrete is used to fill the over
excavated hole, the width of the over-excavabon at the bottom must be at least as wide
as the sum of two times the depth of the over -excavation and the footing width. For
example, an over -excavation extending two feet below the bottom of a three-foot wide
footing must be at least seven feet wide at the base of the excavation.
. Footings constructed according to the above recommendations may be designed
for an allowable soil bearing pressure of three thousand (3,000) pounds per square foot
(p.s.f.). A one-Mird increase in this design bearing pressure may be used when
considering short4erm wind or seismic loads. For the above design criteria, it is
anticipated that total post -construction settlement of footings founded on competent,
native soils (or on structural fill up to five (5) feet in thickness) will be about one-half
inch, with differential settlements on the order of one -quarter inch.
Lateral loads due to wind or seismic forces may be resisted by friction between
the foundations and the bearing soils, or by passive earth pressure acting on the
vertical, embedded portions of the foundations. For the latter condition, the foundations
must either be poured directly against undisturbed soil or the backfill placed around the
out * side of the foundation must be level structural fill. We recommend the following
design values be used for the foundation's resistance to lateral loading:
Parameter
Design Value
Coefficient of Friction 0.55
Nordic Vdntures, L.L
April 26, 2003
Page 4
Passive Earth Pressure 350 p.c.f.
(1) p.c.t is pounds per cubic foot
(2) Passive earth pressure is computed using the equivalent fluid density.
We recommend that a safety factor of at least 1.5 be used for design of the
foundation's resistance to lateral loading.
SLABS -ON -GRADE:
Slab -on -grade floors may be supported on undisturbed, competent native soils or
on structural fill. The slabs may be supported on the e)dshng soils provided these soils
can be re -compacted prior to placement of the free -draining sand or gravel underneath
the slab. This sand and gravel layer should be a minimum of four (4) inches thick. We
also recommend using a vapor barrier such as 6-mil. plastic membrane beneath the
slab with minimum overlaps of 12 inches for sealing purposes.
PERMANENT FOUNDATION AND RETAINING WALLS:
Retaining walls backfilled on one side only should be designed to resist lateral
earth pressures imposed by the soils retained by these structures.. The following
recommended design parameters are for walls less than twelve (12) feet in height
which restrain level backfill:
Parameter Design Value
Active Earth Pressure* 20 p.c.f '
Passive Earth Pressure 350 p.ct
Coefficient of Friction 0.55
Soil Unit Weight . 125 p.c.f.
Where:
(1) p.c.f. is pounds per cubic foot
(2) - Active and passive earth pressures are computed using equivalent fluid
densities.
For restrained walls which cannot defect at least 0.002 times the wall
height, a uniform later -al pressure of one hundred, (100 p.s.f. should be
added to the active equivalent fluid pressure).
Nordic Ventures, LL
April 26, 2003
Page 5
The values given above are to be used for design of permnent foun* dation and
retaining waft only. An appropriate safety factor should be applied when designing the
walls. We recommend using a safety factor of at least 1.5 for overturning and sliding.
The above design values do not include the effects of any hydrostatic pressures
behind the walls and assume that no surcharge slopes or loads will be placed above the
walls. If these conditions exist, then those pressures should be added to the above
lateral pressures. AJso, if sloping backfill is desired behind the walls, then we will need
to be given the wall dimensions and slope of the backfill in order to provide the
appropriate design earth pressures.
Heavy construction equipment should not be operated behind retaining and
foundation walls within a distance equal to the height of the wall, unless the walls are
designed for the additional lateral pressures resulting from the equipment. Placement
and compaction of retaining wall backfill should be accomplished with hand -operated
equipment.
Retaining Wall Backfill
Backfill placed within eighteen (18) inches of any retaining or foundation walls
should be free -draining structural fill containing no organics. This backfill should contain
no more than five (5) percent silt or day particles and have no particles greater than
four (4) inches in diameter. The percentage of particles passing the No. 4 sieve should
be between twenty-five (25) and seventy (70) percent. Due to their high silt content, if
-the native soils are used as backfill, a drainage composite, such as Mirafi and
Enkadrain, should be placed against the retaining walls. The drainage composites
should be hydraulically connected to the lburidation drain system. The purpose of these
backfill requirements is to assure that the design criteria for the retaining wall is not
exceeded bemuse of a build-up of hydrostatic pressure behind the wall. The
subsection entitled General Earthwork and Stnx:tural Fill contains recommendations
regarding placement and compaction of structural fill behind retaining and foundation
walls.
EXCAVATION AND SLOPES:
In no case should excavation slopes be greater than the limits specified in local,
state and national government safety regulations. Temporary cuts up to a height of
four (4) feet. deep in unsaturated soils may be vertical. For temporary cuts having a
height greater than four (4) feet, the cut should have an inclination no steeper than 1: 1
(HorizontalMertical) from the top of the slope to the bottom of the excavation. Under
specific recommendations by the geotechnical engineer, excavation cuts may be
modified for site. conditions. All permanent cuts into native soils should be indined no
steeper than 2:1 (H:V). Fill slopes should not exceed 2H: 1.
Nordic Ventures, LL.C.
April 26, 2003
Page 6
It is important to note that sands do cave suddenly, and without waming. The
contractors should be made aware of this potential hazard.
Water should not be allowed to flow uncontrolled over the top of any temporary
or permanent slope. All permanently exposed slopes should be seeded with an
appropriate species of vegetation to reduce erosion and improve stability of the surficial
layer of soil.
DRAINAGE CONSIDERATIONS:
Footing drains are recommended at the base of all footings and retaining walls.
These drains should be suffounded by at least six (6) inches of oneminch-minus washed
rock wrapped in non -woven geotextile fifter fabric (Mirafi 140N, Supac 4NP, or similar
material). At the highest point, the perforated pipe invert should be at least as low as
the bottom of the footing and it should be sloped for drainage. All roof and surface
water drains must be kept separate from the foundation. drain system.
No groundwater was observed in either of the 2 test pits during the field work.
Seepage into the planned excavation is possible, and likely if excavation occurs during
winter months, and if encountered should be drained away from the site by use of
drainage ditches, perforated pipe, French drains, or by pumping from sumps
interconnected by shallow connector trenches at the bottom of the excavation.
The excavation of the site should be graded so that surface water is directed off
the site and away from the tops of slopes. Water should not be allowed to stand in any
area where foundations, slabs, or pavements are to be constructed. Any exposed
slopes to be covered with plastic to minimize erosion. Final site grading in areas
adjacent to buildings should be sloped at least two (�) percent away from the building,
except where the area adjacent to the building is paved.
GENERAL EARTHWORK AND STRUCTURAL FILL:
As discussed, the existing residence is to be demolished and removed. It is
understood that the proposed new residence will occupy essentially the same footprint
(with the addition of the entrance, driveway and new garage).
The proposed building and pavement areas should be stripped and cleared of all
surface vegetation, all organic matter, and o#w deleterious material. The stripped or
removed materials should not be mixed with any materialsito be used as structural fill.
Nordic ALres, I -A
April 26,2003
Page 7
Structural fill is defined as any fill placed under the building, behind permanent
retaining or foundation walls, or in oftw areas where the undedying soils needs to
support loads. This engineer should observe site conditions during and after excavation
prior to placement of any structural fill.
All structural fill should be placed in horizontal lifts with a moisture.content at or
near the optimum moisture content. The optimum moisture content is that moisture
content which results in'the greatest compacted dry density. The moisture content of fill
soils is very important and must be closely controlled during the filling and compaction
process.
The allowable thickness of the fill lift will depend on the material type, compaction
equipment, and the number of passes made to compactthe lift. In no case should the
lifts exceed twelve (12) inches in loose thickness. The following table presents
recommended relative compaction for structural fill:
Location of Fill Placement
Beneath footings, slabs or walkways
Behind retaining walls
Beneath pavements
Minimum Relative
ComDaction
95%
90%
95% for upper 12 inches of
Sub -grade, 90% below that level
Where: Minimum relative compaction is the ratio, expressed in percentages, of
the compacted dry density to the maximum dry density, as determined in
accordance with ASTM Test Designation D-1-557-78 (Modified Proctor).
Use of On -Site Soils
If grading activities take place during wet weather, or when the sandy, on -site
soils are wet, site preparation costs may be higher because of delays due to rains and
the potential need to import granular fill. The on -site soils are generally sandy, and thus
not substantially sensitive to moisture. Grading operations may be difficult wfien the
moisture content of these soils greatly exceeds the optimum moisture contenL
a Moisture sensitive soils will also be susceptible to excessive softening and
pumping' from construction equipment traffic when. the moisture content is greater than
the optimum moisture contenL
Nordic Atures, Lie.
April 26, 2003
Page 8
Ideally, structural fill, which is to be placed in wet weather, should consist of a
granular soil having no more than five (5) percent sift or day particles. The percentage
of particles passing the No. 200 sieve should be measured from that portion of the soil
passing the three-quarter4nch sieve.
The use of on -site soils for fill material ME be acceptable subject to inspections
by this engineer.
DRAINAGE CONTROLS:
No drainage problems were evident at the overall property at 314 e Ave. S. The
property is flat / very gently sloped. Currently, the parking lot drains westerly into the
City of Edmonds public alleyway drainage system.
It is understood that the new Nordic Center building will comply with City of
Edmonds storm water requirements.
CONCRETE:
AJI foundation concrete (footings, stem walls, slabs, any retaining walls, etc.)
shall have a minimum cement content of 5-1/2 sacks per cubic yard of concrete mix.
TEMPORARY SHORING:
The geotechnical investigation verified extremely dense stable sands as sub -
grade soils.
This engineer understands that excavation soil cuts up to 10 feet deep will be
required for the lower parking level (see updated architect plans to verify parking area
elevations).
This engineer understands that the soil cuts will taper and reduce in depth
towards to the western portion of the prcject. See plans.
This engineer anticipates standard cantilevered soldier piles with lagging for the
eastern 1/3 of the prcjecL Use geotechnical criteria within this report for shoring design.
This engineer anticipates that the soil cuts (less than 7 feet) for the western 213
of the project can be achieved using ecology -block shoring. This engineer anticipates 3
high eco-blocks installed as shoring around the western 213 of the project. See typical
eco-block shoring sketch.
Nordic Atures, L. it
April 26, 2003
Page 9
Onsite inspections by this engineer required during all shoring and excavation
aspects.
The recommendations of this report are only valid when key geotechnical
aspects are inspected by this engineer during construction:
Soil cuts
Shoring (soldier pile with lagging and eco4Aock)
Foundation sub -grade verification
Retaining wall, or rockery placement
Any fill placement
Subsurface drainage installation
Final erosion control and grading
SUMMARY:
The proposed Nordic commercial building at 314 e Ave. S., Edmonds, WA is
geotechnically viable when constructed in accordance with the recommendations
herein, compliance with City of Edmonds approved plans and requirements, and key
geotechnical inspections during construction.
GEOTECHNICAL REVIEW OF FINAL PLANS:
At the time of this investigation report final project plans were not available for
review.
As stated in this report, the proposed Nordic Ventures, L.L.C. commercial
building may be constructed in accordance with preliminary plans at. 314 51h Ave. S.
This engineer continues to work with project owner, architect, and structural
engineers regarding final shoring and. foundation plans.
Prior to final permit issuance, this engineer should review final project to ven*tv
compliance with the recommendations of this report.
Upon satisfactory review, a OStatement Of Minimal Risle will be issued.
Nordic Aures, I*.
April 26, 2003
Page 10
CLOSURE:
The findings and recommendations of this report were prepared in accordance
with generally accepted professional engineering principles and practice. No other
warranty, either express or implied, is made. The conclusions are based on the results
of the field exploration and interpolation of subsurface conditions between explored
locations. If conditions are encountered during construction that appear to be different
than those described in this report, this engineer should be notified to observe the
situation and review and verify or modify the recommendations.
If there are any questions, do not hesitate to call.
733AFEE--KTP-1T XW
Dennis M. Bruce, P.E.
Geotechnical I Civil Engineer
SUBMITTAL SCHEDULE (SAMPLE)
1. Subcontractor
2. Specification Section
3. Item of Work
4. Received by Contractor and
Time for Checking
S. First Delivered to Architect arid
Time for Checking
6. Returned to Contractor
7. Corrections Completed and Time
for urrectiowls
8. Nwd Delivered To Architect and
Time for checking
9. Retutmed to Contractor
10. Approval for Job Information
11. Approval for Fabrication and
Time for Fabrication
12. Fabrication Completed
13. Shipping Date and Time En route
14. Delivery to Job
STEPLEGEND
= Date this stop is scheduled to be completed
= Date this step 13 actually completed
= Calendar days required to complete this step (ff applicable)
01334-4
-4��A
A16-
. ls,90
%%je'D
�01 010S
ENCROACHMENT PERMIT#: /Z60 q ag
ove
BUILDING PERMIT#:
RECORDING #:
ENCROACHMENT PERMIT APPLICATION
El Check box for Encroachment Including Artwork in the Public Right -of -Way
PROPERTY OWNER NAME: kaw; Zro 1" * - 1% Phone +z6 — 774 - 006 3
PROPERTY OWNER MAILING ADDRESS:- P 0. Box 76!t F—A wt yy�ot!s . wj6
BUSINESS NAME (for Commercial applications): 140r6t'l 0 VeOtare'5
BUSINESS OWNER NAME: Leif A k--, w, ke 11 e revi Phone426— 770 - IM
ADDRESS OF PUBLIC ENCROACHMENT: 3to A �%2 5-ti, Ave.
.Permanent structures encroaching upon any porti on of public space, City right-of-way or casement area
shall meet all Code Requirements as set forth in the following chapter of the Edmonds Community
Development Code.
18.70 STREET USE AND ENCROACHMENT PERMITS
PERMIT ISSUANCE
An Encroachment Permit may be issued, at the discretion of the Development Services Director, City
Engineer or their respective designee, for permanent structures encroaching upon any portion of public
space, City right-of-way or casement area, if the structures are placed in compliance with the above
referenced Code Section and the following criteria are met:
1 It has been concluded that the proposal will not adversely impact public space open to vehicular or
pedestrian travel;
.2. Architectural Design Board approval has been granted or the process has been administratively
approved;
3. The proposal will not unreasonably interfere with the rights of the public; arid
..4. The proposal either benefits the public interest, safety or convenience (e.g., supports or protects the City
street) or is an accessory structure such as a fence normally associated with residential use of the
property as fully complies with the requirements of Criteria 3 above.
5. Edmonds Arts Commission has reviewed the required materials and made a favorable recommendation.
DESCRIPTION OF PROPOSED ENCROACHMENT: (include total square footage of encroachment and give
suecific location such as, 5' west of face of curb and 10' south of c/l of driveway entrance) &yer, emamir,�-zn&
lqo,;,-t 9D 11V-6" tb lb-4-" hiak A.F.F.
S:\Engr\Forms\Encroachrnent Application.doc Revised 10/9/2007
APPLICANT TO READ AND SIGN
NOTE: The issuance of this permit is understood by the applicant to be of a temporary nature, revocable by
the City per ECDC 18.70.040 and that no vested right is granted Applicant is responsible to provide a
copy of the insurance certificate to the City at the beginning of each calendar year, no later than the 2P
day of Janua#y.
1NDEMN11Y.- The applicant understands and by hislher signature to this application, agrees to hold the
City ofEdmonds harmlessfrom any injuries, damages or claims ofany kind or description whatsoever,
foreseen or unforeseen, that may be made against the applicant or the City ofEdmonds, or any of its
departments or employees, including but not limited to the defense ofany legal proceedings including
defense costs, court costs, and attorneyfees by reason of granting this permit. In addition, the applicant
understands that helshe shall provide* and continually maintain during the term of the permit a certificate
of insurance naming the city as an additional insured, with respect to liability, andproviding that it shall
be primary as to any other policy of insurance.
CODE APPLICATION: By signing the application below the applicant warrants that s1he has read or had
the opportunity to read Chapter 18.70 of the Edmonds Community Development Code and s/he
understands that all terms of the adopted ordinance are incorporated herein as if setforth infull and this
application andpermits there q e ermsof those Chapters.
are subject t th t
SIGNATURE DATE
P��eriy_-Ov4er
******* DEPARTMENT APPROVALS ***** FOR CITY USE ONLY *******
Date Rev'd: by: Cert. of Insurance verified by: -Date.
.Public Works Approved by: Date.
Remarks:
. Planning Division Approved by: ADB# Date
Remarks:
. Edmonds Arts- Commission Approved By:
Remarks:
)* Engin eering Division Approved by: —Date.
Remarks:
SAEngr\Fonns\Encroachment Application.doc Revised 10/9/2007
0
RECEIVED
!".1 0 5 2009
DEVELOPMENT SERVICES
COUNTER
PERMIT #:,a 4 J&qdQ
V --
STREET USE PERMIT
PROPERTY OWNER NAME: 5117' 0 0 Phone _z5_770-1q70
4
BUSINESS NAME:
BUSINESS OWNER NAME: elle. rem Phone fzIF-7r70 -Jq 7
ADDRESS OF PUBLIC USE:
APPLICANT MAILING ADDRESS: ftx (764 Ectm avots IAIA qT-020
Placement of any temporary or movable objects in any portion of public space or City riglit-of-way shall
meet all Code Requirements as set forth in the following chapters of the Edmonds Community
Development Code,
18.70 STREET USE AND ENCROACHMENT PERMITS
17.65 LIMITED OUTDOOR DISPLAY OF MERCHANDISE
17.70.040 TEMPORARY USES; Bistro and outdoor dining
PERMIT ISSUANCE
A Street Use Permit may be issued, at the discretion of the Development Services Director, City Engineer
or their respective designee, for temporary objects located within any public space, right-of-way, roadway,
parking strip and/or sidewalk, including the air space above them, if they are placed in compliance with the
above referenced Code Sections and the following criteria are met:
> It has been concluded that the proposal will not adversely impact public space open to vehicular or
pedestrian travel;
> Architectural Design Board approval has been granted or.the process has been administratively
approve
> The proposal will not unreasonably interfere with the rights of the public;
> Items shall be placed adjacent to the building and may encroach onto a maximum of two feet of the
public sidewalk; or in accordance with Bistro and outdoor dining code; or per an approved building
permit;
> Safe pedestrian travel area, or clear zone, of 44 inches minimum width shall be maintained on City
sidewalks; (see definition of clear zone below)
> Exterior light fixtures, banners, signs and flags must be a minimum of 7 feet above City right-of-way;
> Clear landings of 44 inches or no less than the width of the door (whichever is greater), measured
toward the street, shall be maintained on the exterior side of all required exit doors;
> Illumination from City light fixtures shall not be blocked;
> No objects shall be hung from City light standards., and
SAE'ngr\Forn),;',Swcci Usc Pennit.doc Rcviscd W5105
0
Three feet of clearance around fire hydrants, standpipes, manholes, water meters, blowoffs, cleanouts
and valves shall be maintained.
Clear Zone Definition:. Clear Zone refers to an area 7 feet in height and 44 inches in width P :)viding a
level, safe walking surface along the public sidewalk (e.g. measuring 44 inches from �dze of street tree
grates or newsp4per stands toward place of business and from the Mound H to a height of 7 feet .
DESCRIPTION OF PROPOSED STREET USE: '
4 Two mpmhk- �1"�
V I
W;11 ftejow^ t A
APPLICANT TO RE, AD AND SIGN
NOTE: The issuance of this permit is understood by the applicant to be of a lemporarY nature, shall vest no
permanent right and shall be issued and may in any case be revoked at the sole discretion of the City per
ECDC 18.70.040. By signing this application, the applicant accepts responsibilityfor all existing andlor
future street uses. Applicant is responsible to provide a copy of the insurance certificate to Me City at the
beginning of each calendar year, no later than die 21" day of January.
INDEMNIYT.- The applicant understands and by his1her signature to this application, agrees to hold the
City of Edmonds harmless from any injuries, damages or claims of any kind or description whatsoever,
foreseen or unforeseen, that may be made against the applicant or the City ofEdmonds, or any ofits
departments or employees, including but not limited to the defense of any legalproceedings including
defense costs, court costs, and attorneyfees by reason ofgranting thisperinif. In addition, the applicant
understands that helshe shallprovide and continually maintain during the term of thepermil a certificate
of insurance naming the city as an additional insured, with respect to liability, andproviding that it shall
beprinzary as to any otherpolicy of insurance.
CODE APPLICATION: By signing the application below the applicant warrants that s1he has read or had
the opportunity to read Chapter 18.70, 17.65, and 17.70.040 of the Edmonds Community Development
Code and s1he understands that all terms ofthe adopted ordinance are incorporated herein as ifselforth in
full and this a
,pplicali n andpermits therefore qre "sub'ecll to
e terms of those Chapters,
SIGNATURE DATE 111-ox
Property OwneAusine"wner . f
Approved by:
Building Permit #:
FOR CITY USE ONLY
Insurance Verified by:
Street Use Fee:
Receipt No:
Issued by: Date: - Copy to Applicant: [I Pick-up F-1 Mail
NALnSAJ-n1-i1).q\,SJrcC1 Use PCTniit.doc
Revised 12/5/05
02/04/2009 12:38 4256722712
CENWOTTER INSLRAN PAGE 0'1/02
ACORD
CERTIFICATE OF LIABILITY INS U RANC' E DATV Imufnaryyyy)
112/1012008
PRODucEm Otter Insurance Agenc'y
P 0 Box 1153
—WitS CERTWICATE 13 ISSUED AS A MATTER OF INFORMAlTnni
Lynnwood WA 98046-1153
ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATF.
HOLDER. THIS CERTIFICATE DOES NOT AMEN EXTEND OR
—ALTER THE COVERAGE AFFORDED BY THE POUCiES BELOW.
P'One: 425-771-8900 Fax: 42S.672-2712
—
Leif Helleren CoFs—truction 16-c--
INSURERS AFFORDING C13VERACE NAIC 2
PO BOX 1764
INZ'JAEAA:C0tItr8L rasonding.ndl!l!ua-or-c.p.nl.___..
_11,u"
EDMONDS WA 98020
RER
INSURERC:
THE POLICIES OF INSURANCE LISTED 13ELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOT ITHSTAND
= MAY BE ISSUED OR
ANY REQUIREMENT TERM OR CONDMON Or ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE VV ING
MAY PERTAIN, THE kSURANC5 AFFORDED OY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TURMS. EXCLUSIONS AND CONDITIONS OF SUCH
POLICIES. AGGREGATE LIMITS SNOWN MAY HAVE BEEN REDUCED BYPAQ CLAIMS.
-W—R..'
GENERAL LIABILITY
X COMMERCIAL GENERAL LIABILITY
7 OCCUR
A :D tLA--3MADr FX INSSF2001
LREN'L AGGR�OATE LIMIT APPLIES PEA:
ANVAUTO
ALI, OWNED AUTO$
SCHEDULEDAUTOS
HIRrDAUITO6
NO"WN90AVrOS
�9!RAGE LIABILITY
ANY AUTO
EXC SGIUNIARELLAUABILIrY
OCCUR CLAIMS MADE
RDEDUCTIBLE
RETENTION
WORKERS COMPENSATION AND
E MPLOVERS* LIABILITY
ANY P ROPRIErORPART NERna CUTIVE
OFFICERIMEMBERFXGLVOED?
Ityse,dosegbound
SPECIAL PROIASIONS bj..
OTHER
09/30/2008109/30/2009'!'F—'R'SONAL & A0v I
MJVRY
GENERALA00kFa.-M
1
COMBINED SINGLE LIMrT
(Fit accidani)
00014Y INJURY
(Par pw�am)
S
BODILYINJURY
(Per maddr1j)
PROPERTYDAMAqE
AUTOONL�L.G� �GDENy
9
OTWFRT14AN EAACC
S
AUTO ONLY-
AGG
EACH OCCURRENCF
a
CE'CRIPTION OF OPERATI"" LO"AT'I""15"E"I"LIS 1EXCLUSIONS ADDIB my ENOORSEMENT106CIAL PROVISION& -1
Certificate Holder is secured as an Additional Insured but only with respect to work performed by the
named insured perform CG201 0.
City of Edmonds
Engineering Division
121 5th Avenue North
Edmonds WA 98020
ACORD 25 (2001103)
&MOULD ANY Of THE ABOVE DESCRI )ED POLICIES BE CANCELLEb BEFORE THE EXPIRATION
DATE THEREOF, THE ISSUING INSU; Elk WILL ENDEAVOR TO MAIL 30 DAYS WRITTEN
NOTICE TO THE CPATIf-ICAtE MOLDI A NAMED TO tHE LEFT. OUT PAILURE TO DO $0 SMALL
IMPOSE NO OBLIGATION Olt LIABILIrY OF ANY KiNO UP014 THE INSURER. rra A0ffNT1 OR
1988
02/04/2009 12:30 4256722712 CENOOTTER INSURAN PAGE 02/02
IMPORTANT
It the certificate holder Is an ADDITIONAL INSURED, the policypes) must t-e endorsed. A statement
on this certificate does not confer rights to the certificate holder in lieu ofsuch en(lorsement(s).
If SUBROGATION IS WAIVED, subject to the terms and conditions of the ps)licy, certain policies may
require an enclorsamem A statement on this certificate does not confer rights to the certificate
holder In lieu of such endarsement(s).
DISCLAIMER
ThB Certificate of Insurance on the reverse side of this form does not cons:ituts a Contract between
the issuing insurer(s), authorized representative or Producer, and the certificate holder. nor does it
affirmaltively or negatively amend, extend or alter the coverage afforded by If e policies listed thereon.
0
0
When recorded mail to:
City Clerk
City of Edmonds
121 Fifth Avenue North
Edmonds, WA 98020
SPACE ABOVE THE LINE FOR RECORDERS USE
Assessor's Parcel No.:-22032 300412 900
Applicant: kal-; Zdhokkingssen
ENCROACHMENT AGREEMENT
This ENCROACHMENT AGREEMENT ("Agreement") is entered into between the
CITY OF EDMONDS ("City") and k8R I 7o h a n ti e SS e, 0
("Owner[s]"), in accordance with Chapter 18.70 of the Edmonds Community Development
Code.
I . The Property. Owner is the owner of that certain real property located at
Zto ^no( 317- 5ii-s Ave - 6- � within the City of Edmonds,
Washington, Assessor's Parcel Number 2 70 -5 2-3 00 + ( 2- ?00
and more particularly described as follows 3E SE Y4 Sect," 23,
.27 N 3 E., k/.
or
as described in Exhibit "A" attached hereto and incorporated herein by reference.
2. The Easement. The City right-of-way adjacent to owner's
existing casement used for (strike those that don't apply) [street, road, alley,
bikepath, pedestrian easement, sanitary sewer, water, storm, other
property or an
trail, sidewalk,
3. The Encroachment. The Owner desires to encroach upon the public
casement and the City he eby covenants and agrees and grants its permiss . oil to Owner to
allow 3 foot to 4 foot S4LL'o nk. f-L-4 .11. fro 2 '. I
StpreS iycd-t� -in korj,'c. CEBU� alg4. in a portion of
the City right-of-way/easement. A partial sit� plan, scaled 1 "=20', showing the location of the
encroachment is attached as Exhibit "B" and incorporated by reference. This Agreement is
subject to the following terms and conditions:
- I of4 -
0 0
a. On behalf of themselves, their successors and assigns, the Owner promises to
maintain, repair, remove and/or replace the encroachment located in the easement
at their sole expense to the standards established by the City. All maintenance,
repair, removal and/or replacement shall be conducted solely at the Owners'
expense.
b. The Owner, on behalf of themselves and their successors and assigns,
acknowledge that the City had no obligation to approve the encroachment within
the easement for the sole benefit of the Owner, and the agreements contained
herein, provide sufficient consideration for the Owner and their successors and
assigns to maintain, repair, remove and/or replace said encroachment located in the
easement at their sole expense in perpetuity.
c. The Owner promises to indemnify and hold harmless the City, its officers, agents
and employees from any loss, claim or liability of any kind or nature arising from
or out of its promises contained within this agreement, including any damage that
may be caused to the encroachment by the City's operation, maintenance, repair,
replacement or other work related to construction activity within the easement
This promise to hold harmless and inderrinify includes defense by counsel of the
City's choosing, the payment of reasonable attorney's fees and court costs.
Nothing herein, however, shall be interpreted to require the Owner to indemnify
the City from the negligence or intentional tortuous act of its employees, officers,
or agents.
The Owner shall at the request of the City, promptly remove, repair, reconstruct,
and/or replace the encroachment at the Owners' sole expense. Upon receipt of
noti ication from the City that the City requires removal of all or portions of the
encroachment from within the easement, the Owner will promptly remove those
portions of the encroachment from within the easement area as required by the
City at their sole expense. If the portions of the encroachment required by the City
to be removed are not timely removed by the Owner, they shall be removed by the
City at the expense of the Owner, and the Owner shall reimburse the City for the
costs of removal of the encroachment and disposal of materials as well as for any
increased construction costs or consequential damages incurred by the City due to
the Owners' delay. In the event that portions of the encroachment must be
removed to facilitate utility and/or construction activity by the City within the
easement or other requirements of the City, the Owner shall be solely responsible
for replacement of the encroachment at their expense upon completion of the
utility and/or construction or other activity by the City.
e. Whatever rights and obligations were acquired by the City with respect to the
easement shall remain and continue in full force and effect and shall in no way be
affected by City's grant of permission to construct and maintain the encroachment
structure.
- 2 of4 -
0 1 0
f The property owner is required to provide and continually maintain during the
term of the permit a certificate of insurance naming the City as an additional
insured, with respect to liability, and providing that it shall be primary as to any
other policy of insurance. A copy of the insurance certificate shall be provided to
the City at the beginning of each calendar year, no later than the 21" day of
January.
4. Entire Apreement. This Agreement constitutes the entire agreement between
the parties with respect to the subject matter hereof and supersedes and replaces all other
agreements, oral or written, between the parties with respect to the subject matter. This
agreement may not be amended except in writing in a document filed of record with the
auditor of Snohomish County, Washington.
5. Notices. Any notice which is required or may be given pursuant to this
Agreement shall be sent in writing by United States mail, first class, postage pre -paid,
registered or certified with return receipt requested, or by other comparable commercial
means and addressed as follows:
t(to the City:
City Engineer
City of Edmonds
121 Fifth Avenue North
Edmonds, WA 98020
if to the Owner:
kar, �Tok,
Nor-ol I r, Vev, I twe L��
10727 2 ±6 5:tMe-t �5k/-
FAM"46!t_._Wk_ ?VZ0 —
which addresscs may be changed from time to tinic by providing notice to the other party in
the manner described above.
6. Waiver. City's consent to or approval of any act or omission by Owner shall
not constitute a waiver of any other default by Owner and shall not be deemed a waiver or
render unnecessary City's consent for approval to any subsequent act by Owner. Any waiver
by City of any default must be in writing and shall not be a waiver of any other default
concerning the same or any other provision of the Agreement.
7. Termination of Agreement. In addition to any other remedy provided for by
law, the City reserves the right to terminate this agreement in the event the encroachment
negatively impacts or damages the City's easement and/or underlying utility systems or
violates any condition of service adopted by the City, at its sole discretion, as may be
necessary to prevent damage to the City's utility system, or any other public facility which
may be impacted by the Owners' failure to properly use the easement.
8. Successors and Assigns. This Agreement shall be binding and inure to the
benefit of the parties hereto and their respective legal representatives, successors, and assigns.
Owner agrees to incorporate this agreement by reference in any subsequent deeds to the
property, but any failure to do so does not invalidate this provision.
-3 of4 -
0 0
9. Capaci . Each party represents that the person(s) executing this Agreement
on behalf of such party has the authority to execute this Agreement and by such signature(s)
thereby bind such patty.
IN WITNESS WHEREOF, the parties hereto have executed this Agreement on this -?' day
of
20
OWNER(S):
By: By:
STATE OF WASHINGTON
COUNTY OF SNOHOMISH
This day, personally appeared before me,
to me known to be the person(s) who executed the within and foregoing document and that
(helshelthey) 5A e- 1,%%%AJghW1V;e same as (hislherltheh) free and voluntary act
and 2eed for the j
i0o herein me d
14 .4
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!?tqw ot y Public
P1466
R. -Z'
0 *-Z.0.1201-2 01 Typed or Printed Name
WASVAO�
111111,1111110% My Commission expires:
CITY OF EDMONDS
In
ENGINEERING DIVISION
-4of4-
0 0
Return Address:
20011 Ballinger Way NE
Shoreline WA 98155
Encroachment Agreement
Reference Number:
Grantor: City of Edmonds
Grantee: Kari Johannessen
Legal Description: SEI/4, SEI/4, Section 23, T.27N., R.M., W.M.
Assessor's Parcel Number: 27032300412800
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PIRSCHER]
ARCHITECTS1
CPA . Pl,-h.r Amhltects
Iq500 Bollinger Noy NE, 5vite 200
500ttle, Noqhl�qto� -18155
(20b)5b5-qb&a
F— (206)365-q558
FfROFERT`� t'-1AF
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LEGAL DESGfRIFTION
THAT PORTION OF THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER OF THE SOUTHEAST
WUaRTER OF SECTION 23, TOWNSHIP 2-1 NORTH, RANGE 3 EAST, W.M., DESCRIBED AS FOLLOWS:
BEGINNING AT A FOINT ON THE WEST MARGIN OF 5TH STREET IN THE CITY OF EDMONDS, 510.0cj FEET
NORTH AND 30FEET WEST OF THE SOUTHEAST CORNER OF SAID SECTION 23: THENCE WEST 122.11 FEET:
THENCE NORTH 50 FEET: THENCE EAST 122.11 FEET, MORE OR LESS, TO WEST MARGIN OF SAID 5TP
STREET: TENCE SOUTH 50 FEET TO THE FOINT OF BEGINNING. (BEING KNOWN AS LOTS 5 ADN
BLOCK 1, OLYMFIC VIEW, ACCORDING TO THE UNRECORDED FLAT THEREOF.)
SUBJECT TO EASMENTS, RESTRICTIONS AND RESERVATIONS OF RECORD.
3'-0" to 4'-0"
EAVE
Ife ENCROACPMENT
122AMMEAS.) 122.11YDESC.)
Twill III III
0
[PIRSICHER
ARCHITECTS
CPA + Firscher Architects
IL1500 Bollinger Noy NE, 5vite 200
50ottle, V1405hington cIE5155
(20(b)368-ciUbB
Fox (:20&)365--q55&
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[22,b1'(MEASJ122.11'(0E5CJ
3'-0 to 4'-0"
fe
EAVE
/ -7
/777/ 7, ENCROACHMENT
EX. CONCRETE —t-4
VERTICAL CURB
AND GUTTER
%-N FARr-,IAL SITE FLAN
SCALE: 111=20'-011
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PROPERTY ADDRE55:
310 AND 312 5TH AVENUE B.
EDMONDS, WA
TAX PARCEL NUM5ER:
21032300412800
0
41-011
ENCROACHMENT
TO R.O.U).
T.O. EAVE J4
16'-4" AFF.1/
B.O. EAVE J�
10'-(o" AFF.79-'
:)NC SIDELUALK
GROUND FLOOR
5OUT�4 ELEVATION
PIRSCHER
ARCHITECTS
CDA + Pirscher Architects
19500 Bollinger Way NE, Suite 200
Seattle, Washington 98155
(206)368-9668
Fox (206)368-9558
51.-111
ENCROACPMENT WIDTP
le 0
WE5T ELEVATION
111ro"=V-0"
FARTIAL ELEVATION PLAN
&CALE: 111(o"=1'-0ll
WILCOX CONSTRUCTION, INC.
234 5th Ave South
Edmonds, WA 98020
(P) (425) 774-4185 (F) (425) 774-4187
RF1
To: Jennifer Phang RFI M 28
ARCHITECTUAL WERKS, INC. Date: 11/20/2014
11416 98th Avenue NE, #200 Job: 13-7088 5th Ave Animal Hospital
Kirkland, WA 98033 Phone:
Ph: (425) 823-2244 Fax: (425) 821-1715
CC:
Subject: 5th Ave Underground Utility Conflict
Drawing: C1.0 Spec Section:
Cost Impact: None Schedule Impact: None
Request: Date Required: 11/23/2014
Potholing was recently performed out in 5th Ave to verify the 12" water main. The water main is 12" however it is also at the same
elevation as the 12" storm line that runs parallel to it. The City has informed us we can add (2) 45 degree bends to get the water line
below the storm line, and have stated they would like restrained joint fittings used. The City would also like our civil engineer to draw a
profile drawing to submit to the City for review. The City's concern with this work is that there is only approximately 3 feet between the
two pipes and in order to tap the water main with a tapping machine there may not be enough room without removing a section of
storm main. In order to remove the storm main a plug would need to be installed at an upstream manhole and pump the water around
the work zone.
The water main was 3 feet deep to the top of pipe and the storm line was not potholed due to being in a travel lane. The upstream and
downstream catch basins were popped open and they were the same as the water. The location is the same as what is shown on the
TOPO page provided in the contract documents. As far as the fittings for the fire line, an option may be to use a flanged valve with a
flange x MJ 45 degree bend and a MJ x MJ 45 to level it back out.
Please advise on how to proceed.
Requested by: John Addison
WILCOX CONSTRUCTION, INC.
Response:
See attached revised Sheet C2.0 dated 11-24-2014 for the fire line profile for submittal to the City.
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Page 1 of 2
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WILCOX CONSTRUCTION, INC.
234 5th Ave South
Edmonds, WA 98020
(P) (425) 774-4185 (F) (425) 774-4187
RF1
To: Jennifer Phang RFI M 28
ARCHITECTUAL WERKS, INC. Date: 11/20/2014
11416 98th Avenue NE, #200 Job: 13-7088 5th Ave Animal Hospital
Kirkland, WA 98033 Phone:
Ph: (425) 823-2244 Fax: (425) 821-1715
Robert Parish
Answered by
Osborn Consulting 11-24-2014
Company Date
Page 2 of 2
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PERMIT SET
SECTION A
OSBORN CONSULTING, INC.
5TH AVE ANIMAL HOSPITAL 7 20012
310 M AW $0M
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........... - ----- * .
FOR CONTINUATION OF UTILITIES (TYP.) COORDINATE LOCATION WITH THE CITY INSPECTOR
..... : -:1 TRAVEL LANE, A GRIND AND
0 m 0 /p-
......... * ................. --.- ............ TO INSTALLATION
................. I ...................................
< 11� i.2 .............. ................................... U/p 26 LF 6" PVC SS @ 2% MIN OVERLAY MAY BE REQUIRED
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u TO EX. GAS SERVICE p :: : .. S ALL EZ-VALVE 2 INLINE VALVE
..........................
.............
z z CONNECTION IE 85.20
REPLACE CURB AND CUTTER PER COE STD. DET. E2.8
.... .. -0 BE
............... LOCATION OF THE VALVE I
0 LIJ SS CONNECTION IE 84.50 ......
PER COE STID DET E6.2
AS REQUIRED BY CITY ENGINEERING INSPECTOR
............ .. .. I - . �: I .................. COORDINATE LOCATION OF VALVE
0 CONNECT WITH AN ................. ... ....
............
:io 0 INSERTA-WYE PER UTILITY SEE ARCHITECTURAL PLANS A1.1 WITH THE CITY INSPECTOR PRIOR
.. .................
0 RPBA TO BE INSTALLED ..........
.............
PROVIDER REQUIREMENTS AND A1.2 FOR DUMPSTER . ::: ::I TO EXCAVATION
< REFER TO WITHIN THE BUILDING 0
ENCLOSURE
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ry 12� . . ARCHITECTURAL E� DOMESTIC SUPPLY
RESTORE AREA DISTURBED ON
PRIVATE PROPERTY DURING
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AMENDED SOIL (DOE BMP T5.1
EX. FH LOCATED 140—FT NORTH 01: SITE---,/
SCALE: 1 10'
0 10 20 '0
0 Li L�J 9.5 LF 6" PVC SS @ 2%
> 0 PLAN FOR PARKING
0 CONNECT PUMP POWER AND LAYOUT
Ljj
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RIM = 93.70 0 SEE ARCHITECTURAL PLANS
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IE = 84.69
RESTORE ASPHALT PER COE STD.
L- - - - - - - - - -
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . .. ...... .. I ...... ..... ................ .... DE1. E2.3
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....... . ..... I ... a..
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EX. TELEPHONE SERVICE NOT EXCEED 14%
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RESTORE ASPHALT PER
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INSTALL ON PRIVATE: PROPERTY
1-INCH HIGH CONCRETE BERM
AT EDGE OF PAVEMENT TO
PREVENT ALLEY RUNOFF FLOWING
DOWN RAMP (APPRbX 22 LF)
4" WET TAP (FL)
GATE VALVE (RJxFL)
BOX
4" 45* BEND (RJxPE)
411 DIP
EXISTING STORM DRAIN
EXISTING GRADE
Ic ------- EXISTING WATER MAIN
- ----- ---MIN-.- LE-ARANCE-PER--CITY-
r
EXISTING
Z
V
4" DI SANITARY SEWER
P
4"-45* BEND (RJxRJ)
OA
DESIGNED BY
RDP
DRAWN BY
RDH
CHECKED BY
LCR
5 E CA`01' T 10 A A V 1 0 r%a- 4 — r6c—ow-w-,
SCALE: 1"=5' (H&V)
OSBORN CONSULTING, INC.
RESTORE AREA DISTURBED ON
PRIVATE PROPERTY DURING
CONSTRUCTION WITH GRASS SEED
AND MULCH ON COMPOST
AMENDED SOIL (DOE BMP T5.13).
'IV
IN PROP. WATER LINE
UP PROP. UNDERGROUND POWER SERVICE
PROP. GAS SERVICE
ss PROP. SANITARY SEWER SERVICE
0 PROP. SANITARY SEWER CLEANOUT
U T, PROP. UNDERGROUND TELEPHONE
1800 112th Ave. NE, Suite 220E Ph (425) 451-4009 2 111.24.14 FIRE LINE PROFILE RDP
Bellevue, WA. 98004 Fax (425) 451-4901 1 8.27.14 ASI#2 RDP
NO. DATE REVISION BY
PROP. ASPHALT PAVEMENT
PROP. CONCRETE SIDEWALK
PROP. SAWCUT
PROP. CONCRETE PAVEMENT
r � , 1-3--79
oll
Ail
1. WATER LINE AND SEWER LINE CONSTRUCTION TO MEET
THE ENGINEERING SPECIFICATIONS OF THE CITY OF
EDMONDS.
2. CONTRACTOR SHALL COORDINATE INSTALLATION OF
UTILITIES WITH UTILITY PROVIDER.
3. TRENCHING AND BEDDING OF WATER LINE AND SEWER
LINE CONSTRUCTION SHALL BE PER COE STD. DET. E4.1
AND E4.2, SEE SHEET CO.3.
4. A MINIMUM OF 3-FOOT SEPARATION IS REQUIRED
BETWEEN THE DRY UTILITIES (PO�VER, GAS, PHONE,
CABLE, ETC.) SEWER, WATER, AND STORM. A MINIMUM
OF 5-FOOT SEPARATION IS REQUIRED FROM ANY CITY
MAIN LINES.
5. ALL UTILITIES MUST GO UNDERGROUND.
EMS"=" BMAMM Wwwwawerks=m
%A/ATFF-> AKIr) C171AIF7D II`\ICDE7r1TInKI IDE- 110 m ,
CALL 425-771-0220 EXT. 1326 C I
W W
C/G AND SIDEWALK FORM INSPECTIONS LL
REQUIRED 0 o
'o
APPLICANT SHALL REPAIR/REPLACE ALL.
6
DAMAGE TO UTILITIES OR FRONTAGE
0� 0 1960
IMPROVEMENTS IN CITY RIGHT-OF-WAY W 0
ca
TANDARDS THAT IS CAUSED W
PER CITY S cc �:*
OR OCCURS DURING THE PERMITTED LL z
0 CL
PROCESS 0 0 �: m -j
�:: < 0 -c ca
;'A
Knowmiat's below.
Cc'4111 beffore you dig.
CITY OF 'EDMONDS
APPROVED FOR CONSTRUCTION
mAl liq
6AT E
CIT>1�'NGINEERING DIVISION
A P Ime 5envice upse 1mvislut-s 6"
F -10"E R M � 0' ' " E I- r
STH AVE ANIMAL HOSPITAL JOB# / DWG
-10--120062
3-10 5TH AVE SOUTH, EDMONDS WA 98020 SCALE
UTILITY AND PAVING PLAN H: I )I =10' v: N/A
'-fj \ r MIA;,
306
8-27-14
SHEET
C2.0 of 11
cptv 13 —
1800 112 T H AVENUE NE
SUITE 220-E
BELLEVUE, WA 98004
FIE
Date: December 19,2013 (Rev 3-24-14)
From: Robert Parish, PE
To: Chris Garg
Project 5th Avenue Veterinary Clinic.
Subject: Stormwater Report
24.14
Introduction:
This summary report provides site design information for the proposed small commercial
redevelopment located at 310 5th Avenue Ave South, Edmonds in the southeast 1/4 of Section 23, T 27
N, R 3 E, W.M.. It includes a pumped storm water detention system and grading analysis to support the
construction of the proposed veterinary clinic.
Existing Site Summary:
The total site consists of about 6,134 sf (0.14 acres) and is currently occupied by a parking lot with
occasional grass/weed patches. The site is bordered by a residence to the north and a commercial
property to the south. There is a paved alley to the west and ftilly built 5th Avenue S right-of-way to the
east. Vehicle access to the site is from alley. The site generally slopes from east to west with an average
slope across the building pad area of approximately 4%.
Per figure B-2 of the "Stormwater Code Supplement To Edmonds Community Development Code
Chapter 18.30" (ESCS) the site is located on Alderwood Urban land complex soils which is listed as Till
soils.SDFSSF
Proposed Project:
The proposed project includes removing the existing parking lot and constructing a new veterinary_
clinic with parking under the building. The main entrance for pedestrian access will be from 5th Avenue
S, while vehicle and pedestrian access will be from the alley.
A pumped stormwater detention system is proposed in the ramp to underground parking. The outfall
from the storm water pump will be a proposed catch basin in the north-west comer of the site. From this
proposed catch basin the storm runoff will gravity flow to an existing catch basin in the alley located at
the northwest comer of the site. See Appendix B - Flow Control Calculations for storm drainage
detention system calculations.
Additional infrastructure improvements include the reconnection of the typical utilities: water, sewer,
gas, electric, telephone, and cable TV.
The proposed site will have the following area break down: � p) �
-
COM APPLICABLE 1/12
P T 0 A, Pll� 21 7 2 2 J
C WATER CODE
-IMMM
12 MPARIMMY
ate:
1800 112 T H AVENUE NE
SUITE 220-E
BELLEVUE, WA 98004
(4 2 5 ) 4 5 1 - 4 0 0 9
Table I - Prot)osed Area Breakdown
Area
Impervious -Building and Driveway
0.133 Acres
Pervious - Lawn (till)
0.007 Acres
Total
i 0. 140 A
Summary of Storm Drainage Requirements:
Per figure 2-1 of the ESCS , the site is classified as "Category 2 Small Site Project" and therefore shall
meet the following requirements:
• Small Site Minimum Requirement 41 — Preparation of Stormwater Site Plan - See attached
plans.
• Small Site Minimum Requirement #2 — Construction Stormwater Pollution Prevention Plan -
See below.
• Small Site Minimum Rcquircmcnt #3 — Source Control of Pollutants — See below.
• Small Site Minimum Requirement #4 — Preservation of Natural Drainage Systems and Outfalls
- Natural Drainage Systems and Outfalls are not affected by the proposed project.
• Small Site Minimum Requirement #5 — Onsite Stormwater Management - See below.
• Small Site Minimum Requirement #6 — Runoff Treatment - Per ESCS Section 5.6. 1, the project
does not meet the threshold of more than 5,000 square feet of pollution -generating impervious
surface (PGIS).
• Small Site Minimum Requirement #7 — Flow Control - See below and see Appendix B.
• Small Site Minimum Requirement #8 — Wetland Protection - There are no onsite wetlands and
the site does not drain to a wetland.
• Small Site Minimum Requirement #9 — Operation and Maintenance - See Appendix C.
• Small Site Minimum Requirement #10 — Offsite Analysis and Mitigation - The site is reducing
the peak flows from the site, and currently there are no known conveyance issues. Hence Offsite
Analysis and Mitigation is not required.
• Small Site Minimum Requirement #11 — Financial Liability - to be provided by project owner.
Construction Stormwater Pollution Prevention Plan
Standard erosion control measures are proposed to be used during construction. The primary erosion
and sediment control "best management practice" (BMP) during construction per The City of Edmonds
and Chapter 4 of Volume 11 of the 2005 Stormwater Management Manual for Western Washington
(DOE 2005) will be proper soil stabilization methods. Exposed soils shall be stabilized by application of
effective BMP's that protect the soil from the erosive forces of raindrops, flowing water, and wind.
Appropriate BMPs include, but not limited to:
• BUT C101: Preserving Natural Vegetation
• BMP C103: High Visibility Plastic
2/12
1800 112 T H AVENUE NE
SUITE 220-E
BELLEVUE, WA 98004
( 4 2 5 ) 4 5 1 - 4 0 0 9
BMP C105: Stabilized Construction Entrance and COE standard plan E1.2
BMP C120: Temporary and Permanent Seeding
BUT C121: Mulching
BMP C123: Plastic Covering
BUT C124: Sodding
BUT C125: Topsoiling (also see BMP T5.13 Post -Construction Soil Quality and Depth)
BMP C140: Dust Control
BMP C 15 1: Concrete Handling
BMP C 15 2: Sawcutting and Surfacing Pollution Prevention
BMP C220: Storm Drain Inlet Protection and COE standard plan E1.3
BMP C233: Silt Fence and COE standard plan El. I
BMP C235: Straw Wattles
The contractor shall select soil stabilization methods best suited for the particular situation. In particular:
Stock piles must be stabilized and protected with appropriate BUT's.
Downstream catch basins must be protected using appropriate BUT's.
Exposed soils must be contained on site by using silt fence barriers along the down -slope
boundaries of the site's disturbance areas or other appropriate BMP's.
Any sediment that is tracked onto pavement shall be removed by shoveling or street
sweeping. The pavement shall not be cleaned by washing down the street, unless otherwise
directed by the City.
Also refer to sheet CO.5 in Appendix A - Site Plans for additional recommended erosion control
measures.
Estimated grading calculations: The estimated grading quantities are:
Approximate Fill: 500 CY
Approximate Cut: 1600 CY
The quantities listed are for the permitting process only and should not be considered precise amounts
for bidding purposes.
Source Control of Pollutants
Per ESCS Section 5.3 known, available, and reasonable source control BMPs shall be applied to control
pollution. With expected uses of the project and utilizing the guidance in Volume IV of the DOE 2005
the following sources control are recommended and are including in the Operation and Maintenance
Manual located in Appendix C.
• S402 BMPs for Commercial Animal Handling Areas
• S406 BMPs for Streets/ Highways / Applicable BMPs
• S411 BMPs for Landscaping and Lawn/ Vegetation Management
• S412 BMPs for Loading and Unloading Areas for Liquid or Solid Material
• S417 BMPs for Maintenance of Stormwater Drainage and Treatment Systems
3/12
1800 112 T H AVENUE NE
SUITE 220-E OSBORN
BELLEVUE, WA 98004 CONSULTING
INCORPORATED
4 2 5 ) 4 5 1 - 4 0 0 9
• S420 BMPs for Painting/ Finishing /Coating of Vehicles/Boats/ Buildings/ Equipment
• S421 BMPs for Parking and Storage of Vehicles and Equipment
• S426 BMPs for Spills of Oil and Hazardous Substances
• S427 BUTs for Storage of Liquid, Food Waste, or Dangerous Waste Containers
• S428 BUTs for Storage of Liquids in Permanent Aboveground Tanks
• S431 BUTs for Washing and Steam Cleaning Vehicles/ Equipment/ Building Structures
Onsite Stormwater Management
Per ESCS Section 5.6.1, the project onsite site soils (Alderwood Urban land complex) are not suitable
for Onsite/LID Techniques and Infiltration. However, BNT T5.13 (Post -Construction Soil Quality and
Depth) for compost -amending, in Chapter 5 of Volume V of the DOE 2005 is required for all disturbed
pervious surface areas to restore the water retention capacity of these surfaces.
Flow Control:
Due to the elevation of the underground parking and the invert of the storm drain in the alley, a
stormwater pump is required to pump the runoff-frorn-a detention tank located under the driveway and
garage to the discharge point. The pump will meet the following requirements per City of Edmonds
Public Works Department Engineering Division Policy ENGR-DEV(STM)-2011-02 titled " Use of
Pumping Systems for Conveyance of Stormwater on Private Property.".
1. The will be located on private property.
2. The force main will discharge to a proposed CB located at the northwest comer of the site.
Stormwater will gravity flow from this location to the public storm drain in the alley.
3. The pump will be a designed by a licensed engineer.
4. Design information including the pump curve and discharge curve is included in projects
Stormwater Pump Design Report (submitted under separate cover).
5. The designed pump system and detention tank has been designed to resist buoyancy forces. A
buoyancy calculation for a recommended restraining system is included in Appendix B - Flow
Control Calculations.
6. The pump will be a triplex system and have a power backup to be designed by the electrical
engineer.
7. Overflow paths are included for the gravity flow components of the storm drain system. An
emergency over flow storindrain with a backflow valve is provided between the stormwater
pump manhole and the connection point. This emergency overflow will help to prevent
significant flooding the parking garage. This overflow is shown on Sheet CLO and C1.1 as
included in the Appendix A - Site Plans.
8. The discharge rate from the storm water pump shall match the maximum allowable discharge
rates per table 2 below.
4/12
1800 112 T H AVENUE NE
SUITE 220-E
BELLEVUE, WA 98004
( 4 2 5 ) 4 5 1 - 4 0 0 9
Table 2 - Peak Flow Rates
Max Allowed
Peak Flow per
Max Allowed
Developed Peak
Peak Flow
Flow from site
acre
2 year
0.07 CFS/acre
0.01 CFS
0.01 CFS
10 year
0.14 CFS/acre
0.02 CFS
0.02 CFS
100 Year
0.33 CFS/acre
0.05 CFS
0.02 CFS
Using MGSFlood, a detention system was sized to detain the runoff from the site so that the peak flow
is less than the maximum allowed peak flow. These calculations are included in Appendix B - Flow
Control Calculations.
Conclusion:
Using the recommendations listed in this report the project will meet the stormwater requirements for this
site.
5/12
1800 112 T H AVENUE NE
SUITE 220-E
BELLEVUE, WA 98004
(4 2 5 ) 4 5 1 - 4 0 0 9
6/12
Figure-B
Project Classification
If you have determined that the Stormwater Management Code
Uphes to your project (Figure -A), f6flow the Blue boxes in the chart
below to determine the Classification of your project.
Does the project involve 1 -
acre or more of land -
disturbing activity' ?
Is the project part of a larger
common plan of development or
sale where the total disturbed area
for the entire plan will total I -acre
or more of land -disturbing activity?
Does the Project involve one or more of the
following:
2,000 square feet (sf) or more of new
impervious surface, regulated replaced
impervious surface or new plus regulated
replaced impervious surface?
OR
7,000 sf or more of land -disturbing activity?
OR
50 cubic yards or more of either grading, fill, or
excavation as defined in Chapter 18.40.000
ECDC?
No
Nfinor Site Project:
See Stormwater Supplement
Chapter 6 for specific
requirements
Large Site Project:
See Stormwater Supplement
Yes Ch r 4 for specific
10 requirements.
Does the project create or add 5,000 square feet or
more of new impervious surface, regulated
replaced impervious surf"e or new plus
regulated replaced impervious surface?
OR
Convert 3/4 acre or more of native vegetation to
lawn or landscaped area
OR
Through a combination of creating effective
impervious surface and converted pervious
surfaces, causes an increase of 0. 1 cubic feet per
second in the 100-year flow frequency from a
threshold discharge area as estimated using an
approved model?
No
Category 1 SmaH Site Project:
See Stormwater Supplement
Chapter 5 or specific
requirements
Category 2 Small Site Project:
See Stormwater Supplement
Chapter 5 for specific
requirements
Notes:
Terms in bold italics are described in the Glossary on pages 10- 11. The definitions of the all terms in italics are found in ECDC
Chapter 18.30.010 and the Stonnwater Code Supplement
The Classification flowchart assumes the project in question meets the applicability requirements of ECDC18.30.030.
Land -disturbing Activity: Any activity that results in the movement of earth, or a change in the existing soil cover (both
vegetative and non -vegetative) or the existing soil topography. Land disturbing activities include, but are not limited to grading,
filling, excavation, and compaction associated with stabilization of structures and/or road construction.
Revised on 310512012 E72-SWA�_Erosion—Control-03.05.12.doc Page 4 of 12
City of Edmonds OV- ED
Site Classification Worksheet
Page 1 of 2 1,77 1 g4l'
The project's Site Classification will dictate the specific stormwater management
requirements applicable to your site. Completing this worksheet will help determine the amount of
regulated impervious surface and whether your project falls into the classification of a Small Site
(Category I or Category 2), or a Minor Site. Please reference the Glossga (pp. 10- 11), Figures D and
E, (pp. 8-9), and Examples (pp. 11 - 12), to assist with completion of this worksheet.
1) Is Permeable Pavement' Proposed For Use on this Site? Yes No
Refer to Stormwater Supplement Chapter 5.1
If YES, the subject area is to be considered impervious for initial site classification purposes. hiclude total
permeable pavement area in the calculation of Non -Regulated, Replaced and/or New impervious surface
areas in the table below.
2) Determine the Amount and Type of Existing & Proposed Impervious Surface for the Site
Refer to Stonnwater Supplement Chapter 2 and Fig. C
Line 1: Identify the Non -Regulated Impervious Surface Area.
Ling 2: Identify the Replaced Impervious Surface Area, dividing the total between Exempt and Regulated; either or both
may be zero. Note: For project classification purposes, Replaced Impervious may only be considered exempt
under certain conditions. Refer to the Glossary and Figure D.
Line 3: Identify the New Impervious Surface Area for your project. All impervious areas created post -July 7, 1977 or
after the date of annexation into the City are regulated & should be included in this total unless they can be
categorized separately as a Replaced -Regulated area.
Line 4: Enter the sum of the total Replaced -Regulated plus the total New impervious areas.
Ling 5: Identify the total area currently mitigated by an existing city -approved stormwater management system.
Line 6: Enter the sum of the value in Line 4 less the value in Line 5 to identify the total Regulated area in which
stormwater controls have not yet been applied.
Line 7: Identify the total area proposed to be mitigated through the use of Low Impact Development Techniques.
Line 8: Identify the total area proposed to be mitigated through conventional Stormwater Management Techniques.
** Provide a copy of the following table on the drainage plan sheet for the proposed project
Line
Type
Area (square feet)
Non -Regulated
Exempt Regulated
2.
Replaced
3.
4.
New (Post 1977) 4 4 4 4 4 __> 4 4 4 1 + 01
Total Regulated Impervious Area
Mitigation required if in excess of 000sf 1
5.
6.
Total Area Mitigated by Existing Stormwater Management System(s)
Regulated Area Not Yet Mitigated
7.
A ea Proposed to be Mitigated by Low Impact Development Techniques
8.
Area Proposed to be Mitigated through Conventional SWM Techniques
I (e.g. porous asphalt, porous concrete, paver blocks, concrete open celled paving grids, or plastic lattices filled with turf or stone)
Revised on 310512012 E72-SWM—Erosion—Control-03.05.12.doc Page 5 of 12
City of Edmonds
Site Classification Worksheet
Page 2 of 2
O� ED4
Al
3) Determine the Total Area of Land Disturbing Activity sf
Refer to Stormwater Supplement Chapter 8
14) Determine the Quantity of Grading, FBI and/or Excavation ]1,600
5) Will the project convert 3/4 Acre or More of Native Vegetation to Lawn or Yes E] No
Landscaped Area?
6) Identify the Watershed the Existing Site Runoff Discharges to
Refer to Stormwater Supplement Chapter 2.3
1
Based on Site Location and Watershed Map — Figure-C. Check all that apply.
A. F-1 Direct Discharge B. nX Creek or Lake Basin
o Edmonds Way Basin
o Puget Sound Basin
o Puget Sound Piped Basin
DETERMINE PROJECT CLASSIFICATION USING THE INFORMATION ABOVE
AND THE PROJECT CLASSIFICATION CHART (Figure B, pg 4)
El Small Site - Category 1 El Small Site - Category 2 El Minor Site
Stormwater Supplement Stormwater Supplement Stormwater Supplement
Chapter 5 Chapter 5 Chapter 6
Revised on 310512012 E72-SWM—Erosion—Control-03.05.12.doc Page 6 of 12
MGS FLOOD
PROJECT REPORT
Program Version: MGSFlood 4.34
Program License Number: 201010003
Run Date: 03/25/2014 12:45 PM
Input File Name: Detention Tank W-PUMP&GW PERMIT.fid
Project Name: Garg Veterinary Clinic
Analysis Title: Detention Tank w/pump
Comments:
Computational Time Step (Minutes):
PRECIPITATION INPUT
�R
Extended Precipitation Timeseries Selected
Climatic Region Number: 12
Full Period of Record Available used for Routing
Precipitation Station 96003605 Puget East 36 in — 5min 10/01/1939-10/01/2097
Evaporation Station 961036 Puget East 36 in MAP
Evaporation Scale Factor 0.750
HSPF Parameter Region Number: 1
HSPF Parameter Region Name : USGS Default
Default HSPF Parameters Used (Not Modified by User)
WATERSHED DEFINITION
------ — ------ — --- SCENARIO: PREDEVELOPED
Number of Subbasins: 1
Subbasin
Till Forest
Till Pasture
Till Grass
Outwash Forest
Outwash Pasture
Outwash Grass
Wetland
Green Roof
User 2
Impervious
: Subbasin 1 ----
-----Area(Acres)
0.000
0.000
0.007
0.000
0.000
0.000
0.000
0.000
0.000
0.134
Subbasin Total 0.141
------------ - -------- SCENARIO: POSTI)EVELOPED
Number of Subbasins: 1
Subbasin
Till Forest
Till Pasture
Till Grass
Outwash Forest
Outwash Pasture
Outwash Grass
Wetland
Green Roof
User 2
Impervious
Subbasin Total
: Developed Site
----- - Area(Acres)
0.000
0.000
0.007
0.000
0.000
0.000
0.000
0.000
0.000
0.134
0.141
LINK DATA
- --------- - --------- SCENARIO: PREDEVELOPED
Number of Links: 0
LINK DATA
------------------- - - SCENARIO: POSTDEVELOPED
Number of Links: 1
Link Name: Detention Tank wipumps
Link Type: User Rating Table
Downstream Link: None
Elev Area Storage Discharge Infilt Discharge
(ft) (ac) (ac-ft) (cfs) (cfs)
83.800
0.000
0.000
0.000
0.000
84.000
0.000
0.002
0.010
0.000
84.200
0.000
0.003
0.010
0.000
84.400
0.000
0.004
0.010
0.000
84.600
0.000
0.005
0.010
0.000
84.800
0.000
0.006
0.010
0.000
85.000
0.000
0.008
0.020
0.000
85.200
0.000
0.009
0.020
0.000
85.400
0.000
0.010
0.020
0.000
85.600
0.000
0.011
0.020
0.000
85.800
0.000
0.013
0.020
0.000
86.000
0.000
0.014
0.020
0.000
86.200
0.000
0.015
0.020
0.000
86.400
0.000
0.016
0.020
0.000
86.600
0.000
0.017
0.020
0.000
86.800
0.000
0.018
0.020
0.000
87.000
0.000
0.019
0.020
0.000
87.200
0.000
0.020
0.020
0.000
87.400
0.000
0.020
0.020
0.000
**********************FLOOD FREQUENCY AND DURATION STATISTICS*******************
PREDEVELOPED
Number of Subbasins: 1
Number of Links: 0
----------------- - - - SCENARIO: POSTI)EVELOPED
Number of Subbasins: 1
Number of Links: 1
Link: Detention Tank w/pumps Link WSEL Stats
WSEL Frequency Data(ft)
(Recurrence Interval Computed Using Gringorten Plotting Position)
Tr (yrs) WSEL Peak (ft)
1.05-Year
84.172
1. 11 -Year
84.281
1.25-Year
84.393
2.00-Year
84.729
3.33-Year
84.975
5-Year
85.038
1 0-Year
85.319
25-Year
85.560
50-Year
85.979
100-Year
86.198
"'"Groundwater Recharge Summary
Recharge is computed as input to Perind Groundwater Plus Infiltration in Structures
Total Predeveloped Recharge During Simulation
Model Element Recharge Amount (ac-ft)
Subbasin: Subbasin 1 0.810
Total:
0.810
Total Post Developed Recharge During Simulation
Model Element Recharge Amount (ac-ft)
Subbasin: Developed Site 0.810
Link: Detention Tank w/pumO.000
Total:
0.810
Total Predevelopment Recharge Equals Post Developed
Average Recharge Per Year, (Number of Years= 168)
Predeveloped: 0.005 ac-ft/year, Post Developed: 0.005 ac-ft/year
***********Water Quality Facility Data
------------------- — - SCENARIO: PREDEVELOPED
Number of Links: 0
----------------- - --- SCENARIO: POSTI)EVELOPED
Number of Links: 1
Link: Detention Tank w/pumps
Infiltration/Filtration Statistics -------- — ----------
Total Runoff Volume (ac-ft): 53.25
Total Runoff Infiltrated (ac-ft): 0.00, 0.00%
Total Runoff Filtered (ac-ft): 0.00, 0.00%
Percent Treated (Infiltrated+Filtered)/Total Volume: 0.00%
***********CompHance Point Results
Scenario Predeveloped Compliance Subbasin: Subbasin 1
Scenario Postdeveloped Compliance Link: Detention Tank w/pumps
*** Point of Compliance Flow Frequency Data ***
Recurrence Interval Computed Using Gringorten Plotting Position
Predevelopment Runoff
Postdevelopment Runoff
Tr (Years)
-------------------------------------------------------------------------------------------------------
Discharge (cfs)
Tr (Years) Discharge (cfs)
2-Year
3.620E-02
2-Year 1.00OE-02
5-Year
4.614E-02
5-Year 2.00OE-02
1 0-Year
5.398E-02
1 0-Year 2.00OE-02
25-Year
6.049E-02
25-Year 2.00OE-02
50-Year
7.143E-02
50-Year 2.00OE-02
1 00-Year
8.014E-02
1 00-Year 2.00OE-02
200-Year
8.462E-02
200-Year 2.00OE-02
Record too
Short to Compute Peak Discharge for These Recurrence Intervals
**** Flow Duration Performance ****
Excursion at Predeveloped 50%Q2 (Must be Less Than 0%): -87.2% PASS
Maximum Excursion from 50%Q2 to Q2 (Must be Less Than 0%): -85.8% PASS
Maximum Excursion from Q2 to Q50 (Must be less than 10%): -97.2% PASS
Percent Excursion from Q2 to Q50 (Must be less than 50%): 0.0% PASS
MEETS ALL FLOW DURATION DESIGN CRITERIA: PASS
5th Avenue Animal Hospital- Stormwater Detention System
Buoyancy Calculations for storm drainage detention pipe placed in a potential groundwater condition.
Calculations by: RDP 12/9/2013
Eqn. 1 F, Weight of Pipe + Soil FG = VOI�0117',.H+LpipePsoil
Eqn. 2 F, Buoyant Force FB = VOlpipePwater
T, unit weight (pg, or density times gravity)
Vol Volume of total pipe (or pipe with 1-ft cover)
P&jj Gravelly Sand Per geotechnical repo 127.4 lb/cf
Pgpipe 48" (55" C.D.) HDPE pipe: htti)://www.hancor.com/daids/"`cad/specifications.pdf 597 LBs / 20-LF stick of pipe
Minimum Safety factor or 2.0 where risk to life or structure 2 SF
HDPE Pipe Stats
2 Cover(ft)
70.0 Length (ft)
4.0 inside Diameter I (ft)
4.6 outside Diameter 2 (ft)
16.50 Area (sf)
641.67 Volume.ij (CF)
1154.92 Volumep,p. (CF)
127.40 T1.11 (lb/CF)
29.9 T-Pip, (lb/LF)
(Pi*0.5D2A2)
(Length * Diameter2 * Cover)
(Length * Area)
JEqn. 1 Fr� Weight of Soil + Pipe I Fj = Vol,.,, 71'.fl+LP1pe -popel 1 83,838 LB ]
1154.92 Volp,, (CF)
62.4 T-Wer (lb/CF)
JEqn. 2 F, Buoyant Force FB = Volpiperwater 72,0�67LB
Goal: FG > 2*FB FG - 2*F, = -60,296 LB
Anchor or Deadman Needed!
144.00 (lb/CF)
Ontion #1 - Deadman Sizing
JEqn. 3 VOI�=ete Volume of Concrete (Fa - 2*FEI) /
Assume 8 deadman (2 per stick of pipe), each deadman to consist of 100 CF of concrete
8 x 100 CF = 800 CF > 739 CIF
Option #2 - Anchor Sizine
An Introduction to Manta Ray and Stingray Earth Anchors
http://www.earthanchor.com/pdfs/intro mr sr.pdf
(includes Manual Installation techniques)
Smallest Manta Ray: MR-3, Ultimate strength of 20 Kips at an installed depth of 7-ft
JEqn. 4 Number of anchors (FG - 2*FB) / 20 Kips �3::=
Recommendation: use 3 x MR-3
0:\Projects\10-120062 Garg Veterinary Hospital\4 Caics\Storm\Buoyancy.xlsx
1800 112 T H AVENUE NE
SUITE 220-E
BELLEVUE, WA 98004
(4 2 5 ) 4 5 1 - 4 0 0 9
Appendix A - Site Plans
7/12
1800 112 T H AVENUE NE
SUITE 220-E
BELLEVUE, WA 98004
(4 2 5 ) 4 5 1 - 4 0 0 9
8/12
5TH AVENUE ANIMAL HOSPITAL
Sheet List Toble
Sheet Number
Sheet Title
CO.0
COVER SHEET
Co. I
GENERAL NOTES AND DETAILS
CO. 2
CITY DETAILS
CO.3
CITY DETAILS
CO.4
WSDOT DETAILS
CO.5
DEMOLITION, TEMPORARY EROSION AND SEDIMENT CONTROL PLAN
C1.0
GRADING AND STORMWATER PLAN
C1.1
STORMINATER DETAIL
C2.0
UTILITY AND PA\ANG PLAN
C3.0
TRAFFIC CONTROL PLAN
F-C3.1
TRAFFIC CONTROL NOTES AND DETAILS
UTILrrY PURVEYOR INFO:
SEWER, STORM & WATER - CITY OF EDMONDS (425)771-0235
ELECTRIC - SNOHOMISH COUNTY P.U.D. (877-783-1000)
PHONE - FRONTIER - (800-921-8101)
TV & CABLE - COMCAST CABLE (877-824-22118)
GAS - PUGET SOUND ENERGY (SM-225-5773)
/rz
N
15
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CITY 01 EDMONDS
APPROVED FOR CONSTRUCTION
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CITY Ql�-. EDMONDS
STA11..F!. .11IL
OSBORN CONSULTING, INC.
1800 112th A- ME, Su,tc 220E Ph (425) 451-4009
B.11-. WA. 98004 F.. (425) 451-4901
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STANDARD DETAIL
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OF 1011011 1
APPROOV'TEYD FOR CONSTR 1M.11
PERMIT
5TH AVE ANIMAL HOSPITAL "s"70-120062 1-,--20-14
310 STH AVE SOUTH, EDMONDS WA 98020 — 7]
CITY DETAILS 1 -71"=10' 1 N/A Ic-D.;- .
MM.
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OSBORN CONSULTINC, IJVC
1800 112th A- NE. S.it. 220E Ph (42S) 451-4009
Beilewe. WA. 98004 Fox (+25) 451-4901
LEWLING COLLAR
/2
Voi:
GENERAL CLE-OUT DEWL
c L AT PROPUT, UNE
7: GL 70, z-, ASPHALT NO.
OR CONCRETE
CITY OF EDMONDS
STANDARD DETAIL
!�rR jt:�� DETARB
5TANDARD DETAIL.
vs.
m
K.. h.r. below.
Cal I befom yu dig.
C.I-r-Y,�OF, EDIVIOt.J.DS
r-NDARD D-11- OR CONSTR CTION
APPRO;VZED oF' IDMOND5
PERMIT
STH AVE ANIMAL HOSPITAL [mf D"
1 1—
F14WIR 3105rH AVE SOUTK EDMONDS INA 9W2D 1— 3-2 -1 4
0-120062 0
CO.3
P VIEW GO Dp
RE — MMENTS R . .4. CITY DETAILS N/A
I, k
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4j
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PIPE ALLO-C.6
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r
OSBORN CONSULTING, INC.
1800 112th A' =E. SiI, 220E Ph (425) 451 4009
B.11—. WA. 004 Fa, (425) 451-4901
. ..... ......
. . .. ......
W -w
k
15
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F CITY OF EDMONDS
.,PR.D .I, CONSTRUCTION
I ---- , 11 1 ON_
PERMIT
C'rU�L 5TH AVE ANIMAL HOSPITAL f I
FWW -ra
:ERU FSL 310 SrH AVE SOUTH, EDMONDS WA 9W2D 10-120062
REWEV COWENTS
WSDOT DETAJLS 1"-10' �- N/A
3-20-14
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-COORKMATE / UTILITY PRom:R
TO �NECT TO EX. POWER
!� i 7.
IE Nil W Nt (NW) I
�A IE 92.50 3 X 1-1(4" SCH SO PW FORCE MAN (S)
IE 91.25 Py OVERFLOW PIPE SHN1
(SIACKIRLOW PRIVITER
BE EQUMPEO WITH
COE SM MY E8-10 OR APPROVED EQL�
DL 0 TYPE I
9
IBM 9&37
, BE ag.54. W PVC (M.S.W)
PRcP..E 09.5� ar Pw (r)
6 LF r PVC 0 1.14X
94.0
WATER
PUMP
I PER DrSCHARM
FORM MAN
94..
PROVIDE COMPOST
PER ODE SUP MI 3 TO
AREAS TO BE LANDSCAPED
3 X 30 LF I-I/'v scm BID Pvc
So FORM MAN
THSTAUL So IN STEEL SLEEVE
UNDER WA1 FOOTING A,)
94.1
Ij.
T-
--r-1
X
IINN ..71
. . . . . . . . .
on
A7
-p-
I IN PLACE GRADING QUANTITIES
Es. 1.600 C
ESTRMATED FIU. (FROM �TE)
ESBMATT'EOC�U'T 500 CY
1.400 CY
10 !
ML
CXXITRAC "THIN ENTRY WAY-*"x
TOR '"'ALL sT
30 LF V SD 0 1.2Z PA�EMENT SLOP -
A. EMERGENCY � �A REQUuZMEN
19 LF a* Px I; zx SLOPE IN MY DIRECTOR)
FIRST FLOOR FFE = 99.8
0 CONNECT TO ROOF DRAM
SEE ARCHITEcTURA. PLANs
GARAGE FFE 90.14RIATE 99.8 g
A
70 V 411' HOPE DETETICH PIPE 0 OF THE DEADMAN
ANCHORS (8 TOTA.
22 LF 4' PVC G 2% MIN
22 LIF TRENCH BRAIN
0.5 SEE ARCK PLANS
't1D*E —C1--GFCCTP1GOR1"—
UNDERSIAB DRANAGE SYSTEM. SEE
STRUCTUR&/ARCHJUCTURA. RANS.
27 LF 8* PW 0 WIN
#2 - WSDO w @�x FRAME
T Ce TYPE 2- 3o.70- 3
'WATCR Pump so . 10.13
m., w/TYPE 2 COVER & TIME PER tE a3-Q As- NcPE (w)
WSDOT ST3 PLAN B-30.70-G3
N �MX
E 4854.09
IBM ollo
I, m10 a' Pw (N) OVERFLOW
I, 9OLIo 3 1-1/4' SCH SO � (N) FORM MAN
m Imo a- Pvc (s)
:E 8140 V P�c ISE)
E 8, AD ' HOPE (E)
IE 6140 r PVC (NE)
OSBORN CONSULTING, INC.
1800 112th A- NE. S.It. 220E Ph (425) 451-4009
Befle—, WA. 98004 F.x (425) 451-4901
SCA�:
1, . 10'
0 10
20
30
NOTES
1. PER THE G'GYD>INCA. REPORT AN UNDERSLAB
DRAINAGE SYSTEM IS REQUIRED AND SNALL CONSIST OF
�CH-DIAMETER. POLYMYL 04LORIDE (P�C)
PERFoRA TED CRM UNES PLACED APPROXIMATELY 20
FEET ON MAN UNES SHOULD " -
INIT LOCATED A MINIMUM OF 12 INCHES BELOW THE
SILAS SUBBASE MATERIM. ANI) BE CONNECTED TO
DISCHN1GE INTO PERMAETER FOOTING DFUVNS. THE
UNDERSLAB SYSTEM TREWCH SHOULD BE MIN 2-FEET
--- WDE AND WIN 2-FEET �, UNM WITH MIRAn 14ON
FABRIC ON � SIDES MI) FILLED WITH WASHED PEA
17� WAVEL M BED/SURROLND THE PERFORATED PIPE. THE
UNDERSLAB SYSTEM TRENCHES SMALL BE HYDRAUUCA1Y
CONNECTED M THE SI-AB CAPILLAFIY BRE" MATERA�
2. THE MOTECHNI A. REPORT � RETAINANC MC)
77'
PPER
ERIMETER FOORNO W� SHALL BE PROVIDED WITH A
DRAN T THE FOOTING EUNAMON. DRAMS SHOULD
of, COI`iSIST 04' MGID. �CRATED PVC PIPE RLACEI) IN A
---------------------
2-FEET MIN WIDE AND 2-FEET MIN DEEP TRENCH NAT
----
IS UNIED ON MIRAFI I,K)N F ON N1 SIDE& THE
PIPE SHALL SE SURIMINDED By WASHED PEA GRAVEL
OR DRAIN ROCK. THE LEM W N� pERTCRA7KM N
THE PIPE SHOULD BE SET APPROXIMATELY 2 INCHES
BELOW 9DTTOM CIF THE FOOTING MI) SNKUU) BE
CONSTRUCTED WIN SUFFICIENT GRADIENT TO �CW
23a
MAVITY DISCHARGE AWAY FROM THE WAU.
PER THE MGMCKNIC& REPORT M4I STRUCTUR PLANS
41 RETUNING W� 94DJLD BE UNED WITH 4 MINIMUK
12-INCH-THICK. WASH GRA� BLANKET OR
GEOTEXALE DRMAGE BILAHKET PROVIDED OVER THE
PULL HEIGHT OF THE W� NAT HYDRAULIC�Y
COM TS TO THE FOOTING MAN.
4. R" AND SURFACE RUNOFF SHOULD NOT IN&WARCE
INTO THE FOOTINC MAN SYSTOA. BUT SmCLUI BE
.."LED BY A SID'ARATIE RIGID. TIGHTLINE ORAN PER
THE PLAN&
z
5. EXTERIOR GRADES ACMADENT TO WALLS SHOULD BE
SLOPED TK—Ae) AWAY FROM THE STRUCTURE M
ACHICK SURFACE DRAIN M. A� COLLECTED RUNOFF
MUS BE TIGNTUNED TO A CITY-APPRCIVED LOCATION.
see PUMP DIESIGH REPORT, FOR PUMP SPECIFICATIONS
Know whore below.
C1311 before you dig.
CITY OF EDMONDS
AP oVED Fo
PR R CONSTRUCTION
01-m
PERMIT
TH AVE ANIMAL HOSPITAL
7-
3110 5TH AVE SOUTH, EDMONDS WA 98020
0-120062
20-14
FH-
T
GRADING AND STORMWATER PLAN
N/A
171. .1 11
ALLEY It
2&W
EUN - ".o
A' THICK CO"T CONCRETE PAYEWENT
PROPOSED BUILDMG-,;�-
4- THICK USHOD TOP COURSE
ACTED SUBGRADE PER
GE07ECH
sEE ARCHI 'EC'URA,
ADJUST LD TO BE FLUSH �TH FINISHED SURFACE
SURFACE
92.0— INSTALL CODE
,�DIRVEWAY
COMPUANT IP58 (NEMA
W) ELECTRICAL
� Box
ATTAOH UFT
FOR PUMPS
WITHM REACH FROM UD
.I_ PYc FORCE:
OUTLET RIVErtT
EMERGENCY OVER
FL.. D, PER PLAm
PER PLAH - �T
as D_ RADIUS OUBOW WTH
FOR EACH PUMP - 1-1/4
THREADED COUPLED!
SOHN w PUNP,
UHL PUMP
mTxu� STEPS PIER�
WSDDT SM PLAN
Pu- POWER
AND CABLES. AIJ.
a-lo. O-D,
ELEV
ACT"* Pump
a D_ ALI.
T PIPE
EUE� 8
m"LATE
ELEV W
..
ELI
TURN FIRST PUUP ON
hl�
(..� ATER PU.P)
/V
�' 8 14
I
PUMPS w
11
wuow commEcTiom PER PLAm (3 ToT�)
P�C PUW FORCE MAI
DISCHARGE LINE
MPEADED PIC Do CAP
W/MRE� TAPE
DRUJUED 5/16-INC14 DIM.
ORISCE � t..ES I-
C", - WALL
STORMWATER PUMP DISCHARGE
2 Ts.
;�M— �g� IRACICK UH To — A UFI`IuHLHT
P SYS , ��
Be SUBMITTED TO THE CITY AS A REWSKel
FOR REVtEW AND APPROVAL
THE DETIEWTION SYSTEM SHONH W MIESE PLAHS WAS DESIGNED ASSUNING A
M�Um DISCHARGE RATE OF O.Olg�SIPUUP INTO CCBf� IF THIE WSTALLED
Pumps HA A LOWER DSOH� . fm MODFI ON BY A UNICHSED
ENIMM TO TH MSGN M ME �TION SYSTEM AND EUNATIMS OF THE
FLOAT SWITCHES � BE REQUIRED.
STORMWATER PUMP AND DETENTION
-----EIPE—
.T.
OSBORN CONSULTING, INC.
1800 112th A— NE. Suite 220E Ph (425) 451-4009
WA. 9BOG4 Fc, (425) 451-4901
�PROPSED GARAGE - FFE PER PLAN
I DRAW PER ARCHI.
A
v
V,
DIETENTHON SPE INIE"T" UENGM.
SLOPE AHD SZE PER PLAN
ll&:,E9ARAH00PS (2 TOTAL PER DEAD
Dueed CUCumuri or =71ON PIPE
INCHES SEPARATION FROM OUTER PIPE WAL.
WT X 7" . 2IFT CO,1CRETE DEADMAN
" ou" VOWME OF EACH 1000'
8 CONCRETE � (OR APPROPRIATELY SIM
ANCHORS) REQUIRIED FOR PROPOSED DETENTION SYSITAL
DEADMAN TO BE EVEN SPACED AU14 DETENTION PIPE
WTIMT MTERIFERING WIM PIPE CONXEC7XIINS OR "M
DEADMAN AND SODDING TO BE MTAULDD WTHOUT
DHIDUODHO BUOYANCY W THE DETENTION PIPE
DIA. ACCESS RISER
LE UID
I.STALL St
WSDOT STID
�'-EHO PLATE
a
Know where balow.
Call before you dig.
-PR(CIOF EDMONDS
TED FOR CONSTRUCTION
PERMIT
5TH AVE ANIMAL HOSPITAL 1-0-120062 [�-20-14
.11. Iff. -E.OU-, EDMONDS INA I.. I —
STORMINATER DETAIL I - N/A' I N/A I CI.1-1 11
Oilin
EX. R LOCATED 140-FT NMTH OF SITE
COORU-TE W/ UTtUTY PRO ER
TO CONNECT M EX. POWER
SCALE.
I
I' - 10'
o to
m 33
W
z
R MIRE AREA DISTURS). .1--\
PRhATE PROPERTY DURING
CONC, SIDEWALK PER COE SM. DIET CON MUCTION WITHI GRASS SEED
AND MU,'CH ON COMPOST
"sT: c. 7c. CURB, 'ER
ATE z�'.ST AMENDED SOIL �DOIE BUP T5
WOOF COE SM DET U.M
H x
-Ga ON (EIGHT VWES FROM I FT TO 0.5 H
B-z—
E s-
E2.8 (APPROX I I
. G G
i' I-E 1P.0/p ANICAL PLANS INSTMLL 2iFT X WT MEE MATE PER LANDSCXPE PLAN
FOR CONTINUATION OF UTUMS (111P.) COORMATE LOCATION WITH THE Cl� INSPECTOR PRKIR
ARCHITECTURM./MECH
ME COOMINATE WgMITY �7-11 LF V PVC SS 6 21 11 -�TION
4 PROADER TO NECT s 0 REPLACE GONG. SIDEW" PER COE SM, DET. E2.13
CR. - g..70
To GAS ON ECTWN E - 85.20 INSTALL- CZ -"LW 2 INUNE V&W
�S b"IMECTIMZ a4.50
g6'2� MINE
P REPLACE CURS AND GUTTER PER COE STE. DET E2,8 LOCATION OF THE �ALW TO BE
CT WITH AN s$ ER COE SM DET E6.2 AS REQutRED By CITY ENGINEERING INSPECTOR
R'A-WYE PER U —SE1 ARCH TECTURAL, PLANS A1.1 COOMNATE LXATIO4 OF VALW
ENT� AND - M BE INSTALLED -THIN WTH THE OTY INSPECTOR PRIOR
PROMDER REOUIREM V EHGLA1.2 FOR DUMPSTER "\�IEFER M R THE WILD'..
11111 t OSURE TO EXCA.TION
P� . 0 2x ....... ARCHITECTURUJ--g-T-E\
PLXHi 'm PXRN.G RESTORE ASPHALT PER COE SM.
S CONNE T PUMP POWER AND L ---------
C LAYMT GET. EZ3
R'GO 0 SEE TO PUMP CONTROL PANEL WET TAP EX. MAN FOR WATER
ARMTECTURA. NLANS
IN - 91-
IE , 11, 69 SER.CE AND FIRE SERVICE
PER COE SM DET 06.2 COWNEC`RDH PER CITY
STAUL 12- DA. a
LAMPHOLE GD`7`
HEXBOt.7S O� -0' /2"
4' FIRE SERMCE PER COE SM. GET E7.a mm E7.19 OD
CONTRAG: TO COORDINATE 1 2' W/M AND, SERME PER COE SM. MT. E7.6.1
TOR
RELOCATION
OVERHEAD i1WE Wl�.'V�UTY
PRO...
COORDINATE W/ JT1UTY!' FOG PER MICH. PLAN AND CDE SM, MT. E1.19 IXOD
PRO�DER M CONNECT TO
MI�EVAY SLOPE SHM-1. COORMA LOCATION WTH THE CITY NSPECTOR
X. EX. FIN LOCATED 110-FT SOUTH OF SITE-\
RESTORE ASPHALT PER-_� NOT EXCEEI> 14X PRIOR M INSTALLATION
GDE SM M. E2,3
CONCRETE MR RESTORE AREA
WSTAL ON M ERT,
1-0404 HIGH VAM "Op""' IS.. N—�
AT I OF PA T M PRIVXTE PROPERTY DURING
PRE�T ALLEY NOFF FLOWNG CON TRUCTION WITH MASS SEED
DOM R-P (APPROX 22 Lr) AND ULCH ON COMPOST
AMENDED SOL (DM BUP T5.13).
OSBORN CONSUL TING, INC.
1800 112th A- NE, Suit. 220E Ph (425) 451 4009
Belt—. WA. 98004 F.. (425) 451-4901
LEGENO
UTILITY NOTES
W— PROP. WATER LINE
1. WATER LINE AND SEVER ME CONSTRUEMN TO MEET
—UP— PROP. POWER SERMCE
THE ENGINEERING SPECIFICATIONS OF THE CITY OF
—G PROP- GAS SERViGE
L CONTRAC SHAUL COORDINATE INSTALL.ATION OF
—SS— PROR SANTARY SEWER SERVICE
UTIUTIES WITH UTUTY PROADER.
0 PROP. SAN3TARy SEVER CLEANOUT
I MEN NO AND BEDDING OF WATER UNE AND SEWER
ONE CONSTRUC SHALL BE PER COE SM. DET. E4.
UT— PROP. UNDERGROUND, TELEPHONE
AND E4.Z SEE SHEET CO.3.
4. A WINIMLIM OF �FOOT SEPARATION IS REQU0tED
PROP. ASPH&T PAYEMENT
BETWEEN THE My UTILITIES (POWER. GAS. PHONE.
CARL EM) SEWOIL WA AND STORM. A MMMMUM
PROP. CONCRETE SIDEWALK
OF 5-FOOT SOX&RATION IS REQUIRED FROM MY CITY
. LNE&
5. � UTIUMS MUST 00 UNDERGROUND.
----------------- PROP. SANCUT
I, PROP. ... P.T
FWW" JETRU A
15
Know whars below.
Cell befom you dig.
01 EDMONDS
APPROrNITED FOR CONSTRUCTION
PERMIT *3/—
STH AVE ANIMAL HOSPITAL 1-#/.1-0-120062
310 STH AVE SOUTH, EDMONDS — -- I—
UTUTY AND PAVING PLAN N/A I
— — — — — — — — — —
W21-1701
too. W2D-7B *
.2—sol
W20-A &
mO-18 a W11-1801
ROLL
W—
'ANCE 3w
t 201 LONG,� Bu� SPACE 15V
1 1
5o,
k -T'W t IW 'Oof
17.
m'ECT"E �CLE
jw
411—
CHANK0.15UNG DEWOES. TYP.
— — — —
F--
— — — — — — —
NOTES:
W2D-7A A
SEE . . . PLAN
MI-1701
K-60 DO FOR DIAGRANS OF THE SiGNS AND
Do-
W20-M &
ADDITI AL REWFtEUENTS G20-2A
—1-00,
� TO SHEET C3.1 FOR TIZAIMC CONTROL
"r
TES AND ADNIX)HAL
ANN CHANGES TO THE � CONTRO. PLANS
FtEQJM PRIOR APPROVAL MON THE QTY fIEFORE
IOUNDLANE
,A .-1701
- - -
— —
— — — — — — — — — — — — — -- — —
— — — — — — —
— — — —
W20-
2W
too,
PRO1ECn1& VEHICLE
LOHGTTUOR� BUFTU SPAM - 15V
CE - W
NOTM
_7A*
7-
-1701
W20-7A
W21-110,
SEE � STA�KDAJW PLAN K-M�OD AM
1w
V.VD-
_
*20,75.
9�0.�OO FOR DIACR-S OF THE SONS
—1—'00'
VC11-180
E
-I=
REFER TO SHEET 03.1 FOR �C CONTROL
DO
�4
QD-4
NOTES AND ADD171ONAL REOUREWENTS
CLOSURE OF NORTH BOUND LANE
ANY ANDES To THE NAiw CONTROL PLANS
W20-1
SCALE.. TS
REQ1J1K PFbOR APPROVAL MOM THE CTTY SEPME
JWPLE]WEWDNG
"SIDEWALK Q-0SED "AD.
'SIDEWALK CLOSED*
CLOSED AHEAD,
CROSS How SON �'va/w
I - 6 /w
L5 m�—
SIGN R�98/W
� / Z:
mAr stOm �"B/w
p
I
14
TYPE 2
w/Ra-3 e/w
— --- — — — — — — — — — — — — — — — — — — — — —
— — — — — — — — — — — — — —
NOTE&
SEE WWO STANDAM PLAN -�20�-OO FOR
D"ARS OF SIGNS AND
NEQU�m
REIrER TO SHEET C&I FOR TFt� CONT�
NOTES AND ADDITIONAL REOUREWENTS
F.
CLOSURE OF SIDEWALK
AH� CHANGM TO THE TWM CONMOL PLANS
wo� mOR APPSMAL MW THE v� Buom
F.
. 1UPLENEW—
OSBORN CONSULTING, INC.
I
:ER S
PWW CTURAL
RIP;
18DO 112th A— NE, Suit, 220E Ph (425) 451-4009
1
1
Belie— WA. 980134 F.. (425� 451-4901
ilm"I
117
ADDItESSED CITY 'EIEW CO�
_t
a;
K.. ir. below.
Cal I before you dig.
XTION
PERMrr
GTH AVE ANIMAL HOSPITAL r" 17-120152 3-20-14
310 STH "E SGUTK EDMONI)SWA9802.
TRALFRC CONTROL PLAN 1 —.,.-,0' - N/A
=T
— - - --------
11MER DATA
N
4�
J1
I/M —MV,
A=AT I
OSBORN CONSULTINC, INC.
1800 112th A- ME, S.ite 220E Ph (425) 451-400'
8.11.- WA. 9,3004 F.. (425) 451-4901
FOR LOCAL ACIENCY USE ONLY
NOT FOR USE ON STATE ROUTEIII
1110
4TAMDA!:,1p,L.m, V,20.
9 DOH D0139191(
�Fp
No
NIXON,
TRAFFIC CONTROL NOTES
THESE REOUREMENIS ARE TO BE UDUZED IN CON"ICTION - THE CITY OF EDMONDS
HANDOUT "-'TRAFnC CONTROL REOLIMENTS. MAIIUA- ON UNIFORM TRAFFIC CONTROL
MA"8USSM(MUTCD)T29U D By THE UNITED STATES 0 ARTMENT OF TRANSPORTATION.
ED By WMT AND THE CITY OF EDMONDS TRAFFIC CODES.
ME AMERICAN TRAFFIC SAFETY SERVICE ASSOCIATION (ATSSA) GLADEUNIES WILL BE UTILIZED
WHEN EVALUATING ME OuAUT, OF CONSTRUCTION SIGNS AND TEMPORARY CMANNEUZAYON
DEVICES.
1. %HEN SAFE CONDITIONS ARE POSSISIF- TWD-WAY TR MUST BE MAINTANED. ALL
NECESSARY TRAFFIC CONTROL DEW S SHAU� BE IN , CONDITION AND PLACED IN
KOPER LCCATONS AT AU- TIMES UNTIL FINAL WORH IS COMPLETED AND APPROVED By THE
Z aworom s.
THE USE OF HIGH-LEWEL WARNIN SIONS IS RECOMMEND0 ON ALL STREETS AND REQUIRED
ON SIGHT RES TIVE STREETS. ADVANCED 'CONSTRUCTION AHEAD' WARNING SIGNS ARE
REQUIRED T THE FOLLOWING SPEED OOMWIONS UNDER 25 MAN - SOD UNEAI. FEET. OVER
25 - 1000 UXEAL FEE7.
THE CITY OF EDIJONDS POUM FIRE AND PUBUC WDRXS 0EPMTUENTS $HALL BE NOTIFIED
OF 57REET CL09A LOCATIONS AND TIME PERIODS. STREETS SHAU. BE REOPENED
�WOXATELY UPON COMPLETION OF THE WORK.
4. IT IS THE DUTY OF THE CONTRACTOR TO NOTIFY ALL ABUTTING M�TY OWNERS
UBE
TE ROUTES
PEDEaYauum DETOUR
,,Cm
lam
91ANDAM= "4.20�
Fo
DETAIL)
THE WASHINGTON STATE SPECIAL WARNING �S MUST
BE PROVIDED
MO&W �r "AT WZOO�K ZONES IN ADDITION TO STANDARD WARNING SIGNS.
CytI
TO WARN TS E LOCATIONS THAT ARE POTENTIM1Y HAZARDOUS TO
MOTORCYCLES. THE FOLLOWING ROADWAY CONDITIONS REQUW THE PLACEMENT OF SON.
�i-1701 "MOTORCYCLES USE EXTREME CAUTION':
ROADWAY CONDITION :
:GROOWD PAVIEMENT (GENERALLY WRING PAVEMENT PLANING RDAOVAI.)
ABRUPT LANE EDGES (DURING PAYING AND PAVEMENT REMOVAL)
.STEEL PLATES (USUALLY TEMP3RANY UTILITY WORK)
-GRAVEL OR EARTH (MANY CRULATIONS ON THE ROADWAY OR OFF COUILD LEAVE MIS TYPE
OF LOOSE MATERIAL ON THE ROADWAY SUFtFACE)
SIGN �-1701 SHOULD BE INSTALLED AT ONE MILE MAX WAGING. THROUGHOUT THE WDRI
ZONE WHERE THE O"OTIONKS) EXIST. AS PART OF A SEQUENCE OF OTHER �PROPRLATE
STANDARD WAMN
CARE MUST BE :G SIMS (ABOVE DMU41S) ALSO ON ONE -MILE MAX SPACNG,
MMSED DURING ALI. WORX ZONE OP TIONS TO NOT INADVERTENTLY
CREATE ONE On MORE OF THE ABOVE ROADWA CONDITIONS MAT MAY BE HAZARDOUS FOR
NO CYCLES. ADDITIONAL ROADWAY CLE ING MAY BE NEEDED TO REMOVE GRAVEL, EARTH
OR OTHER DEBRIS THAT WAY MAW BEEN STOCXPILED, SPR.UD3 OR TRACUED ONTO THE
ROADWAY SURFACE.
AU- FLNG PERSONS MUST BE CERTIFIED BY THE STATE OF WASHINGTON �MTIANT OF
LABOR AND INDUSTRIES
S WARNING SIGNS MUST ALSCI BE USED TO WARN OF THE ACTUAL
ROADWAY CONDITIO4. SOME APPLICABLE STANDARD WARNING SIGNS MAI M
TRAFFI CONMOL PLANS SUBMITTED SMALL UTILIZE THE SYMBOLS AS OUTLINED IN TA13LE
:WZI-aOl *ABRUPT LANE EDGE*
FOR LOCILL AGENCY USE COLY
W-2 OF THE MUTCD.
7. SON SPACIN SMALL COMPLY M THE MUTOD TABLE 514-�
WB-7 'LOOSE GRAVEL"
Wa-mi *moomoi PAvajEMr
MOT FOR USE ON STATE ROUTES
& ME CRY Of EDMONDS WILL ALLOW THE CONTRACTORS TO UTIUZE WSDOT STANDARD
-MI-2 *FRESH OV
K-PLANS MAT APPROPRIATE FOR THE ACTIVITY MAT THE OIWIRACTOR 15
UNDERTAXING.
(RIEFOR TO MUTCD FIGURE 6M-2D)
:WS-B *ROUGH ROAD,
ws- I 'Bu .
M- W 'STEEL PIATIES'
1. STREETS CLOSED FOR WOW SHAI K MOPERILY POSTED WTH *STREET CLOSED" SIGNS AND
8AVBCADES AS REGIA . SIGNAGE SMALL BE PROW11311 AT THE NEAREST INTERSECTION M
Know what*@ below.
ALLOW FOR ADEQUA TRAFFIC DETOUR.
I ADVAXOED . DETOUR AMEAD* SIGI4S SMALL BE PROVIDED !Q0 FEET IN ADVANCE OF ME
Cal I befora dig.
DETOUR ROUTE INTERSECTION
"DETOUR'
you
I DENECTI SIGNS SHAU. 13E PROMDED AT AU- TURNS THRWQ�OUT ME DETOUR
CITY 01 IDMONDS
m
ROUTE ON
APPROVED FOR CONSTRUCTION
RE
PON W-WAS SUNINIM
1. ATTACHED PLANS REPRESENT THE TRAFFIC CONTROL SITUATIONS MAT
ARE TYPICALLY ENCOUNTERED FOR THIS �CT. THE COMMACTOR SMALL BE REQUIRED TO
I ox,
STAPKIAM= K4111AO41)
REVIEW MODIFY THE TRAFFIC CONTROL PLAN TO REPRESENT THE CONTRACTORS ACTUAL
OPERATIONS. THE CONTRACTOR IS REQUIRED TO SUBMIT A MODIFIDI, TRAFFIC CONTROL PLAN
FOR REVIEW AND APPROVAL By THE CITY OF EDMWDS.
PERMIT I
5TH AVE ANIMAL HOSPITAL 3-20-14
W-MUL 310 STH AVE SOUTH, EDMONDS WA 98020 1110-120062
TRAFRC CONTROL NOTES AND DETAILS 1,10' Vt. N/A .T� - I I
1800 112 T H AVENUE NE
SUITE 220-E
BELLEVUE, WA 98004
( 4 2 5 ) 4 5 1 - 4 0 0 9
Appendix B - Flow Control Calculations
Attached are the Flow Control calculations for the pump detention system. As discussed in the pump
design report, the pumps will have the following sequence:
1. Elevation 83.4 - First pump on at 0.01 CFS (pump groundwater).
2. Starts to rain.
3. Elevation 83.8 - Second pump on at 0.01 CFS (2-year event).
4. Elevation 84.6 - Third pump on at 0.01 CFS (10 to 100-year event).
5. Stops raining.
6. Elevation 82.4 - Stop Pumps.
Following this sequence, the stormwater model was set up to start the detention volume and discharge
rate at the elevation of the second pump
Conveyance: The 100-year developed undetained peak flow from the site is calculated to be 0.08 CFS.
The project uses the following storm drains to convey runoff -
Storm Drain
Size
Slope
Mannings
Full flow
From
To
(inches)
M
n
capacity
(cfs)
Detention
Roof
Pipe
8
2
0.012
1.85
CB#2
Ex. CB
6
1.2
0.012
0.67
Trench
Detention
Drain
Pipe
4
2
0.012
0.29
Since the full flow capacity of each pipe exceeds the undetained runoff peak flow the proposed
stormdrain has adequate capacity.
9/12
1800 112 T H AVENUE NE
SUITE 220-E
BELLEVUE, WA 98004
( 4 2 5 ) 4 5 1 - 4 0 0 9
:ip Warkshed ;8-1N Pipe Fug Capacity
Uniform Flow �
Vaned Flaw -M
Utwe For
Roughness Coeffc-ent
0012
Channel Shtpe
002000
AM
14crine; Depth
067
ft
cameter
067
ft
thseharge:
185
ft-is
() Calculation Successful -
iQ Worksheet: Circular Pipe - I
FUnil.rinllow ---u..#yVr-F.wT essages
I
Solve For. [DiSCharge
Roughness Coefficient: 0.012
Channel Slope: 0.01200 ftift
Normal Depth: 0.501 ft
Diameter 0.50 ft
Discharge: 0.67 ft3ji,
Calculation Successful.
Friction Ue-hoO Manning F,ml,
Flow Area
ll� 35
IF
Wetted Perimeter
209
It
Hydraulic R§11113:
0.17
It
Top Yidth,
coo
ft
Crdxal Depth,
Dal
Percent Fut
IMO
Critical slope
001735
flift
vebw
5.30
velocity Head:
Spwric Energy,
I to
ft
Froude Number.
000
lAaxmwm Discilarga:
199
ft."s
Discharge Full
I -as
ft'its
Slope Fut
ooMo
flift
Fbw Type
SubCrbcal
Friction filethod:
Manning Formula
Flaw Area:
0.20
ft2
Wetted Perimeter:
1.57
It
Hydraulic Radius:
0.13
ft
Top Iffidth:
0.00
If
Critical Depth:
0.41
ft
Percent Full.
100-0
%
Critical Slope:
0.01183
tuft
Velocity:
3.3.9
We
Velocity Head:
0.18
It
Specific Energy:
0.68
It
Froude Number.
0.00
Maxirnum Discharge:
OJ2
fills
Discharge Full.*
0.67
fF/9
Slope Full:
0.01200
ftjn
Flow Type:
Sulicritical
10/12
1800 112 T H AVENUE NE
SUITE 220-E
BELLEVUE, WA 98004
(4 2 5 ) 4 5 1 - 4 0 0 9
jrr Wafkshed: 44M Pipe hill Capacity
r
i uniform Flow
Solve For 'Full Row CapaCty
z
1 Roughness Coefficient
Channel slapt 002000
Rilt
Normal Depth. 0.13
It
Diameter 33
It
Discharge 0-29
11114
Calculahon �14ccessfut,
V=- S
Friction 1"Ood, Maw" Forniula
Flow Ares,
0.09
Wetted Perimeter
1.05
It
Rydroulz Radius-
0.08
ft
Top WkRh-
0.00
ft
CO"I Depth,
0.30
ft
Percent Full
103.0
erwal slope�
0�01778
fun
vexcsy-
1.34
tus
Velocity Head:
0.17
ft
Specs% Energy
0111
Froude Rumber
0.00
Maximim Discharge:
0.31
?via
Discharge Fut
0-29
orls
Slope Fut
0=0
fttft
Flow Type:
sutefitical
Buoyancy: Due to the depth of the detention pipe and elevation of the groundwater, there is a
possibility the groundwater will apply buoyancy forces to the detention pipe. Calculations for the
expected buoyancy forces indicate that eight 100 CF concrete deadman would be needed to counteract
the buoyance forces.
The calculated buoyance forces and sizing recommendation for the deadman are included in this
section.
11/12
1800 112 T H AVENUE NE
SUITE 220-E
BELLEVUE, WA 98004
(4 2 5 ) 4 5 1 - 4 0 0 9
Appendix C - Operation and Maintenance
The attached Operation and Maintenance checklist is intended to provide guidance to the owner(s) for
the operation and maintenance of the drainage system, the stormwater detention system and control
source pollution on the site.
The owner is responsible for maintenance of storm drainage facilities within the property. The owner is
not responsible for maintenance within the public right-of-way. This manual cannot anticipate every
problem, but provide a checklist for the most anticipated maintenance items.
The storm water detention system should be regularly maintained on an annual basis during the summer
prior to the start of the "rainy season" at the end of September.
When operating normally, the system should not have any surface ponding of stormwater and the
detention system should fully drain within 24-hours after a storm event. If either of these are not true
then the system should be reviewed using the maintenance checklist to determine the problem.
For additional and updated maintenance information visit the Washington State Department of
Ecology's web -site at: http://www.ecy.wa.gov/programs/wq/wqhome.html
12/12
No. 3 — Closed Detention Systems (Tanks/Vaults)
Maintenance
Component
Defect
Conditions When Maintenance Is Needed
Results Expected
When Maintenance is
Performed
Storage Area
Plugged Air Vents
One-half of the cross section of a vent is
blocked at any point or the vent is damaged.
Vents open and
functioning.
Debris and Sediment
Accumulated sediment depth exceeds 10%
of the diameter of the storage area for 1/2
length of storage vault or any point depth
exceeds 15% of diameter.
All sediment and
debris removed from
storage area.
(Example: 72-inch storage tank would
require cleaning when sediment reaches
depth of 7 inches for more than 1/2 length of
tank.)
Joints Between
Tank/Pipe Section
Any openings or voids allowing material to
be transported into facility.
All joint between
tank/pipe sections
(Will require engineering analysis to
determine structural stability).
are sealed.
Tank Pipe Bent Out
of Shape
Any part of tank/pipe is bent out of shape
more than 10% of its design shape. (Review
required by engineer to determine structural
Tank/pipe repaired or
replaced to design.
stability).
Vault Structure
Includes Cracks in
Wall, Bottom,
Damage to Frame
and/or Top Slab
Cracks wider than 1/2-inch and any
evidence of soil particles entering the
structure through the cracks, or
maintenancerinspection personnel
determines that the vault is not structurally
sound.
Vault replaced or
repaired to design
specifications and is
structurally sound.
Cracks wider than 1/2-inch at the joint of any
No cracks more than
inlettoutlet pipe or any evidence of soil
particles entering the vault through the walls.
1/4-inch wide at the
joint of the inlet/outlet
pipe.
Manhole
Cover Not in Place
Cover is missing or only partially in place.
Any open manhole requires maintenance.
Manhole 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.
(may not apply to self-locking lids).
Cover Difficult to
Remove
One maintenance person cannot remove lid
after applying normal lifting pressure. Intent
is to keep cover from sealing off access to
maintenance.
Cover can be
removed and
reinstalled by one
maintenance person.
Ladder Rungs Unsafe
Ladder is unsafe due to missing rungs,
misalignment, not securely attached to
Ladder meets design
standards. Allows
structure wall, rust, or cracks.
maintenance person
safe access.
Catch Basins
See "Catch Basins"
(No. 5)
See "Catch Basins" (No. 5).
See "Catch Basins"
(No. 5).
4-34 Volume V — Runoff Treatment BMPs Februaty 2005
No. 5 — Catch Basins
Maintenance
Defect
Conditions When Maintenance Is Needed
Results Expected When
Component
Maintenance is
performed
General
Trash &
Trash or debris which is located immediately
No Trash or debris located
Debris
in front of the catch basin opening or is
immediately in front of
blocking inletting capacity of the basin by
catch basin or on grate
more than 10%.
opening.
Trash or debris (in the basin) that exceeds 60
No trash or debris in the
percent of the sump depth as measured from
catch basin.
the bottom of basin to invert of the lowest
pipe into or out of the basin, but in no case
less than a minimum of six inches clearance
from the debris surface to the invert of the
lowest pipe.
Trash or debris in any inlet or outlet pipe
Inlet and outlet pipes free
blocking more than 1/3 of its height.
of trash or debris.
Dead animals or vegetation that could
No dead animals or
generate odors that could cause complaints
vegetation present within
or dangerous gases (e.g., methane).
the catch basin.
Sediment
Sediment (in the basin) that exceeds 60
No sediment in the catch
percent of the sump depth as measured from
basin
the bottom of basin to invert of the lowest
pipe into or out of the basin, but in no case
less than a minimum of 6 inches clearance
from the sediment surface to the invert of the
lowest pipe.
Structure
Top slab has holes larger than 2 square
Top slab is free of holes
Damage to
inches or cracks wider than 1/4 inch
and cracks.
Frame and/or
Top Slab
(Intent is to make sure no material is running
into basin).
Frame not sifting flush on top slab, i.e.,
Frame is sifting flush on
separation of more than 3/4 inch of the frame
the riser rings or top slab
from the top slab. Frame not securely
and firmly attached.
attached
Fractures or
Maintenance person judges that structure is
Basin replaced or repaired
Cracksin
unsound.
to design standards.
Basin Walls/
Bottom
Grout fillet has separated or cracked wider
Pipe is regrouted and
than 1/2 inch and longer than I foot at the
secure at basin wall.
joint of any inlettoutlet pipe or any evidence of
soil particles entering catch basin through
cracks.
Settlement/
If failure of basin has created a safety,
Basin replaced or repaired
Misalignment
function, or design problem.
to design standards.
Vegetation
Vegetation growing across and blocking more
No vegetation blocking
than 10% of the basin opening.
opening to basin.
Vegetation growing in inlet/outlet pipe joints
No vegetation or root
that is more than six inches tall and less than
growth present.
six inches apart.
4-36 Volume V — Runoff Treatment BMPs February 2005
No. 5 — Catch Basins
Maintenance
Defect
Conditions When Maintenance Is Needed
Results Expected When
Component
Maintenance is
performed
Contamination
and Pollution
See "Detention Ponds" (No. 1).
No pollution present.
Catch Basin
Cover
Cover Not in
Place
Cover is missing or only partially in place.
Any open catch basin requires maintenance.
Catch basin cover is
closed
Locking
Mechanism
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
Trash and debris that is blocking more than
Grate free of trash and
Debris
20% of grate surface inletting capacity.
debris.
Damaged or
Missing.
Grate missing or broken member(s) of the
grate.
Grate is in place and
meets design standards.
February 2005 Volume V — Runoff Treatment BMPs 4-37
APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITTES
NO. 6 - CONVEYANCE PIPES
Maintenance Defect or Problem
Component
Pipes Sediment & debris
accumulation
Vegetation/roots
Contaminants and
pollution
Conditions When Maintenance is Needed
Accumulated sediment or debris that exceeds
20% of the diameter of the pipe.
Vegetation/roots that reduce free movement of
water through pipes.
Results Expected When
Maintenance is Performed
Water flows freely through pipes.
Water flows freely through pipes.
Materials removed and disposed of
according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Damage to protective Protective coating is damaged; rust or corrosion Pipe repaired or replaced.
coating or corrosion is weakening the structural integrity of any part of
pipe.
Damaged Any dent that decreases the cross section area of Pipe repaired or replaced.
pipe by more than 20% or is determined to have
weakened structural integrity of the pipe.
Any evidence of contaminants or pollution such
as oil, gasoline, concrete slurries or paint.
2009 Surface Water Design Manual — Appendix A 1/9/2009
A-1 I
NO. 7 PUMP ROUTINE MAINTENANCE
Maintenance
Component
Regular Maintenance Actions
Pumps
Remove sediment and debris from the wetwell and valves
Test the alarm horn and light
Inspect for loose fittings or missing hardware
Inspect pump for damage
S402 BMPs for Commercial Animal Handling Areas
Description of Pollutant Sources: Animals at racetracks, kennels, fenced
pens, veterinarians, and businesses that provide boarding services for
horses, dogs, cats, etc., can generate pollutants from the following
activities: manure deposits, animal washing, grazing, and any other animal
handling activity that could contaminate stormwater. Pollutants can
include coliform. bacteria, nutrients, and total suspended solids. Individual
Stormwater Permits covering commercial animal handling facilities
include additional applicable source controls.
Pollutant Control Approach: To prevent, to the maximum extent
practicable, the discharge of contaminated stormwater from animal
handling and keeping areas.
Applicable Operational BMPs
• Regularly sweep and clean animal keeping areas to collect and
properly dispose of droppings, uneaten food, and other potential
stormwater contaminants.
• Do not hose down areas that contain potential stormwater
contaminants where they drain to storm drains or to receiving waters.
• Do not discharge any washwater to storm drains or to receiving waters
without proper treatment.
• If the operator keeps animals in unpaved and uncovered areas, the
ground must have either vegetative cover or some other type of ground
cover such as mulch.
• Surround the area where animals are kept with a fence or other means
to prevent animals from moving away from the controlled area where
BMPs are used.
Volume IV - Source Control BWs — August 2012
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S406 BMPs for Streets/ Highways
Applicable BM[Ps:
• Select de and anti-icers that cause the least adverse environmental
impact. Apply only as needed using minimum quantities.
• Where practicable use roadway deicers, such as calcium magnesium
acetate, potassium acetate, or similar materials, that cause less adverse
environmental impact than urea, and sodium chloride.
• Store and transfer de and anti -icing materials on an impervious
containment pad in accordance with BALP Storage or TransLer
(Outside) of Solid Raw Materials, By -Products, or Finished Products
in this volume.
• Sweep/clean up accumulated de and anti -icing materials and grit from
roads as soon as possible after the road surface clears.
Recommended Additional BMPs
• Intensify roadway cleaning in early spring to help remove particulates
from road surfaces.
• Include limits on toxic metals in the specifications for de/anti-icers.
Volume IV - Source Control BAIN — August 2012
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S411 BMPs for Landscaping and Lawn/ Vegetation Management
Description of PoHutant Sources: Landscaping can include grading, soil
transfer, vegetation removal, pesticide and fertilizer applications, and
watering. Stormwater contaminants include toxic organic compounds,
heavy metals, oils, total suspended solids, coliform. bacteria, fertilizers,
and pesticides.
Lawn and vegetation management can include control of objectionable
weeds, insects, mold, bacteria, and other pests with pesticides. Examples
include weed control on golf course lawns, access roads, and utility
corridors and during landscaping; sap stain and insect control on lumber
and logs; rooftop moss removal; killing nuisance rodents; ftmgicide
application to patio decks, and residential lawn/plant care. It is possible to
release toxic pesticides such as pentachlorophenol, carbarnates, and
organometallics to the environment by leaching and dripping from treated
parts, container leaks, product misuse, and outside storage of pesticide
contaminated materials and equipment. Poor management of the
Volume IV - Source Control BAPs — August 2012
2-21
vegetation and poor application of pesticides or fertilizers can cause
appreciable stormwater contamination.
Pollutant Control Approach: Control of fertilizer and pesticide
applications, soil erosion, and site debris to prevent contamination of
stormwater.
Develop and implement an Integrated Pest Management Plan (IPM) and
use pesticides only as a last resort. Carefully apply pesticides/ herbicides,
in accordance with label instructions. Maintain appropriate vegetation,
with proper fertilizer application where practicable, to control erosion and
the discharge of stormwater pollutants. Where practicable grow plant
species appropriate for the site, or adjust the soil properties of the subject
site to grow desired plant species.
Applicable Operational BMTs for Landscaping:
• Install engineered soil/landscape systems to improve the infiltration
and regulation of stormwater in landscaped areas.
• Do not dispose of collected vegetation into waterways or storm sewer
systems.
Recommended Additional Operational BWs for Landscaping:
• Conduct mulch -mowing whenever practicable
• Dispose of grass clippings, leaves, sticks, or other collected vegetation,
by composting, if feasible.
• Use mulch or other erosion control measures on soils exposed for
more than one week during the dry season or two days during the rainy
season.
• Store and maintain appropriate oil and chemical spill cleanup materials
in readily accessible locations when using oil or other chemicals.
Ensure that employees are familiar with proper spill cleanup
procedures.
• Till fertilizers into the soil rather than dumping or broadcasting onto
the surface. Determine the proper fertilizer application rate for the
types of soil and vegetation encountered.
• Till a topsoil mix or composted organic material into the soil to create
a well -mixed transition layer that encourages deeper root systems and
drought -resistant plants.
• Use manual and/or mechanical methods of vegetation removal rather
than applying herbicides, where practical.
Volume IV - Source Control BAPs — August 2012
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Applicable Operational BMPs for the Use of Pesticides:
Develop and implement an IPM (See section on IPM in Applicable
0
j2erational BAfPs for Vegetation Managemeno and use pesticides
only as a last resort.
Implement a pesticide -use plan and include at a minimum: a list of
selected pesticides and their specific uses; brands, formulations,
application methods and quantities to be used; equipment use and
maintenance procedures; safety, storage, and disposal methods; and
monitoring, record keeping, and public notice procedures. All
procedures shall conform to the requirements of Chapter 17.21 RCW
and Chapter 16-228 WAC (Appendix IV-D R.7).
Choose the least toxic pesticide available that is capable of reducing
the infestation to acceptable levels. The pesticide should readily
degrade in the environment and/or have properties that strongly bind it
to the soil. Conduct any pest control activity at the life stage when the
pest is most vulnerable. For example, if it is necessary to use a
Bacillus thuringiens application to control tent caterpillars, apply it to
the material before the caterpillars cocoon or it will be ineffective. Any
method used should be site -specific and not used wholesale over a
wide area.
Apply the pesticide according to label directions. Do not apply
pesticides in quantities that exceed manufacturer's instructions.
Mix the pesticides and clean the application equipment in an area
where accidental spills will not enter surface or ground waters, and
will not contaminate the soil.
Store pesticides in enclosed areas or in covered impervious
containment. Do not discharge pesticide contaminated stormwater or
spills/leaks of pesticides to storm sewers. Do not hose down the paved
areas to a storm sewer or conveyance ditch. Store and maintain
appropriate spill cleanup materials in a location known to all near the
storage area.
• Clean up any spilled pesticides. Keep pesticide contaminated waste
materials in designated covered and contained areas.
• The pesticide application equipment must be capable of immediate
shutoff in the event of an emergency.
• Do not spray pesticides within 100 feet of open waters including
wetlands, ponds, and streams, sloughs and any drainage ditch or
channel that leads to open water except when following approval of
Ecology or the local jurisdiction. Flag all sensitive areas including
wells, creeks, and wetlands prior to spraying.
• Post notices and delineate the spray area prior to the application, as
required by the local jurisdiction or by Ecology.
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Conduct spray applications during weather conditions as specified in
the label direction and applicable local and state regulations. Do not
apply during rain or immediately before expected rain.
Recommended Additional Operational BM[Ps for the use of pesticides:
Consider alternatives to the use of pesticides such as covering or
harvesting weeds, substitute vegetative growth, and manual weed
control/moss removal.
Consider the use of soil amendments, such as compost, that are known
to control some common diseases in plants, such as Pythium. root rot,
ashy stem blight, and parasitic nematodes. The following are three
possible mechanisms for disease control by compost addition (USEPA
Publication 530-F-9-044):
1. Successful competition for nutrients by antibiotic production;
2. Successful predation against pathogens by beneficial
microorganism; and
3. Activation of disease -resistant genes in plants by composts.
Installing an amended soill7andscape system can preserve both the plant
system and the soil system more effectively. This type of approach
provides a soill7andscape system with adequate depth, permeability, and
organic matter to sustain itself and continue working as an effective
stormwater in ltration system and a sustainable nutrient cycle.
If
Once a pesticide is applied, evaluate its effectiveness for possible
improvement. Records should be kept showing the effectiveness of the
pesticides considered.
• Develop an annual evaluation procedure including a review of the
effectiveness of pesticide applications, impact on buffers and sensitive
areas (including potable wells), public concerns, and recent
toxicological information on pesticides used/proposed for use. If
individual or public potable wells are located in the proximity of
commercial pesticide applications, contact the regional Ecology
hydrogeologist to determine if additional pesticide application control
measures are necessary.
• Rinseate from equipment cleaning and/or triple -rinsing of pesticide
containers should be used as product or recycled into product.
For more information, contact the Washington State University (WSU)
Extension Home -Assist Program, (253) 445-4556, or Bio-Integral
Resource Center (BIRC), P. 0. Box 7414, Berkeley, CA. 94 70 7, or EPA to
obtain a publication entitled "Suspended, Canceled, and Restricted
Pesticides " which lists all restrictedpesticides and the specific uses that
are allowed
Volume IV - Source Control Blffls — August 2012
2-24
Applicable Operational BMTs for Vegetation Management:
Use at least an eight -inch "topsoil" layer with at least 8 percent organic
matter to provide a sufficient vegetation -growing medium. Amending
existing landscapes and turf systems by increasing the percent organic
matter and depth of topsoil can substantially improve the permeability
of the soil, the disease and drought resistance of the vegetation, and
reduce fertilizer demand. This reduces the demand for fertilizers,
herbicides, and pesticides. Organic matter is the least water-soluble
form of nutrients that can be added to the soil. Composted organic
matter generally releases only between 2 and 10 percent of its total
nitrogen annually, and this release corresponds closely to the plant
growth cycle. Return natural plant debris and mulch to the soil, to
continue recycling nutrients indefinitely.
Select the appropriate turfgrass mixture for the climate and soil type.
Certain tall fescues and rye grasses resist insect attack because the
symbiotic endophytic ftmgi found naturally in their tissues repel or kill
common leaf and stem -eating lawn insects. However, they do not,
repel root -feeding lawn pests such as Crane Fly larvae, and are toxic to
ruminants such as cattle and sheep. The fungus causes no known
adverse effects to the host plant or to humans. Endophytic grasses are
commercially available; use them in areas such as parks or golf
courses where grazing does not occur. Local agricultural or gardening
resources such as Washington State University Extension office can
offer advice on which types of grass are best suited to the area and soil
type.
Use the following seeding and planting BMPs, or equivalent BMps to
obtain information on grass mixtures, temporary and permanent
seeding procedures, maintenance of a recently planted area, and
fertilizer application rates: Temporary and Permanent Seeding,
Mulching, Plastic Covering, and Sodding as described in Volume 11.
Adjusting the soil properties of the subject site can assist in selection
of desired plant species. For example, design a constructed wetland to
resist the invasion of reed canary grass by layering specific strata of
organic matters (e.g., composted forest product residuals) and creating
a mildly acidic pH and carbon -rich soil medium. Consult a soil
restoration specialist for site -specific conditions.
Aerate lawns regularly in areas of heavy use where the soil tends to
become compacted. Conduct aeration while the grasses in the lawn are
growing most vigorously. Remove layers of thatch greater than3/4-inch
deep.
Mowing is a stress -creating activity for turfgrass. Grass decreases its
productivity when mown too short and there is less growth of roots
and rhizomes. The turf becomes less tolerant of environmental
stresses, more disease prone and more reliant on outside means such as
Volume IV - Source Control BWs — August 2012
2-25
pesticides, fertilizers, and irrigation to remain healthy. Set the mowing
height at the highest acceptable level and mow at times and intervals
designed to minimize stress on the turf. Generally mowing only 1/3 of
the grass blade height will prevent stressing the turf.
Irrigation:
The depth from which a plant normally extracts water depends on the
rooting depth of the plant. Appropriately irrigated lawn grasses
normally root in the top 6 to 12 inches of soil; lawns irrigated on a
daily basis often root only in the top I inch of soil. Improper irrigation
can encourage pest problems, leach nutrients, and make a lawn
completely dependent on artificial watering. The amount of water
applied depends on the normal rooting depth of the turfgrass species
used, the available water holding capacity of the soil, and the
efficiency of the irrigation system. Consult with the local water utility,
Conservation District, or Cooperative Extension office to help
determine optimum irrigation practices.
Fertilizer Management.
Turfgrass is most responsive to nitrogen fertilization, followed by
potassium and phosphorus. Fertilization needs vary by site depending
on plant, soil, and climatic conditions. Evaluation of soil nutrient
levels through regular testing ensures the best possible efficiency and
economy of fertilization. For details on soils testing, contact the local
Conservation District, a soils testing professional, or a Washington
State University Extension office.
Apply fertilizers in amounts appropriate for the target vegetation and
at the time of year that minimizes losses to surface and ground waters.
Do not fertilize when the soil is dry. Alternatively, do not apply
fertilizers within three days prior to predicted rainfall. The longer the
period between fertilizer application and either rainfall or irrigation,
the less fertilizer runoff occurs.
Use slow release fertilizers such as methylene urea, IDBU, or resin
coated fertilizers when appropriate, generally in the spring. Use of
slow release fertilizers is especially important in areas with sandy or
gravelly soils.
Time the fertilizer application to periods of maximum plant uptake.
Ecology generally recommends application in the fall and spring,
although Washington State University turf specialists recommend four
fertilizer applications per year.
Properly trained persons should apply all fertilizers. Apply no fertilizer
at commercial and industrial facilities, to grass swales, filter strips, or
buffer areas that drain to sensitive water bodies unless approved by the
local jurisdiction.
Volume IV - Source Control BA4Ps — August 2012
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Integrated Pest Management
An IPM program might consist of the following steps:
Step 1: Correctly identify problem pests and understand their life cycle
Step 2: Establish tolerance thresholds for pests.
Step 3: Monitor to detect and prevent pest problems.
Step 4: Modify the maintenance program to promote healthy plants and
discourage pests.
Step 5: Use cultural, physical, mechanical or biological controls first if
pests exceed the tolerance thresholds.
Step 6: Evaluate and record the effectiveness of the control and modify
maintenance practices to support lawn or landscape recovery and prevent
recurrence.
For an elaboration of these steps, refer to Appendix IV-F.
S412 BMPs for Loading and Unloading Areas for Liquid or Solid Material
Description of Pollutant Sources: Operators typically conduct
loading/unloading of liquid and solid materials at industrial and
commercial facilities at shipping and receiving, outside storage, fueling
areas, etc. Materials transferred can include products, raw materials,
intermediate products, waste materials, fuels, scrap metals, etc. Leaks and
spills of fuels, oils, powders, organics, heavy metals, salts, acids, alkalis,
etc. during transfer may cause stormwater contamination. Spills from
hydraulic line breaks are a common problem at loading docks.
Pollutant Control Approach: Cover and contain the loading/unloading
area where necessary to prevent run-on of stormwater and runoff of
contaminated stormwater.
Applicable Operational BMEPs:
At AM Loadingl Unloading Areas:
A significant amount of debris can accumulate at outside, uncovered
loading/unloading areas. Sweep these surfaces frequently to remove
loose material that could contaminate stormwater. Sweep areas
temporarily covered after removal of the containers, logs, or other
material covering the ground.
Place drip pans, or other appropriate temporary containment device, at
locations where leaks or spills may occur such as hose connections,
hose reels and filler nozzles. Always use drip pans when making and
breaking connections (see Figure 2.2.2). Check loading/ unloading
equipment such as valves, pumps, flanges, and connections regularly
for leaks and repair as needed.
Volume IV - Source Control BAPs — August 2012
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Figure 2.2.2 — Drip Pan
At Tanker Truck and Rail Transfer Areas to AbovelBelow-ground
Storage Tanks:
• To minimize the risk of accidental spillage, prepare an "Operations
Plan" that describes procedures for loading/unloading. Train the
employees, especially fork lift operators, in its execution and post it or
otherwise have it readily available to all employees.
• Report spills of reportable quantities to Ecology.
• Prepare and implement an Emergency Spill Cleanup Plan for the
facility (See S406 BMPs for Spills of Oil and Hazardous Substances)
which includes the following BMPs:
- Ensure the cleanup of liquid/solid spills in the loading/unloading
area immediately, if a significant spill occurs, and, upon
completion of the loading/unloading activity, or, at the end of the
working day.
- Retain and maintain an appropriate oil spill cleanup kit on -site for
rapid cleanup of material spills. (See S406 BMPs for Spills of Oil
and Hazardous Substances).
- Ensure that an employee trained in spill containment and cleanup
is present during loading/unloading.
At Rail Transfer Areas to Abovelbelow-ground Storage Tanks: Install a
drip pan system as illustrated (see Figure 2.2.3 within the rails to collect
spills/leaks from tank cars and hose connections, hose reels, and filler
nozzles.
Volume IV - Source Control BAffls — August 2012
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Figure 2.2.3 — Drip Pan Within Rails
Loading/Unloadingfrom/io Marine Vessels: Facilities and procedures for
the loading or unloading of petroleum products must comply with Coast
Guard requirements specified in Appendix IV-D R.5.
Transfer of Small Quantitiesfrom Tanks and Containers: Refer to
BMPs Storage of Liquids in Permanent Above -Ground Tanks, and Storage
of Liquid, Food Waste, or Dangerous Waste Containers, for requirements
on the transfer of small quantities from tanks and containers, respectively.
Applicable Structural Source Control BWs:
At All Loading/ Unloading Areas:
• Consistent with Uniform Fire Code requirements (Appendix IV-D
R.2) and to the extent practicable, conduct unloading or loading of
solids and liquids in a manufacturing building, under a roof, or lean-to,
or other appropriate cover.
• Berm, dike, and/or slope the loading/unloading area to prevent run-on
of stormwater and to prevent the runoff or loss of any spilled material
from the area.
• Place curbs along the edge of the shoreline, or slope the edge such that
the stormwater can flow to an internal storm sewer system that leads to
an approved treatment BMP. Avoid draining directly to the surface
water from loading areas.
• Pave and slope loading/unloading areas to prevent the pooling of
water. Minimize the use of catch basins and drain lines within the
interior of the paved area or place catch basins in designated
"alleyways" that are not covered by material, containers, or equipment.
• Retain on -site the necessary materials for rapid cleanup of spills.
Volume IV - Source Control BAPs — August 2012
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Recommended Structural Source Control BMP. For the transfer of
pollutant liquids in areas that cannot contain a catastrophic spill, install an
automatic shutoff system in case of unanticipated off-loading interruption
(e.g. coupling break, hose rupture, overfill, etc.).
At Loading and Unloading Docks:
• Install/maintain overhangs, or door skirts that enclose the trailer end
(see Figures 2.2.4 and L2.5) to prevent contact with rainwater.
• Design the loading/unloading area with berms, sloping, etc. to prevent
the run-on of stormwater.
Figure 2.2.4 — Loading Dock with Door Skirt
Figure 2.2.5 — Loading Dock with Overhang
At Tanker Truck Transfer Areas to AbovelBelow-Ground Storage
Tanks:
Pave the area on which the transfer takes place. If any transferred
liquid, such as gasoline, is reactive with asphalt, pave the area with
Portland cement concrete.
Volume IV - Source Control BMPs — August 2012
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Slope, berm, or dike the transfer area to a dead-end sump, spill
containment sump, a spill control oil/water separator, or other spill
control device. The minimum spill retention time should be 15 minutes
at the greater flow rate of the highest fuel dispenser nozzle through -put
rate, or the peak flow rate of the 6-month, 24-hour storm event over
the surface of the containment pad, whichever is greater. The capacity
of the spill containment sump should be a minimum of 50 gallons with
adequate additional volume provided for grit sedimentation.
Volume IV - Source Control BAffls — August 2012
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S417 BMPs for Maintenance of Stormwater Drainage and Treatment Systems
Description of Pollutant Sources: Facilities include roadside catch basins
on arterials and within residential areas, conveyance systems, detention
facilities such as ponds and vaults, oil/water separators, biofilters, settling
basins, infiltration systems, and all other types of stormwater treatment
systems presented in Volume V. Oil and grease, hydrocarbons, debris,
heavy metals, sediments and contaminated water are found in catch basins,
oil and water separators, settling basins, etc.
Pollutant Control Approach: Provide maintenance and cleaning of
debris, sediments, and oil from stormwater collection, conveyance, and
treatment systems to obtain proper operation.
Applicable Operational BMPs:
Maintain stormwater treatment facilities per the operations and
maintenance (O&M) procedures presented in Section 4.6 of Volume V in
addition to the following BMPs:
• Inspect and clean treatment BMPs, conveyance systems, and catch
basins as needed, and determine necessary O&M improvements.
• Promptly repair any deterioration threatening the structural integrity of
storinwater facilities. These include replacement of clean -out gates,
catch basin lids, and rock in emergency spillways.
• Ensure adequacy of storm sewer capacities and prevent heavy
sediment discharges to the sewer system.
• Regularly remove debris and sludge from BMPs used for peak -rate
control, treatment, etc. and discharge to a sanitary sewer if approved
by the sewer authority, or truck to an appropriate local or state
government approved disposal site.
• Clean catch basins when the depth of deposits reaches 60 percent of
the sump depth as measured from the bottom of basin to the invert of
the lowest pipe into or out of the basin. However, in no case should
there be less than six inches clearance from the debris surface to the
invert of the lowest pipe. Some catch basins (for example, WSDOT
Type IL basins) may have as little as 12 inches sediment storage
below the invert. These catch basins need frequent inspection and
cleaning to prevent scouring. Where these catch basins are part of a
stormwater collection and treatment system, the system
Volume IV - Source Control BWs — August 2012
2-37
owner/operator may choose to concentrate maintenance efforts on
downstream control devices as part of a systems approach.
• Clean woody debris in a catch basin as frequently as needed to ensure
proper operation of the catchbasin.
• Post warning signs; "Dump No Waste - Drains to Ground Water,"
"Streams ... .. Lakes," or emboss on or adjacent to all storm drain inlets
wherepossible.
• Disposal of sediments and liquids from the catch basins must comply
with "Recommendations for Management of Street Wastes" described
in Appendix IV-G of this volume.
Additional Applicable BMPs: Select additional applicable BMPs from
this chapter depending on the pollutant sources and activities conducted at
the facility. Those BMPs include:
• S425 BMPs for Soil Erosion and Sediment Control at Industrial Sites
• S427 BMPs for StoWe of Liquid, Food Waste, or Dangerous Waste
Containers
• S406 BMPs for Spills of Oil and Hazardous Substances
• S410 BMPs for Illicit Connections to Storm Drains
• S430 BMPs for Urban Streets
Volume IV - Source Control Bkffls — August 2012
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S420 BMPs for Painting/ Finishing /Coating of Vehicles/Boats/ Buildings/
Equipment
Description of Pollutant Sources: Surface preparation and the
application of paints, finishes, and/or coatings to vehicles, boats,
buildings, and/or equipment outdoors can be sources of pollutants.
Potential pollutants include organic compounds, oils and greases, heavy
metals, and suspended solids.
Pollutant Control Approach: Cover and contain painting and sanding
operations and apply good housekeeping and preventive maintenance
practices to prevent the contamination of stormwater with painting over
sprays and grit from sanding.
Applicable Operational BNIPs:
• Train employees in the careful application of paints, finishes, and
coatings to reduce misuse and over spray. Use drop cloths underneath
outdoor painting, scraping, sandblasting work, and properly clean and
temporarily store collected debris daily.
• Do not conduct spraying, blasting, or sanding activities over open
water or where wind may blow paint into water.
• Wipe up spills with rags and other absorbent materials immediately.
Do not hose down the area to a storm sewer, receiving water, or
conveyance ditch.
• On marine dock areas sweep rather than hose down debris. Collect any
hose water generated and convey to appropriate treatment and
disposal.
• Use an effective runoff control device if dust, grit, washwater, or other
pollutants may escape the work area and enter a catch basin. The
containment device(s) must be in place at the beginning of the
workday. Collect contaminated runoff and solids and properly dispose
of such wastes before removing the containment device(s) at the end
of the workday.
Volume IV - Source Control BAIPs — August 2012
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• Use a ground cloth, pail, drum, drip pan, tarpaulin, or other protective
device for activities such as outdoor paint mixing and tool cleaning, or
where spills can contaminate stormwater.
• Properly dispose of all wastes and prevent all uncontrolled releases to
the air, ground, or water.
• Clean brushes and tools covered with non -water -based paints, finishes,
or other materials in a manner that allows collection of used solvents
(e.g., paint thinner, turpentine, xylol, etc.) for recycling or proper
disposal.
• Store toxic materials under cover (tarp, etc.) during precipitation
events and when not in use to prevent contact with stormwater.
Applicable Structural Source Control BMPs: Enclose and/or contain all
work while using a spray gun or conducting sand blasting and in
compliance with applicable air pollution control, OSHA, and WISHA
requirements. Do not conduct outside spraying, grit blasting, or sanding
activities during windy conditions that render containment ineffective.
Recommended Additional Operational BMPs:
• Clean paintbrushes and tools covered with water -based paints in sinks
connected to sanitary sewers. Dump pollutants collected in portable
containers into a sanitary sewer drain, NOT a stormwater drain.
• Recycle paint, paint thinner, solvents, pressure washwater, and any
other recyclable materials.
• Use efficient spray equipment such as electrostatic, air -atomized, high
volume/low pressure, or gravity feed spray equipment.
• Purchase recycled paints, paint thinner, solvents, and other products, if
feasible.
S421 BMPs for Parking and Storage of Vehicles and Equipment
Description of Pollutant Sources: Public and commercial parking lots
such as retail store, fleet vehicle (including rent -a -car lots and car
dealerships), equipment sale and rental parking lots, and parking lot
driveways, can be sources of toxic hydrocarbons and other organic
compounds, including oils and greases, metals, and suspended solids.
Pollutant Control Approach: If the parking lot is a high -use site as
defined below, provide appropriate oil removal equipment for the
contaminated stormwater runoff.
Applicable Operational BWs:
If washing a parking lot, discharge the washwater to a sanitary sewer,
if allowed by the local sewer authority, or other approved wastewater
treatment system, or collect washwater for off -site disposal.
Volume TV - Source Control BAffls — August 2012
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Do not hose down the area to a storm sewer or receiving water.
Vacuum sweep parking lots, storage areas, and driveways regularly to
collect dirt, waste, and debris.
Applicable Treatment BWs: An oil removal system such as an API or
CP oil and water separator, catch basin filter, or equivalent BMP,
approved by the local jurisdiction, is necessary for parking lots meeting
the threshold vehicle traffic intensity level of a high -use site.
Vehicle High -Use Sites
Establishments subject to vehicle high -use intensity are significant sources
of oil contamination of storrawater. Examples of potential high use areas
include customer parking lots at fast food stores, grocery stores, taverns,
restaurants, large shopping malls, discount warehouse stores, quick-lube
shops, and banks. If the PGIS for a high -use site exceeds 5,000 square feet
in a threshold discharge area, an oil control BMP from the Oil Control
Menu (in Volume V) is necessary. A high -use site at a commercial or
industrial establishment has one of the following characteristics:
(Gaus/King County, 1994)
Is subject to an expected average daily vehicle traffic (ADT) count
equal to or greater than 100 vehicles per 1,000 square feet of gross
building area: or
Is subject to storage of a fleet of 25 or more diesel vehicles that are
over 10 tons gross weight (trucks, buses, trains, heavy equipment,
etc.).
Volume IV - Source Control BAPs — August 2012
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S426 BMPs for Spills of Oil and Hazardous Substances
Description of PoRutant Sources: Federal law requires owners or
operators of facilities engaged in drilling, producing, gathering, storing,
processing, transferring, distributing, refining, or consuming oil and/or oil
products to have a Spill Prevention and Emergency Cleanup Plan
(SPECP). The SPECP is required if the above ground storage capacity of
the facility, is 1,320 gallons or more of oil. Additionally, the SPECP is
required if any single container with a capacity in excess of 660 gallons
and which, due to their location, could reasonably be expected to
discharge oil in harmful quantities, as defined in 40 CFR Part I 10, into or
upon the navigable waters of the United States or adjoining shorelines 140
CFR 112.1 (b)J. Onshore and offshore facilities, which, due to their
location, could not reasonably be expected to discharge oil into or upon
Volume IV - Source Control BAdPs — August 2012
2-47
the navigable waters of the United States or adjoining shorelines are
exempt from these regulations {40 CFR 112. 1 (1)(i)}. State Law requires
owners of businesses that produce dangerous wastes to have a SPECP.
These businesses should refer to Appendix IV-D R.6. The federal
definition of oil is oil of any kind or any form, including, but not limited to
petroleum, fuel oil, sludge, oil refuse, and oil mixed with wastes other than
dredged spoil.
Pollutant Control Approach: Maintain, update, and implement a Spill
Prevention and Emergency Cleanup Plan.
Applicable Operational BM[Ps: The businesses and public agencies
identified in Appendix IV -A required to prepare and implement a Spill
Prevention and Emergency Cleanup Plan shall implement the following:
• Prepare a Spill Prevention and Emergency Cleanup Plan (SPECP),
which includes:
- A description of the facility including the owner's name and
address.
- The nature of the activity at the facility.
- The general types of -chemicals. used or stored at the facility.
- A site plan showing the location of storage areas for chemicals, the
locations of storm drains, the areas draining to them, and the
location and description of any devices to stop spills from leaving
the site such as positive control valves.
- Cleanup procedures.
- Notification procedures used in the event of a spill, such as
notifying key personnel. Agencies such as Ecology, local fire
department, Washington State Patrol, and the local Sewer
Authority, shall be notified.
- The name of the designated person with overall spill cleanup and
notification responsibility.
• Train key personnel in the implementation of the SPECP. Prepare a
summary of the plan and post it at appropriate points in the building,
identifying the spill cleanup coordinators, location of cleanup kits, and
phone numbers of regulatory agencies to contact in the event of a spill.
• Update the SPECP regularly.
• Immediately notify Ecology, the local jurisdiction, and the local Sewer
Authority if a spill may reach sanitary or storm sewers, ground water,
or surface water, in accordance with federal and Ecology spill
reporting requirements.
Volume IV - Source Control BAffls — August 2012
2-48
Immediately clean up spills. Do not use emulsifiers for cleanup unless
there is an appropriate disposal method for the resulting oily
wastewater. Do not wash absorbent material down a floor drain or into
a storm sewer.
Locate emergency spill containment and cleanup kit(s) in high -
potential spill areas. The contents of the kit shall be appropriate for the
type and quantities of chemical liquids stored at the facility.
Recommended Additional Operational BMP: Spill kits should include
appropriately lined drums, absorbent pads, and granular or powdered
materials for neutralizing acids or alkaline liquids where applicable. In
fueling areas: Package absorbent material in small bags for easy use and
make available small drums for storage of absorbent and/or used
absorbent. Deploy spill kits in a manner that allows rapid access and use
by employees.
S427 BMPs for Storage of Liquid, Food Waste, or Dangerous Waste Containers
Description of Pollutant Sources: Steel and plastic drums with
volumetric capacities of 55 gallons or less are typically used at industrial
facilities for container storage of liquids and powders. The BMPs
specified below apply to container(s) located outside a building. Use these
BMPs when temporarily storing accumulated food wastes, vegetable or
animal grease, used oil, liquid feedstock, cleaning chemicals, or
Dangerous Wastes (liquid or solid). These BMPs do not apply when
Ecology has permitted the business to store the wastes (Appendix IV-D
R.A). Leaks and spills of pollutant materials during handling and storage
are the primary sources of pollutants. Oil and grease, acid/alkali pH, BOD,
COD are potential pollutant constituents.
Pollutant Control Approach: Store containers in impervious
containment under a roof, or other appropriate cover, or in a building.
When collection trucks directly pick up roll -containers, ensure a filet is on
both sides of the curb to facilitate moving the dumpster. For storage areas
on -site for less than 30 days, consider using a portable temporary
secondary system like that shown in Figure 2.2.8 in lieu of a permanent
system as described above.
Volume IV - Source Control BAPs — August 2012
2-49
Figure 2.2.8 — Secondary Containment System
Applicable Operational BMPs:
Place tight -fitting lids on all containers.
Place drip pans beneath all mounted container taps and at all potential
drip and spill locations during filling and unloading of containers.
Inspect container storage areas regularly for corrosion, structural
failure, spills, leaks, overfills, and failure of piping systems. Check
containers daily for leaks/spills. Replace containers, and replace and
tighten bungs in drums as needed.
Businesses accumulating Dangerous Wastes that do not contain free
liquids need only to store these wastes in a sloped designated area with
the containers elevated or otherwise protected from storm water run-
on.
Secure drums when stored in an area where unauthorized persons may
gain access in a manner that prevents accidental spillage, pilferage, or
any unauthorized use (see Figure 2.2.9 .
Figure 2.2.9 — Locking System for Drum Lid
Volume IV - Source Control BAffls — August 2012
2-50
• If the material is a Dangerous Waste, the business owner must comply
with any additional Ecology requirements as specified in Appendix
IV-D R.3.
• Storage of reactive, ignitable, or flammable liquids must comply with
the Uniform Fire Code (Appendix IV-D R.2 .
• Cover dumpsters, or keep them under cover such as a lean-to, to
prevent the entry of stormwater. Replace or repair leaking garbage
dunipsters.
• Drain dumpsters and/or dumpster pads to sanitary sewer. Keep
dumpster lids closed. Install waterproof liners.
Applicable Structural Source Control BMPs:
• Keep containers with Dangerous Waste, food waste, or other potential
pollutant liquids inside a building unless this is not feasible due to site
constraints or Uniform/International Fire Code requirements.
• Store containers in a designated area, which is covered, bermed or
diked, paved and impervious in order to contain leaks and spills (see
Figure 2.2. 10 . Slope the secondary containment to drain into a dead-
end sump for the collection of leaks and small spills.
• For liquid wastes, surround the containers with a dike as illustrated in
Figure 2.2. 10. The dike must be of sufficient height to provide a
volume of either 10 percent of the total enclosed container volume or
110 percent of the volume contained in the largest container,
whichever is greater.
Figure 2.2.10 — Covered and Bermed Containment Area
Where material is temporarily stored in drums, use a containment
system as illustrated, in lieu of the above system (see Figure 2.2.8).
Volume IV - Source Control BMPs — August 2012
2-51
Place containers mounted for direct removal of a liquid chemical for
use by employees inside a containment area as described above. Use a
drip pan during liquid transfer (see Figure 2.2.1 D.
Figure 2.2.11 — Mounted Container - with drip pan
(note that the secondary containment is not shown in this figure)
Applicable Treatment BMP:
Note this treatment
For contaminated stormwater in the containment area, connect the
BAPfor
sump outlet to a sanitary sewer, if approved by the local Sewer
contaminated
Authority, or to appropriate treatment such as an API or CP oil/water
stormwaterfirom
separator, catch basin filter or other appropriate system (see Volume
drum storage
V). Equip the sump outlet with a normally closed valve to prevent the
release of spilled or leaked liquids, especially flammables (compliance
areas.
with Fire Codes), and dangerous liquids. Open this valve only for the
conveyance of contaminated stormwater to treatment.
Another option for discharge of contaminated stormwater is to pump it
from a dead-end sump or catchment to a tank truck or other
appropriate vehicle for off -site treatment and/or disposal.
S428 BMPs for Storage of Liquids in Permanent Aboveground Tanks
Description of Pollutant Sources: Aboveground tanks containing liquids
(excluding uncontaminated water) may be equipped with a valved drain,
vent, pump, and bottom hose connection. Aboveground tanks may be
heated with steam heat exchangers equipped with steam traps, if required.
Leaks and spills can occur at connections and during liquid transfer. Oil
and grease, organics, acids, alkalis, and heavy metals in tank water and
condensate drainage can also cause stonnwater contamination at storage
tanks.
Pollutant Control Approach: Install secondary containment or a double -
walled tank. Slope the containment area to a drain with a sump. Operators
may need to discharge stormwater collected in the containment area to
Volume IV - Source Control BJWs — August 2012
2-52
treatment such as an API or CP oil/water separator, or equivalent BMP.
Add safeguards against accidental releases including protective guards
around tanks to protect against vehicle or forklift damage, and tagging
valves to reduce human error. Tank water and condensate discharges are
process wastewater that may need an NPDES Permit.
Applicable Operational BWs:
• Inspect the tank containment areas regularly for leaks/spills, cracks,
corrosion, etc. to identify problem components such as fittings, pipe
connections, and valves
• Place adequately sized drip pans beneath all mounted taps and
drip/spill locations during filling/unloading of tanks. Operators may
need valved drain tubing in mounted drip pans.
• Vacuum sweep and clean the tank storage area regularly, if paved.
• Replace or repair tanks that are leaking, corroded, or otherwise
deteriorating.
• All installations shall comply with the Uniform Fire Code (Appendix
IV-D R.2) and the National Electric Code.
Applicable Structural Source Control BWs:
• Locate permanent tanks in impervious (Portland cement concrete or
equivalent) secondary containment surrounded by dikes as illustrated
in Figure 2.2.12, or use UL Approved double -walled tanks. The dike
must be of sufficient height to provide a containment volume of either
10 percent of the total enclosed tank volume or I 10 percent of the
volume contained in the largest tank, whichever is greater.
• Slope the secondary containment to drain to a dead-end sump or
equivalent, for the collection of small spills.
• Include a tank overfill protection system to minimize the risk of
spillage during loading.
Figure 2.2.12 — Above -ground Tank Storage
Volume IV - Source Control BA-fPs —August 2012
2-53
AppHcable Treatment BWs:
• For an uncovered tank containment area, equip the outlet from the
Note this
spill -containment sump with a normally closed shutoff valve.
applicable
Operators may open this valve manually or automatically, only to
treatment BIP
convey contaminated stormwater to approved treatment or disposal, or
for stormwater
to convey uncontaminated stormwater to a storm sewer. Evidence of
fi,om petroleum
contamination can include the presence of visible sheen, color, or
tankfarms.
turbidity in the runoff, or existing or historical operational problems at
the facility. Use simple pH tests with litmus or pH paper for areas
subject to acid or alkaline contamination.
• At petroleum tank farms, convey stormwater contaminated with
floating oil or debris in the contained area through an API or CP-type
oil/water separator (Volume V, Treatment BNPs), or other approved
treatment prior to discharge to storm drain or surface water.
Volume IV - Source Control BMPs — August 2012
2-54
S431 BMPs for Washing and Steam Cleaning Vehicles/ Equipment/ Building
Structures
Description of Pollutant Sources: Pollutant sources include the
commercial cleaning of vehicles, aircraft, vessels, and other transportation,
restaurant kitchens, carpets, and industrial equipment, and large buildings
with low- or high-pressure water or steam. This includes "charity" car
washes at gas stations and commercial parking lots. The cleaning can
include hand washing, scrubbing, sanding, etc. Washwater from cleaning
activities can contain oil and grease, suspended solids, heavy metals,
soluble organics, soaps, and detergents that can contaminate stormwater.
Pollutant Control Approach: The preferred approach is to cover and/or
contain the cleaning activity, or conduct the activity inside a building, to
separate the uncontaminated stormwater from the washwater sources.
Convey washwater to a sanitary sewer after approval by the local sewer
authority. Provide temporary storage before proper disposal, or recycling.
Under this preferred approach, no discharge to the ground, to a storm
drain, or to surface water should occur.
The Industrial Stormwater General Permit prohibits the discharge of
process wastewater (e.g., vehicle washing wastewater) to ground water or
surface water. Stormwater that commingles with process wastewater is
considered process wastewater.
Facilities not covered under the Industrial Stormwater General Permit that
are unable to follow one of the preferred approaches listed above may
discharge washwater to the ground only after proper treatment in
accordance with Ecology guidance WQ-95-056, Vehicle and Equipmen
Washwater Dischar_eesIBest Manazement Practices.Manual- September
200 7 or most recent update. Note that the Vehicle and Eguipment
Washwater Dischar-aesIBest Mana-aement Practices Manual is scheduled
to be updated in 2012. Please check for the most recent version of Ecology
guidance.
The quality of any discharge to the ground after proper treatment must
comply with Ecology's Ground Water Quality Standards, Chapter 173m
200 WAC.
Facilities not covered under the Industrial Stormwater General Permit that
are unable to comply with one of the preferred approaches and want to
discharge to storm sewer, must meet their local stormwater requirements.
Local authorities may require treatment prior to discharge.
Contact the local Ecology Regional Office to discuss permitting options
for discharge of washwater to surface water or to a storm drain after on -
site treatment.
Volume IV - Source Control BkPs - August 2012
2-59
Applicable Structural Source Control BWs: Conduct vehicle/
equipment washing in one of the following locations:
• At a commercial washing facility in which the washing occurs in an
enclosure and drains to the sanitary sewer, or
• In a building constructed specifically for washing of vehicles and
equipment, which drains to a sanitary sewer.
Conduct outside washing operation in a designated wash area with the
following features:
• In a paved area, construct a spill containment pad to prevent the run-on
of stormwater from adjacent areas. Slope the spill containment area to
collect wasbwater in a containment pad drain system with perimeter
drains, trench drains or catchment drains. Size the containment pad to
extend out a minimum of four feet on all sides of the washed vehicles
and/or equipment.
• Convey the washwater to a sump (like a grit separator) and then to a
sanitary sewer (if allowed by the local Sewer Authority), or other
appropriate wastewater treatment or recycle system. The containment
sump must have a positive control outlet valve for spill control with
live containment volume, and oil/water separation. Size the minimum
live storage volume to contain the maximum expected daily washwater
flow plus the sludge storage volume below the outlet pipe. Shut the
outlet valve during the washing cycle to collect the washwater in the
sump. The valve should remain shut for at least two hours following
Note that the
the washing operation to allow the oil and solids to separate before
purpose of the
discharge to a sanitary sewer.
valve is to convey
only washwater
0 Close the inlet valve in the discharge pipe when washing is not
and contaminated
occurring, thereby preventing the entry of uncontaminated stormwater
into the pretreatment/ treatment system. The stormwater can then drain
stormwater to a
into the conveyance/discharge system outside of the wash pad
treatment system.
(essentially bypassing the sanitary sewer or recycle system). Post signs
to inform people of the operation and purpose of the valve. Clean the
concrete pad thoroughly until there is no foam or visible sheen in the
washwater prior to closing the inlet valve and allowing
uncontaminated stormwater to overflow and drain off the pad.
Collect the washwater from building structures and convey it to
appropriate treatment such as a sanitary sewer system if it contains
oils, soaps, or detergents. If the washwater does not contain oils, soaps,
or detergents (in this case only a low pressure, clean, cold water rinse
is allowed) then it could drain to soils that have sufficient natural
attenuation capacity for dust and sediment.
Volume IV - Source Control BW;s — August 2012
2-60
Recommended Additional BMPs:
• Mark the wash area at gas stations, multi -family residences and any
other business where non -employees wash vehicles.
• Operators may use a manually operated positive control valve for
uncovered wash pads, but a pneumatic or electric valve system is
preferable. The valve may be on a timer circuit and opened upon
completion of a wash cycle. After draining the sump or separator, the
timer would then close the valve.
• Use phosphate -free biodegradable detergents when practicable.
• Consider recycling the washwater.
Operators may use soluble/emulsifiable detergents in the wash medium
and should use it with care and the appropriate treatment. Carefully
consider the selection of soaps and detergents and treatment BMPs.
Oil/water separators are ineffective in removing emulsified or water
soluble detergents. Another treatment appropriate for emulsified and water
soluble detergents may be required.
Exceptions
• At gas stations (for charity car washes) or commercial parking lots,
where it is not possible to discharge the washwater to a sanitary sewer,
a temporary plug or a temporary sump pump can be used at the storm
drain to collect the washwater for off -site disposal such as to a nearby
sanitary sewer.
• New and used car dealerships may wash vehicles in the parking stalls
as long as employees use a temporary plug system to collect the
washwater for disposal as stated above, or an approved treatment
system for the washwater is in place.
At industrial sites, contact Ecology for NPDES Permit requirements even
when not using soaps, detergents, and/or other chemical cleaners in
washing trucks.
Volume IV - Source Control BAPs — August 2012
2-61
1800 112 T H AVENUE NE
SUITE 220-E
BELLEVUE, WA 98004
4 2 5 ) 4 5 1 - 4 0 0 9 0"
z)-TREET RLE
Date: December 19, 2013 (Rev 3-24-14)
From: Robert Parish, PE
To: Chris Garg
Project 5th Avenue Veterinary Clinic.
Subject: Stormwater Pump Design Report
Introduction:
This summary report provides the pump design information for the proposed small commercial
redevelopment located at 310 5th Avenue South, Edmonds in the southeast 1/4 of Section 23, T 27 N, R
3 E, W.M.. Due to the depth of the parking garage and the invert elevation of the public stormwater
system, a pumped storm water detefition system is necessary for stormwater runoff and removing
ground water that enters the building footing drains.
The project stormwater report (submitted under separate cover), describes the stormwater system and
sizing of the detention pipe.
Pump Requirements:
The pump will meet the following requirements per City of Edmonds Public Works Department
Engineering Division Policy ENGR-DEV(STM)-2011-02 titled, "Use of Pumping Systems for
Conveyance of Stormwater on Private Property."
I . The pump will be located on private property.
2. The force main will discharge to a proposed CB located at the northwest comer of the site.
Stormwater will gravity flow from this location to the public storm drain in the alley.
3. The pump has been designed by a licensed engineer.
4. Design information including pump curve and discharge curve are included in this report.
5. A buoyancy calculation for a recommended restraining system is included in project stormwater
report (submitted under separate cover).
6. The pump will be a triplex system and have a power backup. The power back up to be designed
by the electrical engineen '
7. Overflow paths are included for the gravity flow components of the storm drain system. An
emergency overflow stormdrain with a backflow valve is provided between the stormwater
pump manhole and the connection point. This emergency overflow will help to prevent
significant flooding the parking garage.
8. The discharge rate from the stormwater pump shall match the maximum allowable discharge
rates per the stormwater report (submitted under separate cover) and table 1.
1/5
�� 1 NJ 1'� 2 7 �'S, I t-,
24.14
'7
Dutolve 01VAR"NEM
gyv or'l C�ov,_0=0
1800 112 T H AVENUE NE
SUITE 220-E
BELLEVUE, WA 98004
(4 2 5 ) 4 5 1 - 4 0 0 9
Groundwater:
The project geotechnical engineer has provided a prescriptive value of 5 gpm (0.01 CFS) for the
groundwater water flow (see Appendix B).
Pump Sequence:
The pump sequence for the project is as follows:
1. Elevation 83.4 - First pump on at 0.01 CFS (pump groundwater).
2. Starts to rain.
3. Elevation 83.8 - Second pump on at 0.01 CFS (2-year event).
4. Elevation 84.6 - Third pump on at 0.01 CFS (10 to 100-year event).
5. Stops raining.
6. Elevation 82.4 - Stop Pumps.
S�FI-
..4 D7110"PrVIC-a
Calculation summary:
See the attached calculation summary, pump curve, and cut sheet in the appendix.
These calculations assumed a 40LF pipe length which comprises of 30LF plan view, and 10 LF of
vertical pipe from the pump to the top of the manhole.
In order to reduce the peak flow rate to match the max allowed peak flow, an orifice was added to the
discharge line.
According to the attached calculation and the pump curve for an Ebara EPD3MS1 115 V single phase
0.3 HP Sump Pump, using a TDH of 26.3 ft results in a discharge rate of 4.5 gpm or 0.01 CFS per
PUMP-
TAle I - A-nk Flow -Rqte..q
Max Allowed
Max Allowed
Developed Peak
Peak Flow per
Peak Flow
Flow ftom site
acre
2 year
0.07 CFS/acre
0.01 CFS
0.01 CFS
10 year
0. 14 CFS/acre
0.02 CFS
0.02 CFS
100 Year
0.33 CFS/acre
0.05 CFS
0.02 CFS
Conclusion:
Using the recommendations listed in this report the project, will meet the stormwater requirements for this
site.
2/5
1800 112 T H AVENUE NE
SUITE 220-E
BELLEVUE, WA 98004
( 4 2 5 ) 4 5 1 - 4 0 0 9
Appendix A - Pump Calculation, Pump Curve and Cut Sheet
3/5
1800 112 T H AVENUE NE
SUITE 220-E
BELLEVUE, WA 98004
(4 2 5 ) 4 5 1 - 4 0 0 9
4/5
5th Avenue Animal Hospital
310 5th Ave South, Edmonds WA 98020
Stormwater Pump Calculation Summary
Cycle Times
Pump Q
Peak Inflow
Working capacity:
Wet well diameter
Cu ft per foot of depth
Gal per foot of depth
Pump off level
Pump on level
Working capacity
Pump down time
Fill time (pump off)
Total cycle length
Cyclesihour
Static Head
Max. elev: Gravity Pipe
Pumps Off
Static Head
Friction Losses
Total Losses (see below)
TDH Computation
Static head
Friction Losses
4.49 gpm
4.48 gpm
4.5 ft
15.9 cu ft
118.9 gal/ft
2.08 ft
2.42 ft
39.63 gallons
3963.47 minutes
8.85 minutes
3972.31 minutes
0.02 cycles
92.5 Note: Discharge into CB
82.4
10.1 Note: Based on pumps on elevation.
15.86 feet
Feet
10.1
15.86
TDH Clean Pipe 25.96
ADDITIONAL LOSSES 20% dirty Pipe 0.26
TDH 26.22
4/21/2014
Basin Height Calculation:
Rim (how far above grade)
Final Grade
Discharge
Invert depth (BOP)
High alarm
Lag Pump On to Lead Pump On
Lead Pump On to pumps off
Pumps off to bottom of Sump
Bottom of Sump to Bottom of Manhole
Basin Height Feet
Summary of Friction Losses
Pipe Head Loss.
Nominal Pipe Size:
Pipe Schedule:
Flow Rate (gpm):
Viscosity (cP):
Specific Gravity (water=l):
Temperature (F):
Pipe Roughness (ft):
Fluid Velocity (ft/sec):
Reynolds Number:
Flow Region:
Friction Factor:
Piping Length (ft):
Pipe K:
Pipe Head Loss (ft)
Fittings Head Loss
Short Radius Elbows:
Tee Flow Branch
Gate:
Lift Check
Pipe Exit :
No. of Reducers:
Total Fitting K:
Total Fitting Loss (ft)
Orifice Headloss Q = CA 42-9-H
Elevation Feet
Rim
93.1
Final Grade
93.1
Discharge
92.5
Invert Depth
High Alarm
86.9
Pump 3.0n
84.6
Pump 2 On
83.8
Pump 1 On
83.4
Pumps Off
82.4
Sump Bottom
80.4
Manhole Bot.
80.4
12.7
Liquid Friction Pressure Loss Main 1.25" PVC
1.25
SCH 80
4.5
1
1
70
0.00015 Roughness height (E)
1.15
12000
Turbulent
0.0317
40
11.9
0.25 Using Darcy-Weisbach
Quantity
K/Fitting
2.00
0.32
1.00
1.38
1.00
0.18
1.00
14.80
1.00
1.00
1.00
1.80
19.8
0.41
Q C Diam. (in) Headloss
0.01 0.60 0.3125 15.2
Head Loss - Pipe, fittings and orifice (ft): 15.86
EBARA Submersible Stainless Steel Pumps Optima/EPD
-Performance Curves
Proiect: Model: Chk'd: Date:
EPD/Optima Performance Curve
7n
Minimum Flow
--zlthroftle pump to 26.3'
JTDH for 4.48 GPM
'a
cis
0)
Oc
60
50
40
30
20
10
0
0
10 20 30 40 50 60
Flow (gpm)
EBARA Fluid Handling
www.pumpsebara.com
E (803) 327-5005 - (803) 327-5097 (faK)
70 80 90 100
1
rev. 10/11
EBARA Submersible Stainless Steel Pumps Optima/EPD.
Performance Curves
Project: Model: Chk'd: Date:
Optima-3 (1/3HP) Synchronous Speed: 3600 RPM
30 � I I I I I I T I I r - - - I I - I - — I I - I I— - --I
25
20
E
15
x
10
5
0 5 10 is 20 25 30 35 40 45
FLOW (gpm)
EPD-3 (Ih HP) Synchronous Speed: 3600 RPM
t
Mininurn
Flow
25
2D
9
15
x
10
5
0 0 5 - 10 15 20 25 30 35 40 "1 , 5!0
FLOW (gpm)
EBARA Fluid Handling
www.pumpsebara.com
E (803) 327-5005 - (803) 327-5097 (faK)
2
rev. 10/11
EBARA Submersible Sump/Drainage Pumps EPD / Optima
Specif !cations
Model Optima-3AS1
EPD-3AS1
Optima-3SS1
EPD-3SS1
EPD-5AS1 and EPD-7AS1
Automatic Operation Pumps Performance: ISO 2548
Standard
Optional
Discharge Size
'h HP — 11/4 inch
1h HP and lh HP — 17, inch
Range of HP
'h, %, and 1/4 HP
Range of Performance
Capacity 2.7 to 72 GPM
Head 9.3 to 57 feet
Limitation
Maximum Water Temperature
122oF/5OoC
Solids
'N' Spherical (2% by concentration)
Speed
3600 RPM
Material
"s
Casing
304L Stainless Steel
Impeller
304L Stainless Steel'
Shaft
303 Stainless Steel
Motor Frame
304L Stainless Steel
Fasteners
304L Stainless Steel
Shaft Seal (Double)**
Material — Upper Side
NBR Fitted Carbon/Ceramic
1h, 1/4, 1, and 1 1h H P
Material — Lower Side
NBR Fitted SiC/SiC
1h, 1/4, 1, and 1 1h H P
Impeller Type
Semi -Open
Bearing
Sealed Ball Bearing
Motor
Air -filled, Insulation Class F, 2 Pole,
Rated Continuous Duty —
Permanent Split Capacitor
Single Phase
115 volt
Motor Protection
Built-in Motor Protection with
Auto Reset
Power Cord
UUCSA SJTaw-A with ECS No. 250
capplug with grounding pin —
20 R. Length
Rated 15 Amp 125V — NEMA 5-15P
Automatic Float Switch
Mechanical Float
ITEM NO. Optima-3AS1 — Impeller material is Thermo Plastic-Noryl GFN2
Optima-3 & EPD-3 —'h HP Shaft Seal is single mechanical sea] (lower side) and 1 lip seal (upper side)
— Mechanical Seal material: Carlon/CeramidFPM
EBARA Fluid Handling
www.pumpsebara.com 18
(t) 803 327-5005 - (f) 803 327-5097 rev. 12/07
EBARA Submersible Sump/Drainage Pumps EPD / Optima
Specifications
Model Optima-3MS1
EPD-3MS1
EPD-5 to 15
Manual Operation Pumps Performance: ISO 2548
Standard
Optional
Discharge Size
1h HP — 1 Ih inch
1h HP through 1 1h HP — 1 1h inch
Range of HP
1h, 1h, 1/4, 1, and 11hHP
Range of Performance
Capacity 2.7 to 86 GPM
Head 9.3 to 61 feet
Limitation
Maximum Water Temperature
122017/500C
Solids
V Spherical
Speed
3600 RPM
Materials
Casing
304L Stainless Steel
Impeller
304L Stainless Steel*
Shaft
303 Stainless Steel
Motor Frame
304L Stainless Steel
Fasteners
304L Stainless Steel
Shaft Seal (Double)"
Material — Upper Side
NBR Fitted Carbon/Ceramic
1h, 1/4, 1, and I 1h HP
Material — Lower Side
NBR Fitted SiC/SiC
1/2, 1/4, 1, and 11h HP
ImpellerType
Semi -Open
Bearing
Sealed Ball Bearing
Motor
Air -filled, Insulation Class F, 2 Pole,
Rated Continuous Duty —Permanent
Split Capacitor
Single Phase
115V
Three Phase
230V or 460V
Motor Protectiont
Built-in Motor Protection with
Auto Reset
Power Cord
Single Phase
UUCSA SJTOW-A with ECS No.
250 cap plug with grounding pin —
20 Ft. Length
Rated 15 Amp 125V — NEMA 5-15P
Three Phase
UUCSA STOW -A water resistant,
stripped end jacket removed 2"
and conductor stripped 'h" —
20 Ft. length
ITEM NO. Opfima-3AS1 — Impeller material is Thermo Plastic-Noryl GFN2
Opfima-3 & EPD-3 - 1h HP Shaft Seal is single mechanical seal (lower side) and 1 lip seal (upper side)
— Mechanical Seal material: Carbon/CeramiGIFPM
t Three Phase models require user to provide motor protection
EBARA Fluid Handling
www.pumpsebara.com 19
EBPaA (t) 803 327-5005 e (f) 803 327-5097 rev. 12107
EBARA Submersible Sump/Drainage Pumps EPD / Optima
Nameplate & Model No./Item No. Explanation
NAME PLATE
EBARA PUMP
No. (Serial Number) a)
Model a
CAP.
I USGPM
1 0
HEAD
I Fr
I q)
Q) PHASE INDUCTION MOTOR
8 kW SHP
60 Hz
a v
0 A
POLE 2 1 INS. CLASS F I MAX AMB. 122- F_
MOTOR MODEL 0
EBARA INTERNATIONAL CORPORATION
ROCK HILL, SOUTH CAROLINA
EaAPA I
MODEL No. DESIGNATION:
EPD SERIES PRO*DRAINER
ITEM No. DESIGNATION:
F-)(AMPLF:
EPID 3 M S 1
F
HORSEPOWER
M - MANUAL
3 = 1/3 HP
A - AUTOMATIC
5 = 1/2 HP
S - SLIMLINE
AUTOMATIC
7 = 3/4 H.
10= I HP
S - SINGLE PHASE
15 = 11h HP IT
-THREE PHASE
1 = 115 VOLT
EBARA PUMP TYPE
2 = 230 VO
�
4 = 460 VOLT
EXAMPLE: 32 _Z707 A U 6.3 S
OUTLET DIA. IN MM A: AUTOMATIC 6.3: 60HZ - 1/3 HP
32 MM - 174 INCH NON:MANUAL 6.6:60HZ-1/2HP
40 MM - V/2 INCH S: SLIMLINE 6.9: 60HZ - 3/4 HP
AUTOMATIC 61.1 :60HZ -I HP
61.3: 60HZ - I 1h HP
a)
(2)
(M
@
(5)
(6)
T
(B
a
(0
(5
0pfta-3MS1
32Z707U6.3S/A
40
5
5
23
1
03
1/3
115
4
-0
SM
Optima-21AS1
32Z707AU6.3S(A
SA
Optima-21SS1
32Z707SU6.3S/Al
EPD-3MS1
32P707U6.3S/A
45
5
5
25
SIM
EPD-3AS1
32P707AU6.3S/A
SA
EPD-3SS1
32PI707SU6.3SIA
EPD-5MS1
40P707U6.6S
73
10
40
30
I
10.6
1/2
9
SM
EPD-5AS1
40P707AU6.6S
I
I
I I
I
I
Y
SA
EPD-5MT2
40P707U6.62
R16
3
230
3.1
SM
EPD-5MT4
40P707U6.64
If
460
1.55
SM
EPD-7MS1
401?707IJ6� 9q
58.5
30
50
1
0.9
3/4
115
12.0
SM
EPD-7AS1
40P707AU6.9S
I
I
I
*
EPD-7MT2
40P707U6.92
3
230
3.8
_�LA_
SM
EPD-71VIT4
4OP707U6.94
460
2
SM
EPD-10MT2.
4OP707U61.12
83.5
20
27
50
1.1
1
230
4.8
SM
EPD-10MT4
40P707U61.11Ta:j:
T
460
.51
EPD-15MT2
4OP707U61.32
81.5
30
42
_1
50
-
.3
172
-
230
5.3
EPD-15MT4
QP707U6�1.34
'JI
460
2.7
EBARA Fluid Handling
www.pumpsebara.com 20
(t) 803 327-5005 - (f) 803 327-5097 rev. 12107
EBARA Submersible Sump/Drainage Pumps EPD / Optima
Troubleshooting Checklist
PROBLEM
POSSIBLE CAUSES
Pump does not run or
e Line circuit breaker is off, or fuse is blown or loose.
hums.
- Water level in sump has not reached turn -on level as indicated in
installation drawing.
* Pump cord is not making contact in receptacle.
* Float is stuck. It should operate freely in basin.
- If all of the above are OK, then the motor winding may be open.
Pump runs but does not
- Check valve is installed backwards. Arrow on valve should point in
deliver water.
direction of flow.
- Discharge shut-off valve (if used) may be closed.
* Pump is air -locked. Start and stop several times by plugging and
unplugging cord. Check for clogged vent hole in pump case.
a Impeller or volute openings are fully or partially clogged. Remove
pump and clean.
* Inlet holes in pump base are clogged. Remove pump and clean
the openings.
@ Vertical pumping distance is too high. Red ce distance or resize pump.
Pump runs and pumps out
e Float is stuck in up position. Be sure float operates freely in basin.
sump, but does not stop.
9 Detective float switch.
Pump runs but delivers
e Pump is air -locked. Start and stop several times by plugging and
only a small
unplugging cord.
amount of water.
Check for clogged vent hole in pump case.
Vertical pumping distance is too high. Reduce distance or resize pump.
Inlet holes in pump base are clogged. Remove pump and clean
the openings.
Impeller or volute openings is fully or partially clogged. Remove
pump and clean.
Fuse blows or circuit
- Pump impeller is partially clogged with tar or paint, causing motor
breaker trips when
to run slow and overload, Remove pump and clean.
pump starts.
- Pump impeller is partially clogged with tar or paint, causing motor
to run slow and overload. Remove pump and clean.
Motor stator may be defective.
Fuse size or circuit breaker may be too small.
Impeller or volute openings are fully or partially clogged. Remove
pump and clean.
Motor runs for a short
* Inlet holes in pump base are clogged. Remove pump and clean
time, then stops.
the openings.
- Pump impeller is partially clogged with tar or paint, causing motor
to run slow and overload. Remove pump and clean.
Motor stator may be defective.
Impeller or volute openings are fully or partially clogged. Remove
pump and clean.
EBARA Fluid Handling
www.pumpsebara.com 21
(t) 803 327-5005 - (f) 803 327-5097 rev. 12107
EBARA Submersible Sump/Drainage Pumps EPD / Optima
Maintenance and Service
WARNING: Pump warranty becomes void if you remove motor housing, unscrew
impeller, or otherwise remove impeller seal.
If pump does not operate properly, follow the steps shown under Troubleshooting.
For any work on pump or switch, always unplug power cord(s). Do not just turn
off circuit breaker or unscrew fuse.
Cleaning float
If pump becomes inoperative because of trash accumulation on the float, remove pump
from sump and clean float switch.
Wipe all water and dirt from the pump and float switch.
Be sure float switch operates freely after cleaning.
Cleaning impeller and volute case
Remove screws that hold lower base to housing.
CAUTION: Do not remove motor housing or unscrew impeller. Use screwdriver to pry
base from housing. Pry in several places.
Be sure impeller turns freely after cleaning. Clean out holes in the pump base and wash
thoroughly before replacing.
Manufacturing Year and Month
"'-J� - I
YEAR
INDICATION
2002
C
2003
D
2004
E
2005
F
2006
G
2007
H
2008
1
2009
K
2010
L
2011
M
2012
N
2013
0
2014
P
2015
a I
MONTH
INDICATION
JAN.
1
FEB.
2
MAR.
3
APR.
4
M
5
JUN.
JUL.
-6
7
AUG.
8
SER
9
OCT
x
NOV.
Y
DEC.
z
EBARA Fluid Handling
www.pumpsebara.com 22
(t) 803 327-5005 - (f) 803 327-5097 rev. 12107
EBARA Submersible Sump/Drainage Pumps EPD / Optima
Sectional View — Optima-3MS1
Manual Type Output
58/59
242/243 213
246
97/98 235
256/257 MO-�
Ground Wire
92
-232
57
2DO 206
00 0 0 207
0 0
tmm�� 0 IV
Suction Cover Strainer
Refer to page 29 for Material Details.
EBARA Fluid Handling
www.pumpsebara.com 23
(t) 803 327-5005 - (f) 803 327-5097 rev. IN7
EBARA Submersible Sump/Drainage Pumps EPD / Optima
Sectional View — EPD-3MS1
Manual Type Output
58/59
242/243 213
246
97/98 235
256/257 sik�
Ground Wire
EPD-3MS1
232
92
94 206 01 57
01
2001t0ow 11 -1 T 207
0 Suction Cover Strainer
Refer to page 31 for Material Details.
EBARA Fluid Handling
www.pumpsebara.com 24
(t) 803 327-5005 - (f) 803 327-5097 rev. 12/07
EBARA Submersible Sump/Drainage Pumps EPD / Optima
Sectional View — P707U / EPD-5MT2(4), 7MT2(4), 1 OMT2(4),15MT2(4)
Manual Type Output 1/2 to 1 1
* Recommended sr
Part No.
No.
Part
Name
Material
ASTM, AISI
Code
No. for
1 Unit
007
Outer Casing
304 Stainless
AISI 304
1
009
Inner Casing
304 Stainless
AISI 304
1
016
Seal Cover
304 Stainless
AISI 304
1
021
Impeller
304 Stainless
AISI 304
1
039
Key
304 Stainless
AISI 304
1
048
Impeller Nut
304 Stainless
AISI 304
1 set
.111-1
Mechanical Seal
1 set-
-111-2
Mechanical Seal
1 set
120
Conneclion Band
304 Stainless
AISI 304
200
Liftina Hanaer
304 Stainless
AISI 304
1
244
Strainer
304 Stainless
AISI 304
1
801
Rotor
I
802
Stator
1
811
Submersible Cable
SOW-A/SO
1
814
Motor Frame
304 Stainless
AISI 304
1
816
Bracket
304 Stainless
AISI 304
1
817
Bracket
304 Stainless
AISI 304
1
830
Shaft
303 Stainless
AISI 303
1
842
Motor Cover
1
*849-1
Ball Bearing
1
*849-2
Ball Bearing
1
862
Cable Foot
NBR
1
EBARA Fluid Handling
www.pumpsebara.com 25
E3PW-1A (t) 803 327-5005 * (f) 803 327-5097 rev. 12/07
EBARA Submersible Stainless Steel Pumps Optima/EPD
Contents
Model No.
Item No.
Specifications
Selection
Chart
Performance
Curve
Dimensions
Sectional View
Pump
Motor Data
Optima-3AS1
32Z707AU6.3S/A
1-102
1-107
1-107
1-108
1-109
1-119 — 1-125
1-110
..................................
1-112
.................................
1-110
............... ..................
1-114
................................
1-115
.................................
1-116
............... I .... I .............
1-117
1-118
..................................
1-117
..................................
1-118
EPD-3AS1
32P707AU6.3S/A.
Opfima-3SSI
32Z707SU6.3S/A
EPD-5AS1
40P707AU6.6S
EPD-7AS1
40P707AU6.9S
1-103
Opfima-WS1
32Z707U6.3S/A
EPD-3MS1
32P707U6.3SA
EPD-5MS1
40P707U6.6S
EPD-5MT2
40P707U6.62
EPD-5MT4
40P707U6.64
EPD-7MS1
40P707U6.9S
EPD-7MT2
40P707U6.92
EPD-7MT4
40P707U6.94
EPD-10MT2
40P707U61.12
EPD-10MT4
40P707U61.14
EPD-15MT2
4OP707U61.32
EPD-15MT4
40P707U61.34
@ C GO -Us Vote: L/LandCSA/isted, Model Optima UL certified only.
EBARA Fluid Handling
www.pumpsebara.com 1-100
E (803) 327-5005 - (803) 327-5097 (fax) rev. 03/12
EBARA Submersible Stainless Steel Pumps OptimWEPD
Model Designation
71=&2=K
MOE
E
HP
3 = 1/3 HP <
5 =12 HP
7 =/4 HP
10=1 HP
15 = 1% HP
OPERATION
M =Manual <
A= Automatic
S= Slimline Automatic
PHASE
S — single phase <
T — three phase
VOLTAGE
1 — 115 <
2-230
4-460
*Note: Only the 1/3HP units offer both a plastic impeller and a stainless steel impeller.
EBARA Fluid Handling
E� www.pumpsebara.com 1-101
EBARA (803)327-5005 * (803)327-5097(fax) rev. 09/08
EBARA Submersible Stainless Steel Pumps Optima/EPD
Specif ications
Model Optima-3MS1
EIRD-31VIS1
EPID-5 to 15
Manual Operation Pumps
Performance: ISO 2548
Standard
Optional
Discharge Size
1/3 HP - V/4 inch
1/2 HP through 172 HP - 11/2 inch
Range of HP
1/3,1/2,1/4, 1, and 11/2HP
Range of Performance
Capacity 2.7 to 86 GPM
Head 9.3 to 61 feet
Limitation
Maximum Water Temperature
122oF/50*C (140*F/60'C intermittent duty)
Solids
W Spherical (2% by concentration)
Synchronous Speed
3600 RPM
Materials
Casing
304L Stainless Steel
Impeller
304L Stainless Steel'
Shaft
303 Stainless Steel
Motor Frame
304L Stainless Steel
Fasteners
304L Stainless Steel
Shaft Seal (Double)**
Material - Upper
NBR Fitted Carbon/Ceramic 1/2,1/4, 1, and 11/2 HP
Material - Lower
FPM Fitted Silicon Carbide/Silicon Carbide
1/2,3/4, 1, and 11/2 HP
Impeller Type
Semi -Open
Bearing
Sealed Ball Bearing
Motor
Air -filled, Insulation Class F, 2 Pole, Rated
Continuous Duty -Permanent Split Capacitor
Single Phase
115 V
Three Phase
230V or 460V
Motor Protection'
Built-in Motor Protection with Auto Reset
Power Cord
Single Phase
UUCSA SJTOW-A with ECS No. 250 cap
plug with grounding pin - 20 Ft. Length
Rated 15 Amp 125V - NEMA 5-15P
Three Phase
UUCSA STOW -A water resistant, stripped end
jacket removed 2" and conductor stripped 1/8"
20 Ft. length
ITEM NO. Optima-3MS1 — Impeller material is Thermo Plastic-Nor� GFN2
Optima-3 & EPD-3 — 1/3 HP Shaft Seal is single mechanical seal (lower side) and 1 lip seal (upper side)
— Mechanical Seal material: Carbon/Ceramic/FPM
'Three Phase models require user to provide motor protection
EBARA Fluid Handling
www.pumpsebara.com 1-103
E (803) 327-5005 - (803) 327-5097 (fax) rev. 09/08
EBARA Submersible Stainless Steel Pumps EPD 1h HP
Sample Specifications
E
1. Scope of supply
Fumish and install EBARA Model Submersible Stainless Steel Pump(s). Each unit shall be rated at GPM
at feet TDR
The pump(s) shall be designed to pump dirty waters containing IN' spherical solids without damage during operation.
The pump(s) shall be designed so that the pump shaft horsepower (BHP) shall not exceed motor rated horsepower
throughout the entire operating range of the pump performance curve. Pump(s) shall be built to operate whether
fully or partially submerged.
2. Casing and Impeller
Major parts of the pumping unit shall be manufactured of stainless steel. The casing, impeller, motor frame, and
fasteners shall be manufactured of 304 stainless steel. The impeller shall be semi -open design. The pump(s) shall
have a discharge size of 11/4" NPT.
3. Shaft seal
The pump(s) shall be furnished with a single mechanical and a single lip seal (rubber).
4. Motor
The pump motor shall be 1/3HP, 0.3 KA, 115 Volt, 60Hz, single phase. Motor shall be air filled with Class F
insulation and shall be of split capacitor design. The motor shall be supplied with built-in thermal protection with
automatic reset and shall be rated for continuous duty. Motor shaft shall be 303 stainless steel.
5. Motor cable
Pump motor cable shall be suitable for submersible pump applications. Cable shall have 20 feet UUCSA approved
water resistant #16 AWG cord.
6. Option
A mechanical, non -mercury float switch is available in pumps with automatic operation.
EBARA Fluid Handling
www.pumpsebara.com
(803) 327-5005 - (803) 327-5097 (fax)
1-1105
rev. 09/08
EBARA Submersible Stainless Steel Pumps Optima/EPD
Performance Table
Capacity in Gallons Per Minute
Total Head
Item No
5
10
15
20
25
30
35
40
45
50
55
Optima-3
1/3 HP
40
33
25
14
EPD-3
1/3 HP
45
38
30
20
7
EPD-5
1/2 HP
1 66
57
49
1 40
29
17
1
1
EPD-7
1/4 HP
71
63
54
45
35
25
14
EPD-10
1 HP
81
74
65
56
46
36
26
15
EPD-15
11/2 HP
85
77
1
68
58
48
1
38
26
1
EPD/Optima Performance Curve
'a
cis
70
60
50
40
30
20
10
0
0 10 20 30 40 50 60 70 80 90
Flow (gpm)
100
EBARA Fluid Handling
www.pumpsebara.com 1-107
E (803) 327-5005 - (803) 327-5097 (fax) rev. 10/11
EBARA Submersible Stainless Steel Pumps OptimWEPD
Dimensions
Project: Model: Chk'd: Date:
Model Optima-3MS1
EPD-3MS1
EPD-5 to 15M
Manual Operation Pumps
ZI
Dimensions: inch
Phase
Discharge
Size
Model
HP
Pu P &Motor
Cable Size
Weight
lbs.
A*
B
C
D
E
O.D.
Length
174
Optirria-301
1/3
1014
9/32
6A6
2%
174
0.335
20 FT.
11
Single
174
EPD-3MS1
1/,
10'/4
9132
VA6
2%
11/4 .
0.335
20 FT.
11
11h
EPD-5MS1
1h
173/is
13%
8'/4
23/6
1 Ih
0.335
20 FT.
26
1 Ih
EPD-51VIT2
lb
131/8
12%
81/4
2%
1 Ih
0.335
20 FT.
26
Three
1 Ih
EPD-51VIT4
1h
137/.
12%
874
T1.
1 1/,
0.335
20 Fr.
26
Single
11h
EPD-7MS1
14
17'lis
13%
8'/4
2%
11/2
0.335
20 FF.
29
11h
EPD-71VIT2
14
137/8
12%
81/4
21/8
1 Ih
. 0.335
20 FT.
29
11b
EPD-71VIT4
14
13716
12%
81/4
21/a
11/2
0.335
20 FT.
29
11/2
EPD-10MT2
1
14'Ae
13%
8/4
218
112
0.335
20 FT.
31
Three
1 Ih
EPD-IOMT4
1
14"Ae
13%
81/4
2,1/.
11h
0.335
20 FT.
31
11h
EPD-15MT2
11h
1VA.
13%
81/4
Th
1 %
0.335
20 FT.
31
1 Ih
EPD-15MT4
1 Ih
1VA.
13%
81/4
Th
1 Ih
0.335
20 FT.
31
Dimensions: mm
Phase
Discharge
Size
Model
PU p & Motor
Cable Size
Weight
kg.
--
A7*
B
C
D I
E .
O.D.
Length
31.75
Optima-31VIS1
-HP
1/3
273
231
167
60
31
8.50
6.09 M
5
Single
31.75
EPD-3MS1
1/,
273
231
167
60
31
8.50
6.09 M
5
38.10
EPD-5MS1
1h
437
340 1
210
60
38
8.50
6.09 M
12
38.10
EPD-51VIT2
1h
352
315
210
60
38
8.50
6.09 M
12
Three
38.10
EPD-51VIT4
1h
352
315
210
60
38
j 8.50
6.09 M
12
Single
38.10
EPD-71VIS1
'/4
437
340
210
60
38
1 8.50
6.09 M
13
38.10
EPD-71VIT2
'A
352
315
210
60
38
8.50
6.09 M
13
38.10
EPD-71AT4
14
352
315
210
60
38
8.50
6.09 M
13
38.10
EPD-10MT2
1
377
. 340
210
60
38
8.50
6.09 M
14
Three
38.10
EPD-IOMT4
1
377
340
210
60
38
8.50
6.09 M
14
38.10
EPD-15MT2
11h
377
340
210
- 60
38
8.50
6.09 M
14
38.10
EPD-15MT4
1,h
377
340
210
60
38
1 8.50
6.09 M
14
NOTE., *A dimension listed = maximum height
PIGGY -BACK Plug comes on single phase manual pumps
Three phase Pumps 00 NOT come Wth plug - Jacket is removed 2 inches & conductors are stripped 'h inch.
EBARA Fluid Handling
www.pumpsebara.com 1-109
EBAFIA (803)327-5005 - (803)327-5097(fax) rev. 09/08
EBARA Submersible Stainless Steel Pumps Optima/EPD
Sectional View — Part Number Reference
Proiect: Model: Chk'd: Date:
Model EPD-3AS1
EPD-3MS1
N'
PART NAME
MATERIAL
STANDARD
Qty-
1
Suction cover
EN 1.4301 (AISI 304)
1
4
Casing cover
EN 1.4301 (AISI 304)
1
6
Shaft with rotor
EN 1.4305 (AISI 303)
1
7
Impeller
EN 1.4301 (AISI 304)
1
11
Mechanical sea]
I
12
Motor frame with stator
EN 1.4301 (AISI 304)
1
13
Motor cover
EN 1.4301 (AISI 304)
1
19
Lower ball bearing
1
20
Upper ball bearing
1
21
Adjusting ring
1
23
Capacitor
1
26
O-ring
NBR
1
27
O-ring
NBR
1
28
O-ring
NBR
1
29
O-ring
NBR
1
30
Washer
EN 1.4301 (AISI 304)
-
1
33
Seegerring
Carbon steel TC80
UNI 7435
1
34
Impeller nut
A2 - 70 UNI 7323
UNI 5721
1
37
Pump casing
EN 1.4301 (AISI 304)
-
1
44
Strainer
EN 1.4301 (AISI 304)
1
45
Upper bearing housing
EN 1706 AC-46000 D
1
46
Lower bearing housing
EN 1706 AC-46000 D
1
52
Terminal insulating base
PA6
1
53
Terminal insulating box
PA6
1
54
Power cable
1
55
Switch
-
1
57
Spacer
EN 1.4301 (AISI 304)
2
58
Power cable connector
OT 58 UNI 5705-65 Nickel -plated Brass
1
59
Switch cable connector
OT 58 UNI 5705-65 Nickel -plated Brass
1
91
1 Washer
EN 1.4301 (AISI 304)
1
92
Lip seal
NBR
1
94
Shaft sleeve
EN 1.4305 (AISI 303) ceramic coated
1
95
O-ring
NBR
1
96
O-ring
NBR
1
97
Power cable connector
NBR
1
98
Switch cable connector
NBR
1
100
O-ring
NBR
1
123
Handle
PP
1
200
Screw
A2 - 70 UNI 7323
UNI 7687
4
201
Screw
A2 - 70 UNI 7323
UNI 7687
1
204
Screw
A2 - 70 UNI 7323
UNI 7687
1
206
Screw
A2 - 70 UNI 7323
UN17687
3
207
Screw
A2 - 70 UNI 7323
UNI 7687
2
208
Screw
A2 - 70 UNI 7323
UNI 7687
3
213
Screw
A2 - 70 UNI 7323
UNI 7687
1
232
Washer
PA6
-
1
235
Washer
Zinked Steel
UNI 8842
1
242.
Washer
EN 1.4301 (AISI 304)
-
1
243
1 Washer
EN 1.4301 (AISI 304)
1
246
Ground wire
1
256
Strain relief
I
257
Strain relief
1
260
Oil
I Esso Marco] 152
40 cc
300
Minimum suction system
I Thermoplastic elastomervulcanizate
-
EBARA Fluid Handling
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EBARA Submersible Stainless Steel Pumps Optima/EPD
Sectional View
Project: Model: Chk'd: Date:
Model EPD-3MS1
Manual Operation Pumps
EPD-3MS1
213
242/243
246
97/98
235
256/257 4!0��
Ground Wire
U u
Suction Cover
Refer to page 112 for Material Details.
Strainer
232
57
207
EBARA Fluid Handling
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E (803)327-5005 - (803)327-5097(tax) rev. 09/08
EBARA Submersible Stainless Steel Pumps EPD, Optima - PRO Drainer
Motor Specification
Proiect: Model: Chk'd: Date:
Model Optima 3A, 3M and 3S - 2 Pole Motor Specification
RATING
LOCKED
CABLE
PERFORMANCE DATA
RESISTANCE
GAUGE
OUTPUT
PHASE
ROTOR
INSLILA-
TION
OVER LOAD
AT RATING POINT
AT 20*C
Symbols
(HIP)
CURRENT
CLASS
PROTECTION
TYPE
No. OF
LENGTH
OHMS
Auto/Manual
_;;
VOLTAGE
CURRENT
SPEED
A
COND
�AW G
Ft
EFFICIENCY
POWER
V
A
R.P.M.
%
FACTOR %
BUILT-IN
1.2
1/3
SINGLE
115
4.4
3340
10
F
AUTO
3
20
67
96
4/10.6
SA/SM
RESET
Model EPD - 2 Pole Motor Specification
RATING
LOCKED
CABLE
PERFORMANCE DATA
RESISTAN ICE
No. OF
GAUGE
LENGTH
HIP
PHASE
ROTOR
CURRENT
INSULA-
TION
OVER LOAD
PROT ECTION
AT RATING POINT
AT 20oC
Symbols
AuWM'r"JW
VOLTAGE
-
CURRENT
-
SPEED
--
-
EFFICIENCY
POWER
A
CLASS
TYPE
COND
Ft
OHMS
V
A
R.P.M.
MWFAWG
%
FACTOR %
SINGLE
115
4.4
3340
10
BUILT-IN
AUTO
RESET
It-
AN
0
"3
3
1.251
#16
20
67
96
4/10.6
SAISM
SINGLE
115
9.0
3430
36
3
1.25
#16
20
66.5
93
0.98/2.6
SAISM
230
3.2
3450
19
�kt-
4
1.25
#16
20
72.5
76
5
THREE
SM
460
1.55
3440
9.5
4
1.25
#16
20
72.5
70
21.5
SINGLE
115
12.2
3440
48
BUILT-IN
AUTO RESET
3
1.25.
#16
20
66.5
96
0.75/2.3
SA/SM
230
3.8
3420
24
-
4
1.25
1 #16
20
73
79
4.1
3/4
F
THREE
C0
460
2
3440
12
-
4
1.251
#16
20
75.5
75
16
SM
230
4.8
3450
31
-
4
1.251
#16
20
76
75
3.2
1
THREE
460
2.5
3460
17
4
1.25
#16
20
75.5
75
11
SM
230
5.3
3420
31
4
1.25
#16
20
76
80
3.2
1 '/2
THREE
1 460
2.7
3430
17
1
4
1.25
#16
20
76
so
11
SM
EBARA Fluid Handling
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EBARA Submersible Stainless Steel Pumps Optima/EPD
Dimensions
Proiect: Model: Chk'd: Date:
- Output 1/3HP Single Phase
WITHOUT FLOAT SWICH
EBARA Fluid Handling
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EBARA (803) 327-5005 - (803) 327-5097 (fax)
WITH FLOAT SWICH
1-120
rev. 09/08
EBARA Submersible Stainless Steel Pumps EPD, Optima — PRO Drainer
Electrical Data
Proiect: Model: Chk'd: Date:
- 1/3 to 3/4HP, 60HZ, Single Phase, 115 Volt
ITEM NO.
Optima-3
EPD-3
EPD-5
EPD-7
Output (HP)
1/3
1/3
1/2
3/4
Phase
1
1
1
1
Name-
Poles
2
2
2
2
Plate
Rating
Volts
115
115
115
115
Amperes
4.4
4.4
9
12.2
Speed
3350
3350
3430
3410
Insulation
Class
F
F
F
F
Capacitor /j F
Start
—
—
—
—
Run
20
20
55
63
No Load
Amperes
3.4
3.4
5.5
5.6
Test
Wafts
180
180
300
300
Resistance at
Main Coil
4
4
0.98
0.75
20*C OHMS
Aux. Coil
10.6
10.6
2.6
2.3
100%
Current Amp.
4.4
4.4
9
12.2
Efficiency %
67
67
66.5
66.5
Load
Power Factor %
96
96
93
96
Speed RPM
3340
3340
3430
3440
Locked Rotor Torque %
36
36
53
47
Locked Rotor Current Amp.
10
10
36
48
Vibration Micron
Noise Phon (50 cm)
Number Starts
Per Hour
20
20
20
20
Design Standard
NEMA (EQUIVALENT)
Voltage Tolerance %
±5
Frequency Tolerance %
±5
(Ref. data Mfr.'s Symbols) Auto/Manual
SA/SM
SA/SM
I SA/SM T
SA/SM
EBARA Fluid Handling
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E (803) 327-5005 - (803) 327-5097 (fax) rev. 09/08
Model EPID, Optima
PRO Drainer
Submersible Sump/Drainage Pump
Operating Instructions, Installation & Maintenance Manual
(@ CCU. -Note: UL and CSA listed, Model Optima UL certified only.
wEBARA Fluid Handling EBARA International Corporation
EBARA
Thank you for purchasing this EBARA Stainless Steel Sump
Pump. We hope you are pleased with your purchase and that
our pumps will provide you with long service life and excep-
tional performance.
To ensure satisfactory service life, there are several consid-
erations regarding proper installation, operation and power
source. Please review the recommendations outlined within
the installation and operation manual.
Please contact your supplier (supplying dealer or contractor)
if service is necessary or if you have any questions or need
further assistance.
Please retain the following information for your records and to
help expedite service:
Purchase Date:
Purchased From:
Serial No:
(Located on the pump nameplate)
Note: For assistance locating the serial number and name plate, please
refer to page 17 of your owner's manual.
EBARA Fluid Handling www.pumpsebara.com
1651 Cedar Line Drive a Rock Hill, SC 29730 - (803) 327-5005 - (803) 327-5097 (fax)
EBARA Submersible Sump/Drainage Pumps EPD / Optima
Important Safeguards
To reduce risk of injury; always follow these instructions and safety precautions
when using this pump and to maintain warranty.
Read All Instructions Prior to Installation
(SAVE THESE INSTRUCTIONS)
Installation/Operation:
- Never lift or carry pump by the electrical cord. Use a chain or rope affixed
on handle to install/remove pump. To reduce potential damage to the pump
from inadvertent lifting by the electrical cord, please refer to "Proper Lifting"
located on the following page.
* This pump must be operated fully submerged. Pump must be shutdown if
sump, pit or pond level drops below the motor housing.
* Pump is designed to pump clean water (maximum temperature of 122* F)
with suspended solids up to 3/8 of an inch. Larger solids will clog the
suction strainer plate leading to dry running and subsequent failure (Note:
Pumping sand, gravel, and other hard debris will shorten the life of the
pump). Elevate the pump with bricks or other support above the sump, pit or
pond bottom if debris is present. Consult dealer for other fluids.
- Clean filter basin when cleaning inlet filter media when pump is shutdown.
* If used with a float switch, the float must have a full range of motion to
operate properly without obstruction. Consult dealer for minimum dimensions
required for proper float operation.
* Pump should be mounted upright only (vertical). Never lay the pump on its side.
Electrical Requirements:
- Pump must be operated with a GFI breaker of at least 20 amps.
- High OR Low Voltage can damage the pump. Power from your utility or generator
set cannot be more or less than ±5% of the rated voltage on the pump.
Maximum distance from power source and pump must not exceed 100 feet
using 16/3 electrical cables. This distance is from the breaker box and
includes the pump cord. If the run is longer, consult a qualified electrician or
your dealer.
Lightning strikes can destroy the capacitor in your pump. Ensure proper
protection is provided.
Consult operator manual for other operation and application information,
EBARA Fluid Handling
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EHAaA (t) 803 327-5005 - (f) 803 327-5097 rev. 12/07
EBARA Submersible Sump/Drainage Pumps EPD / Optima
Important Safeguards
Proper Lifting:
A separate chain or rope should be attached to the handle for normal lifting.
Please note that this will help prevent damage due to inadvertent lifting of
the pump by the power cord
EBARA Fluid Handling
www.pumpsebara.com
(t) 803 327-5005 - (f) 803 327-5097
Rope attached to automatic pump
for lifting and installation.
Rope attached to manual pump for
lifting and installation.
6
rev. 12/07
EBARA Submersible Sump/Drainage Pumps EPD / Optima
Contents
Section Page
General Application Information ................................... 7
Safety Information and Introduction & Specifications ...................
9
MaterialsfTbols & Installation Instructions ...........................
10
Pump Inspection & Installation Instructions ..........................
11
Fixed Application Diagram & Performance Table .....................
13
Manual Operation Type Motor Wiring Diagram .......................
15
Automatic Operation Type Motor Wiring Diagram .....................
15
Three Phase Motor Wiring Diagram ...............................
16
Specifications .................................................
18
Nameplate Data & Model No./item No. Explanation ...................
20
Troubleshooting Checklist & Maintenance Info .......................
21
Date Code Information .........................................
22
Sectional View & Parts Reference .................................
23
Disassembly & Assembly Info ....................................
32
Warranty Information ...........................................
33
General Application Information
The Sump and Installation
If your basement does not currently have a sump installed, it would be necessary to
check local plumbing codes as to the acceptable type of sump that may be used.
Materials commonly specified are: clay tile, fiberglass, steel, concrete and polyethylene.
It may be necessary to cut a hole in the basement floor and excavate for the sump.
Plumbing and electrical contractors could advise you on proper installations of drain
tiles, sump, pump and electrical service. EBARA recommends that a solid sump base
be provided. The sump is fed by drain file placed around the outside and/or inside base-
ment walls at the footings. In applications where a gravel base must be used to relieve
hydraulic pressure under the basement floor, be sure to provide a permanent and solid
base for the pump (bricks or a steel plate). A sump cover capable of supporting 200
pounds should be employed to contain odors and for obvious safety reasons.
Electrical Installation
Electrical service for any sump pump installation must be grounded and separately fused
or breakered directly from the entrance box with a single grounding type receptacle at
the pump. The receptacle should not be less than four feet above the basement floor for
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E (t) 803 327-5005 - (f) 803 327-5097 rev. 12107
EBARA Submersible Sump/Drainage Pumps EPD / Optima
General Application Information (cont.)
safety reasons. You should never touch a sump pump or discharge piping while the
pump is connected to electrical power and water is present. The pump should be
disconnected from the electrical source before handling in all cases.
Discharge Piping Installation
To assure the maximum performance from your sump pump, the discharge pipe size
and piping fittings should not be smaller than the discharge port of the pump. Smaller
pipe will add to friction losses and reduce the capacity of the pump. Normally accepted
materials are galvanized pipe, rigid plastic pipe or acceptable flexible pipe or hose. A piece
of flexible hose between the pump discharge and the discharge piping will provide for ease
in alignment, reduce vibration and noise, and will act as a union when it is necessary to
remove the pump. Where the discharge pipe is long, a check valve is often employed to
prevent the water from flowing back into the sump when the pump turns off. If the discharge
is directed into a sanitary sewer, a suitable anti -siphon device or a free flow check valve
should be inserted in the line to prevent backflow into the pit. Sump pumps are not
designed to handle raw sewage. Do not attempt to adapt one for this type of application.
A sewage ejector pump especially designed to handle solids must be used.
Pump Installation
When the sump, electrical and discharge plumbing installation is complete and ready for
the pump, clean all solid debris from the pit. Complete the plumbing connection to the
pump and then plug the pump into the electrical outlet. A few extra minutes to test the
sump pump installation are now in order. Fill the sump with water, note the turn on and
turn off level of the pump, and the pumping cycle. This will allow you to calculate the
approximate discharge flow of the pump system. If everything is operating properly,
install the sump cover.
Pump Selection
The pump should be of sufficient capacity and head to satisfy anticipated use require-
ments. Capacity is determined by a fixture unit value if effluent is drained to sump basin.
Your local Wholesaler can assist you in fixture unit values.
Basement perimeter water intrusion varies by area and region. Typically a 1/3 HP or 1/2
HP DRAINAGE PUMP WILL EVACUATE MOST HOME SUMP PITS.
Commercial and industrial drainage applications require that calculations of pumping
volume and pumping head be performed to determine the proper size pump is applied.
NOTE. Pumping volume may vary seasonally due to rainfall and area run-off.
EBARA Fluid Handling
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(t) 803 327-5005 - (f) 803 327-5097 rev. 12107
EBARA Submersible Sump/Drainage Pumps EPD / Optima
General Application Information (cont.)
Basin and Cover
The basin should not be less than 18 inches in diameter and 24 inches deep.
Larger diameters are advisable in instances of increased pump capacity requirements:
Required I Minimum
Pump Capacity I Basin Diameter
up to 35 GPM
18"
over 35 GPM
240
over 60 GPM
30n
over 100 GPM
36"
over 150 GPM
48'
The basin should be located such that all water flows into the basin due to gravity.
Outdoor installations should be at a sufficient depth to ensure protection from freezing.
Note: Optima-3SS1 and EPD-3SS1 slimline automatic can operate in a 12" diameter
basin or 8" x 8" square basin.
Maintenance Tips
* Every three or four months:
1) Clean the pump screen or inlet opening. If your sump collects the discharge
from an automatic washing machine, cleaning will be required more often. (Before
removing the pump be sure to disconnect the unit from electrical power; and
reconnect after completion of cleaning);
2) Pour enough water into the sump to cycle the pump and assure its proper
functioning.
e Annually:
Remove and clean the pump. Clean the sump pit also.
Safety Information and Introduction
Before handling this pump, always disconnect
JAthe power first.
WThis pump should only be serviced by a qualified person or a factory
— trained person.
This instruction manual includes necessary items for installation, operation and maint
Read this manual carefully to ensure correct installation, operation and maintenance.
Be sure to keep this instruction manual on hand for future reference.
EBARA Fluid Handling
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(t) 803 327-5005 - (f) 803 327-5097 rev. 12/07
EBARA Submersible Sump/Drainage Pumps EPD / Optima
Specifications
Be careful not to exceed the given specifications in the use of your products.
Check the nameplate for your pump's head (HEAD), discharge volume (CAPACITY), speed
(SPEED), motor voltage and current. Other specifications are noted in the chart below:
ITEM NO. MODEL DISCHARGE MOTOR MOTOR WEIGHT
DIA. OUTPUT PHASE VOLTAGE
MANUAL OPERATION INCH (HPI
Optima-3MS1
32Z707U6.3S/A
174
1/3
1
115
11
EPD-3MS1
32P707U6.3S/A
174
1/3
1
115
11
EPD-5MS1
40P707U6.6S
11h
1/2
1
115
27
EPD-5MT2
40P707U6.62
11h
1/2
3
230
27
EPD-5MT4
40P707U6.64
11h
1/2
3
460
27
EPD-7MS1
40P707U6.9S
11h
3/4
1
115
28
EPD-7MT2
40P707U6.92
11h
3/4
3
230
28
EPD-7MT4
40P707U6.94
11h
3/4
3
460
28
EPD-10MT2
40P707U61.12
11h
1
3
230
31
EPD-10MT4
40P707U61.14
11h
1
3
460
31
EPD-15MT2
40P707U61.32
11h
11h
3
230
31
EPD-15MT4
1 40P707U61.34
11h
11h
1 3
1 460
1 31
20 Fr POWER CORDS — AVAILABLE ON MOST MODELS
ITEM NO. MODEL DISCHARGE MOTOR MOTOR WEIGHT
DIA. OUTPUT PHASE VOLTAGE
AUTOMATIC OPERATION INCH (HP)
Optima-3AS1
32Z707AU6.3S/A
114
1/3
1
115
11
EPD-3AS1
32P707AU6.3S/A
1 '/4
1/3
1
115
11
EPD-5AS1
40P707AU6.6S
11/2
1/2
1
115
27
EPD-7AS1
40P707AU6.9S
11b
3/4
1
115
27
20 FT POWER CORDS — AVAILABLE ON MOST MODELS
ITEM NO. MODEL DISCHARGE MOTOR MOTOR WEIGHT
SLIMLINE DIA. OUTPUT PHASE VOLTAGE
AUTOMATIC OPERATION INCH (HP)
Optima-3SS1 32Z707SU6.35S/A 1:/4
1 1/3 1 115 11
EPD-3 132P707SU6.35S/A 1/3 1 115 11
20 FT POWER CORDS — AVAILABLE ON MOST MODELS
Tools Needed
• Screw driver
• Pipe wrench
• Adjustable wrench (medium -large)
• Hacksaw with 24-tooth blade for cutting plasbc pipe
• Knife or round file for smoothing inside of all plastic pipe connectons
EBARA Fluid Handling
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(t) 603 327-5005 - (f) 803 327-5097 rev. 12tO7
EBARA Submersible Sump/Drainage Pumps EIRD / Optima
Materials Needed
* PVC or ABS pipe cement (read manufacturees instructions carefully)
* PVC or ABS pipe;
- 11/4" for Optima-3 & EPD-3
- 11/2" for EPD-5,7,10 & 15
* PVC adapter
— 1 /,"for Optima-3 & EPD-3
— 11/2" for EPD-5, 7, 10 & 15
- In line check valve
* Sump basin 18" or larger diameter plastic, fiberglass or concrete.
(See page 2 for minimum diameter basin size by pump capacity�)
* Optional: gate valve
(see installation draw�ing on page 6)
Installation Instructions
Step I Inspection: Your pump has been carefully packaged to prevent damage during
shipping. However, occasional damage does occur due to rough handling. Carefully
inspect the pump for damage that could cause it to fail.
Step 2: Attach desired length of PVC or ABS discharge pipe to pump outlet, using PVC
adapter (1 1/4" pipe and adapter for Optima-3 & EPD-3 11/2' for EPD-5, 7, 10 & 15). Make
sure open end of pipe will be above top of basin.
Step 3: Clear sump basin of any water, debris or sediment.
Step 4: Lower pump into basin.
Step 5: Attach in line check valve to discharge pipe 12" to 18" above pump discharge
with arrow pointing away from the pump (with the flow). Connect other end of check
valve securely to drain pipe and tighten clamps.
Note. Do not put check valve directly into pump discharge opening.
Step 6: Drill a 1/8" relief hole in the discharge pipe 5" above pipe connection to pump.
Step 7: Plug in pump and fill sump basin with water to test unit. Pump should turn on at
13a to 14" water level. Allow pump to go through several ON -OFF cycles to assure satis-
factory operation.
Note. If pump does not operate properly, see the troubleshooting checklist on page 12.
Septic Tank Installation
The PRO*DRAINER pumps can be used to pump septic tank effluent, but must be
installed as follows:
9 Install pump in separate compartment at the discharge side of the septic tank. Never
install pump in main tank where sludge collects.
* Use with a junction box.
WARNING: Sump basin must be vented in accordance with local plumbing codes.
These pumps are not designed for and CANNOT be installed in locations classified as
hazardous in accordance with the National Electric Code, ANSI/NEPA 70-1984.
EBARA Fluid Handling
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(t) 803 327-5005 - (f) B03 327-5097 rev. 12107
EBARA Submersible Sump/Drainage Pumps EPD / Optima
Electrical information — Single Phase (Refer to page 16 for Three
phase information)
* Pumps are 115 V, 60 Hz and are grounded to prevent electrical shock.
WARNING: Risk of electric shock —this pump is supplied with a grounding conductor
and grounding -type attachment plug. To reduce the risk of electric shock, be certain that
it is connected only to a properly grounded, grounding -type receptacle.
• Use a separate 20 amp circuit breaker or 20 amp fuse block with the pump.
• Do not use an extension cord with the pump.
• Do not cut off the ground pin or use an adapter fitting.
• Do not work on the pump or switch until any or all power cords are unplugged.
IMPORTANT INSTRUCTIONS BEFORE INSTALLATION
Failure to follow these instructions may cause serious bodily injury and/or property damage.
1 . Before installing or servicing your pump, BE CERTAIN pump power source is disconnected.
2. Installation and electrical wiring must adhere to state and local codes and must be
complete before priming pump. Check appropriate community agencies, or contact
local electrical and pump professionals.
3. CALL AN ELECTRICIAN WHEN IN DOUBT. Pump should be connected to a separate
20 amp circuit breaker or 20 amp fuse block. Plugging into existing outlets may cause low
voltage at motor, causing blown fuses, tripping of motor overload, or burned out motor.
4. Do not connect pump to a power supply until permanently grounded. For maximum
safety, ground pump to a circuit equipped with a fault interrupter device.
5. Voltage of power supply must match the voltage of the pump.
6. Before installing pump, clear sump basin of any water, debris, or sediment.
WARNING: Sump basin must be vented in accordance with local plumbing
codes. EBARA PRO*DRAINERS are not designed for and CANNOT be installed
in locations classified as hazardous in the National Electric Code, ANSVNFPA 70.
7. The sump basin should be between 18" and 24' in diameter and made of plastic,
fiberglass, or concrete.
8. The following may cause severe damage to pump and will void warranty:
a Using an extension cord.
9 Cuffing off the ground pin or using an adapted fitting.
9 Working on pump or switch while plugged in.
* Removing motor housing, unscrewing impeller, or otherwise removing impeller seal.
PIPING
Plastic PVC pipe is shown in the illustrations, but galvanized steel or copper pipe may
be used if desired. All piping must be clean and free of all foreign matter to prevent
clogging. Use thread compound on all threaded joints unless specified otherwise.
EIBARA Fluid Handling
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(t) 803 327-5005 - (f) 803 327-5097 rev. 12/07
EBARA Submersible Sump/Drainage Pumps EPD / Optima
Submersible Pump Installation
Refer to the installation illustration on the following page for the following instructions. Be
certain sump basin is clean and all power to pump is shut off. If pump fails to operate properly
after installation, refer to the troubleshooting checklist on page 12 or contact EBARA.
General Materials Needed
* One can PVC cement (read instructions carefully)
* One can thread compound (read instructions carefully)
* One male PVC adapter: 11/4" for 1/3 HP; 11h" for 1h, 1/4, 1 & 1 1h horsepower models.
- Enough rigid PVC pipe and couplings to reach from bottom of sump basin to discharge:
11/4" for 1/3 HP; 1 1h' for 'h, 1/4, 1 & 1 1h horsepower models.
* One Check Valve.
Tools Needed for all pump installations:
Pipe wrench, slot screwdriver, 24-tooth hacksaw, knife or round file.
Step 1 —Thread male PVC adaptor into pump discharge opening.
Step 2 - Cement a 15n piece of PVC pipe to adaptor. Use appropriate diameter piping.
Drill a 1/8" relief hole in the pipe 5' above pump connection. This hole prevents pump
from air -locking.
Step 3 — Clamp Check Valve to top of 15" PVC pipe with water flow arrow pointing
away from pump.
Step 4 — Lower pump into basin. Clamp needed PVC discharge pipe and fittings to
open end of Check Valve.
Step 5 — Plug in pump and fill sump basin with water. Pump should turn on at 13" to
14' water level. Perform several ON -OFF cycles to assure satisfactory operation.
Performance Table (Capacity in Gallons per Minute)
TOTAL HEAD
5
10
15
20
25
30
35
40
45
so
55
ITEM NO
ima-3 Z.
0 1
40
33
25
14
19HP 0
EPD-3 2
(L
45
38
31
20
7
1/3 HIP 0
EPD-5 .2
1/2 HIP
66
67
49
40
29
17
0
EPD-7 2
CL
63
54
45
35
25
14
314 HIP 0
EPD-10 2
a-
74
65
56
46
36
26
15
1 HIP a
EPD-15 (L
11h H P
-
-
85
77
68
58
48
38
26
I
5]
0
EBARA Fluid Handling
www.pumpsebara.com 13
E&ARA (t) 803 327-5005 0 (f) 803 327-5097 rev. 10/11
EBARA Submersible Sump/Drainage Pumps EPD / Optima
PRO Drainer Submersible (Typical) Installation Diagram
1 'b" check valve
with rubber sleeve
connectors for
11/4' and 1 V pipe
*All equipment other than pump to be
supplied by others. Pump only supplied
by EBARA.
14" Min.
Grounded type
115 volt receptacle
or approved junction
box min. height
above floor — 4 ft.
—Sump basin 18' to 24' dia.
plastic, fiberglass or concrete
Discharge piping can be PVC or
ABS plastic with proper adapters, or
can be gatv. steel
Drill 1/8' relief hole 5' above pump
discharge
Lifting handle
Mechanical float switch
Note: Optima-3SS1 and EPD-3SS1 slimline automatic can operate in a 12" diameter
basin or 8" x 8" square basin.
EBARA Fluid Handling
www.pumpsebara.com 14
(t) 803 327-5005 - (f) 803 327-5097 rev. 12107
EBARA Submersible Sump/Drainage Pumps EPD / Optima
Motor Wiring Diagram
Manual Operation Type Output (Single Phase)
* Output 1/3 to 1/4 HP
AUX COIL
E CAPACITOR
Manual Operation Type Output (Three Phase)
Output 1/2 to 11/2 HP
U
W
A
Automatic Operation Type Output (Single Phase)
- Output 1/3 to 1/4 HP MOTOR PROTECTOR
CAPACITOR
GROOND MRE
AUX COIL
EBARA Fluid Handling
www.pumpsebara.com 15
E (t) 803 327-5005 - (f) 803 327-5097 rev. 12107
EBARA Submersible Sump/Drainage Pumps EPD / Optima
Electrical Wiring —Three Phase
F 0
Check that the power is locked off and disconnected before working on
-c t I
p um I
ump. All electric work should be performed by a qualified electrician and all
t P. M
. I C
nnpabonal and local electrical codes must be observed.
(1) Wiring
a) Wire as indicated for the appropriate start system as shown in Fig. 4
b) Loose connections will stop the pump. Make sure all electrical connections are secure.
MOTOR WIRING DIAGRAM
• Model P707U
• OUtDUtlbtol'hHP
. (BLACK)
0
6_ (RED)
(WHITE)
iGREENNELLOW)
Fig. 4
U phase: black
V phase: red
W phase: white
E phase: green/yellow
ground
plate
5 * Three phase only
NOTE:
Use with approved motor control that matches motor input in full load amperes with overload
element(s) selected or adjusted in accordance with control instructions.
Utifiser un d6marreur approuW convenant au courant 6 pleine charge du moteur et dont les
616ments thermiques sont tdgl6s ou choisis conform6ment aux instructions qui I'accompagnent.
(2) Cable
a) Never let the end of the cable contact water.
b) If the cable is extended, do not immerse the splice in water.
c) Fasten the cable to the discharge piping with tape or vinyl strips.
d) Install the cable so that it will not overheat. Overheating is caused by coiling the
cable and exposing it to direct sunlight.
(3) Grounding
As shown in Fig. 5 ground the greenlyellow wire (label E). Under no circumstances
should the green/yellow wire be connected to the power supply.
(4) Use short circ ' uit breakers to prevent danger of electrical shock.
OPERATION
1. Before starting the pump:
(1) Check water level.
If the pump is operated continuously for an extended period of time in a dry condition
or at the lowest water level, the motor protector will be activated.Constant repetition of this
action will shorten pump service life. Do not start the pump again in such a situation until
after the motor has completely cooled.
EBARA Fluid Handling
www.pumpsebara.com 16
(t) 803 327-5005 - (f) 803 327-5097 rev. 12107
EBARA Submersible Sump/Drainage Pumps EPD / Optima
SPECIAL NOTICE
for Cord Connected Pumps
EBARA EPD / Optima PRO Drainer pumps are NOT
designed for and CANNOT be installed in any location
classified as hazardous by the National Electric Code
ANSI/NFPA 70.
9 Connection devices shall provide for a watertight connection to the power
supply and provide adequate strain relief for the cord.
- Installation of the box shall be a Listed watertight connection box used with
a Listed, liquid -tight fitting suitable for the cord.
- Connection boxes should be sized in accordance with National Electric
Code specifications and installed as intended for the application.
e All connection devices are to be provided by the installer.
* Only qualified personnel shall service and install the pump.
EBARA Fluid Handling
www.pumpsebara.com 17
EBAaA (t) 803 327-5005 * (f) 803 327-5097 rev. 12107
EBARA Submersible Sump/Drainage Pumps EPD / Optima
Sectional View
Automatic Type Output 1/2 to 1/4 HP (Single Phase)
* Recommended spare parts
Part
No.
pad
Marne
Material
ASTM, AISI
Code
No. for
1 Unit
007
Outer Casing
304 Stainless
AISI 304
1
009
Suction Cover
304 Stainless
AISI 304
1
016
Sea] Cover
304 Stainless
AISI 304
1
021
Impeller
304 Stainless
AISI 304
1
039
Key
304 Stainless
AISI 304
1-
048
1 Impeller Nut
304 Stainless
AISI 304
1 1 set
-111-1
Meftrical Seal
—
1 t
-111-2
MBdo*W Seal
—
1 set
se
120
Connectim Band
3134 Stainless
AISI 304
Ise
200
Uffing Hanger
304 Stainless
AISI 304
1
244
Strainer
304 Stainless
AISI 304
1
262
Float SvvitCh
I —
I
I I -i
Part
No.
part
Name
Material
ASTM, AISI
Code
No. for
1 Unit
801
Rotor
1
802
Stator
L-
1
809
Capacitor
I
811
suwemua cabb
1
814
Motor Frame
3134 Stainless
AISI 304
1
816
Bracket
304 Stainless
AISI 304
1
817
Bracket
304 Stainless
AISI 304
1
830
Shaft—
303 Stainless
AJSI 303
1
842
Motor Cover
1
*849-1
Ball Bearinq
—
1
*849-2
Ball Bearing
—
1
862
Cable Boot
NBR
1
EBARA Fluid Handling
www.pumpsebara.com 26
ERNIA (t) 803 327-5005 e (f) B03 327-5097 rev. 12107
EBARA Submersible Sump/Drainage Pumps EPD / Optima
Sectional View
Manual Type Output 1/2 to 1/4 HP (Single Phase)
* Recommended spare parts
Part
No
Part
a
Name
Material
ASTM, AISI
Code
No. for
1 Un�fit
007
Outer Casing
�Inner
304 Stainless
AIS] 304
1
009
lCasin
304 Stainless
AISI 304
1
016
Seal Cover
3D4 Stainless
AISI 304
1
021
1. ell.,
304 Stainless
AISI 304
1
039
'Key
304 Stainless
AISI 304
1
048
Impeller Nut
304 Stainless
AISI 304
1 set
-111-1
Medianical Sea[
—
I set
-111-2
Medwical Seal
—
1 set
120
Connwthn Band
304 Stainless
AISI 304
1
200
Lifting Hanger
304 Stainless
AISI 304
-�ISI
1
244
Strainer
304 Stainless
3D4
I
801
, Rotor:
Part
No.
Part
Narnee
Malon a
ASTM, AISI
Code
No. for
1 Unit
802
Stator
809
Capacitor
E304Stainlew
811
SuWwSibl. Cbi.
814
Motor Frame -
AISI 304
1
816
Bracket
304 Stainless
AISI 304
1
817
304 Stainless
304
1
830
:racket
6ft
303 Stainless
-AISI
AJSl 303
1
842
Motor Cover
*B49-1
Ball Bearing
.849-2
Ball Bearing
862
Cable Boot
NBR
EBARA Fluid Handling
www.pumpsebara.com 27
ERARA (t) 803 327-5005 # (f) 803 327-5097 rev. 12107
EBARA Submersible Sump/Drainage Pumps EPD / Optima
Sectional View — Optima-3AS1, 3SSI
Automatic Type Output
58/59
213
242/243
246
97/98
235
256/257
Ground Wire
34- Optirna-3AS1 -91 Optima-3SS1
-92
94
200 00 206-- "1000
0
Suction Cover Strainer
EBARA Fluid Handling
www.pumpsebara.com 28
(t) 803 327-5005 - (f) 803 327-5097 rev. 12107
EBARA Submersible Sump/Drainage Pumps EPD / Optima
Sectional View — Optima-3AS1, 3SS1, 3MS1
N'
PART NAME
MATERIAL
STANDARD
City.
Suction cover
EN 1.4301 (AISI 304)
—L
4
Casing cover
EN 1.4301 (AISI 304)
6
Shaft with rotor
EN 1.4305 (AISI 303)
7
Impeller
PPE+PS-HI-GF20
11
Mechanical seal
12
Motor frame with stator
EN 1.4301 (AISI 304)
13
Motor cover
PP-GF30
19
Lower ball bearing
20
Upper ball bearing
21
Adjusting ring
23
Capacitor
26
O-ring
NBR
27
O-rinQ
NBR
0-rinn
NBR
9
O-ring
NBR
30
Washer
EN 1.4301 (AISI 304)
1
r8
33
Seeger ring
Carbon steel TC80
UNI 7435
1
34
Impeller nut
A2 - 70 UNI 7323
UNI 5721
1
37
Outer casing
EN 1.4301 (AISI 304)
1
44
Strainer
EN 1.4301 (AISI 304)
45
Upper bearing housing
EN 1706 AC-46000 D
46
Lower bearing housing
EN 1706 AC-46000 D
52
Terminal insulating base
PA6
54
Power cable
55
Switch
57
Spacer
EN 1.4301 (AISI 304)
2
58
Power cable connector
PA66-GF30
59
Switch cable connector
PA66-GF30
91
Washer
EN 1.4301 (AISI 304)
1
2
Lip seal
NBR
9 9 4
Shaft sleeve
EN 1.4305 (AISI 303) ceramic coated
'5
O-rinq
NBR
96
O-ring
NBR
9,
97
Power cable boot
NBR
98
Switch cable boot
NBR
100
O-ring
NBR
123
Handle
PP
200
[2
Screw
A2 - 70 UNI 7323
UNI 7687
4
2
201
Screw
A2 - 70 UNI 7323
UNI 7687
1
2
204
Screw
A2 - 70 UNI 7323
UNI 7687
1
2061Screw
A2 - 70 UNI 7323
UNI 7687
3
207
Screw
A2 - 70 UNI 7323
20
208
Screw
A2 - 70 UNI 7323
UNI 7687
3
213
Screw
A2 - 70 UNI 7323
UNI 7687
1
232
Washer
PA6
OUNI7687
2
235
Washer
Zinked Steel
UNI 8842
1
242
Washer
EN 1.4301 (AISI 304)
-
I
243
Washer
EN 1.4301 (AISI 304)
1
1
246
Ground wire
256
Cable holder
257
Cable holder
260
Oil
Esso Marcol 152
40 cc
300
Minimum suction system
Thermoplastic elastomer vulcanizate
EBARA Fluid Handling
www.pumpsebara.com 29
E (t) 803 327-5005 - (0 803 327-5097 rev. 12107
EBARA Submersible Sump/Drainage Pumps EPD / Optima
Sectional View — EPD-3AS1, 3SS1
53/59
242/243
97/98
235
255/257
Ground Wire
EPD-3AS1
EBARA Fluid Handling
www.pumpsebara.com
(t) 803 327-5005 - (f) 803 327-5097
ge� -- T 232
ZX_j 57
01 207
0 1
Suction Cover Strainer
30
rev. 12f07
EBARA Submersible Sump/Drainage Pumps EPD / Optima
Sectional View — EPD-3AS1, 3SS1, 3MS1
N'
PART NAME
MATERIAL
STANDARD
Qty
1
Suction cover
EN 1.4301 (AISI 304)
1
4
Casing cover
EN 1.4301 (AISI 304)
6
Shaft with rotor
EN 1.4305 (AISI 303)
Impeller
EN 1.4301 (AISI 304)
11
Mechanical sea]
12
Motor frame with stator
EN 1.4301 (AISI 304)
13
motor cover
EN 1.4301 (AISI 304)
19
Lower ball bearing
26
Upper ball bearing
21
Adjusting ring
23
Capacitor
26
O-ring
NBR
27
0-4ing
NBR
28
O-ring
NEIR
29
O-dng
NBR
30
Washer
EN 1.4301 (AISI 304)
33
Seeger ring
Carbon steel TC80
UNI 7435
1
34
Impeller nut
A2 - 70 UNI 7323
UN15721
1
37
Pump casing
EN 1.4301 (AISI 304)
44
Strainer
EN 1.4301 (AISI 304)
45
Upper bearing housing
EN 1706 AC46000 D
46
Lower bearing housing
EN 1706 AC-46000 D
52
Terminal Insulating base
P�6
53
Terminal insulating box
PA6
54
Power cable
55
Switch
-
67
Spacer
EN 1.4301 (AISI 304)
2
58
Power cable connector
OT 58 UNI 5705-65 Nickel -plated Brass
1
59
Switch cable connector
OT 56 UNI 5705-65 Nlck0-plated Brass
1
91
Washer
EN 1.4301 (AISI 304)
1
92
Lip seal
NEIR
1
94
Shaft sleeve
EN 1.4305 (AISI 303) ceramic coated
1
95
O-ring
NEIR
1
96
O-ring
NEIR
1
97
Power cable connector
NEIR
1
98
Switch cable connector
NEIR
1
100
O-ring
NEIR
1
123
Handle
Pp
1
200
Screw
A2 - 70 UNI 7323
UN17687
4
201
Screw
A2 - 70 UNI 7323
UNI 7687
1
204
Screw
A2 - 70 UNI 7323
UNI 7687
1
206
Screw
A2 - 70 UNI 7323
UN17687
3
207.
Screw
A2 - 70 UN 17323
UN17687
2
208
Screw
A2 - 70 UNI 7323
UNI 7687
3
213
Screw
A2 - 70 UNI 7323
UNI 7687
1
232
Washer
PA6
-
1
235
Washer
Zinked Steel
UNI 8842
1
242
Washer
EN 1.4301 (AISI 304)
-
1
243
Washer
EN 1.4301 (AISI 304)
246
Ground wire
256
Strain relief
257
Strain relief
260
Oil
Esso Marcol 152
40 cc-
300
Minimum suction system
Thermoplastic elastomer vuicanizate
EBARA Fluid Handling
www.pumpsebara.com 31
EaNIA (t) 803 327-5005 * (f) 803 327-5097 rev. 12/07
EBARA Submersible Sump/Drainage Pumps EPD / Optima
Disassembly and Assembly
1. Disassembly
When disassembling pump, have a piece of cardboard or wooden board ready to place
the different parts on as you work. Do not pile parts on top of each other. They should
be laid out neatly in rows. The O-ring and gasket can not be used again once they are
removed. Have replacement parts ready.
Disassemble in the following order, referring to the sectional view.
Be sure to cut off power source before beginning disassembly.
(1) Loosen casing bolts and remove casing.
(2) Loosen bolt at end of pump shaft and lift impeller off shaft.
(3) Remove pump shaft key and mechanical seal. (No shaft key for 1/3 HP pumps.)
(4) Loosen inner casing bolts and remove inner casing.
Note 1: Drain the lubricant oil into a container.
(5) Remove the mechanical seal from the main shaft.
Note 2. Be careful not to cut your fingers on the shaft key groove when pulling out
the mechanical seal.
Note 3. Be careful not to scratch or bend the pump shaft during disassembly.
2. Assembly
Re -assemble in reverse order of disassembly.
Be careful of the following points.
(1) During re -assembly, rotate the impeller by hand and check for smooth rotation.
(2) Replace the O-ring.
(3) Replace all parts that are damaged.
(4) Tighten bolts evenly
Please obtain O-rings, and other parts from pump dealer.
* AM specifications subject to change without notice.
In this catalog, the particulars in I I are in accordance with the International System
of Units (SI) and given for reference only
EBARA Fluid Handling
www.pumpsebara.com 32
(t) 803 327-5005 - (f) 803 327-5097 rev. 12107
EBARA Submersible Sump/Drainage Pumps EPD / Optima
Warranty
EBARA FLUID HANDLING
ROCK HILL, SOUTH CAROLINA
MODEL Optima NO FAULT LIMITED WARRANTY
(MODELS 3MS-1 AND 3AS-1 ONLY)
EBARA FLUID HANDLING, Rock Hill, SC (EFH-RH) warrants to the original purchaser only
('Customer') that the EFH-RH Commercial Pump/Product ('Pump") Model 3MS-1 and/or
3AS-1 ONLY will be free of defects in workmanship and material for a period of twelve (12)
months from the date of installation or eighteen (18) months from the date of shipment by
EFH-RH, whichever comes first, provided that notification of any such defect is promptly
given in writing to EFH-RH. Customer may be required at EFH-RH's request to verity that it
is the Customer of the Pump and that the Pump was installed and operated in accordance
with EFH-RH's instructions for sump pumps noted in the furnished instruction manual.
EFH-RH's sole obligation under this MODEL Optima NO FAULT LIMITED WARRANTY will
be to replace the Pump or at EFH-RH's sole option, to refund the Customer an equitable
part or the entire purchase price. In no event shall EFH-RH's cost responsibility exceed the
initial purchase price paid by the Customer for the Pump. Freight charges for replacement
Pumps under this MODEL Optima NO FAULT LIMITED WARRANTY are the responsibility of
the Customer.
To obtain MODEL Optima NO FAULT LIMITED WARRANTY consideration, the original
Pump label sticker aff ixed to the Pump must be removed, submitted and received by EFH-RH
before replacement Pump or refund is provided at:
Ebara International Corporation
Attn: Optima Claims Processing
1651 Cedar Line Drive
Rock Hill, SC 29730
803-327-5005 Phone
803-327-5097 Fax
EFH-RH shall be liable only for the cost of the replacement Pump. Customer shall be
responsible for labor, cost of removal and installation at Customees premises, transportation
and insurance costs to EFH-RH and any other incidental costs. This warranty is void and
does not apply if damage is caused by improper installation, improper maintenance, accident,
alteration, abuse, or misuse.
THE FOREGOING WARRANTY IS THE SOLE AND EXCLUSIVE WARRANTY ON
THIS PUMP, AND ALL OTHER WARRANTIES, EXPRESSED OR IMPLIED,
INCLUDING ANY WARRANTY OF MERCHANTABILITY OR FITNESS FOR A
PARTICULAR PURPOSE, ARE DISCLAIMED AND EXCLUDED FROM THE TERMS
OF THIS WARRANTY. EFH-RH'S SOLE OBLIGATION IN CASE OF ANY DEFECT
WILL BE TO PROVIDE THE WARRANTY SERVICE SPECIFIED ABOVE. THE FOREGOING
IS CUSTOMER'S SOLE AND EXCLUSIVE REMEDY, WHETHER IN CONTRACT, TORT OR
OTHERWISE AND EFH-RH SHALL NOT BE LIABLE FOR ANY CONSEQUENTIAL OR
INCIDENTAL DAMAGES OF ANY KIND WHATSOEVER.
EBARA Fluid Handling
www.pumpsebara.com 33
(t) 803 327-5005 - (f) 803 327-5097 rev. 1007
EBAIRA Submersible Sump/Drainage Pumps EPD / Optima
Warranty
COMMERCIAL PUMP/ PRODUCTS LIMITED WARRANTY
EbaraFluid Handling, Rock Hill, SC ("EFH-RHI warrants to the original purchaser only
("Customer") that the EFH-RH Commercial Pump/Product ("Pump") will be free of
defects in workmanship and material for a period of twelve (12) months from the date of
installation or eighteen (18) months from the date of shipment by EFH-RH, whichever
comes first, provided that notification of any such defect is promptly given in writing to
EFH-RH. Customer may be required at EFH-RH's request to verify that it is the
Customer of the Pump and that the Pump was installed and operated in accordance
with EFH-RH's instructions.
EFH-RH's sole obligation under this warranty will be to repair or replace with a new or
reconditioned Pump, such Pump as has failed or has been found to be defective during
the warranty period, or at EFH-RH's sole option, to refund to the customer an equitable
part of the purchase price. In no event shall EFH-RH's cost responsibility exceed the ini-
tial purchase price paid by the Customer for the Pump.
EFH-RH shall be liable only for the cost of the Pump, or the cost of repair or replacement
of any defective Pump. Customer shall be responsible for labor, cost of removal and
installation at Customer's premises, transportation and insurance costs to EFH-RH and
any other incidental costs.
This warranty is void and does not apply if damage is caused by improper installation,
improper maintenance, accident, alteration, abuse, misuse or if the Pump has been dis-
assembled prior to warranty evaluation without written authorization from EFH-RH.
Warranty service and information for return procedures will be provided by EFH-RH
upon receipt of written notice describing the defect or problem to:
Ebara International Corporation
Warranty/Claims
1651 Cedar Line Drive
Rock Hill, SC 29730
803-327-5005 (Phone) # 803-327-5097 (Fax)
THE FOREGOING WARRANTY IS THE SOLE AND EXCLUSIVE WARRANTY ON
THIS PUMP, AND ALL OTHER WARRANTIES, EXPRESSED OR IMPLIED, INCLUDING
ANY WARRANTY OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR PUR-
POSE, ARE DISCLAIMED AND EXCLUDED FROM THE TERMS OF THIS WARRANTY.
EFH-RH'S SOLE OBLIGATION IN CASE OF ANY DEFECT WILL BE TO PROVIDE
THE WARRANTY SERVICE SPECIFIED ABOVE. THE FOREGOING IS CUSTOMER'S
SOLE AND EXCLUSIVE REMEDY, WHETHER IN CONTRACT, TORT OR OTHERWISE
AND EFH-RH SHALL NOT BE LIABLE FOR ANY CONSEQUENTIAL OR INCIDENTAL
DAMAGES OF ANY KIND WHATSOEVER.
EBARA Fluid Handling
www.pumpsebara.com 34
(t) 803 327-5005 - (f) 803 327-5097 rev. 12/07
Contact your dealer or supplier
for more information about other EBARA products:
EBARA Fluid Handling
1651 Cedar Line Drive 9 Rock Hill, SC 29730
(t)803 327 5005 - (f)803 327 5097
wm.pumpsebaraxom
ERARA 0 2005 EBARA International Corporation
EFHEPD1001 1011
1800 112 T H AVENUE NE
SUITE 220-E
BELLEVUE, WA 98004
( 4 2 5 ) 4 5 1 - 4 0 0 9
Appendix B - Groundwater Flow Rate
From: Jeffrey Laub [mailto.-jlaub@aesgeo.com]
Sent: Tuesday, February 25, 2014 3:35 PM
To: Robert Parish
Cc: 'Bernand Hou'; Bruce L. Blyton
Subject: RE: Garg Veterinary Clinic - Groundwater
Hi Robert,
We anticipate that the occurrence and level of ground water seepage at the site may vary in response to
such factors as changes in season, precipitation, and site use, with higher flows likely occurring during
the wet season. For design purposes, an average prescriptive value of 5 gpm (0.01 cfs) may be assumed
to account for flows from the footing and underslab drains.
Jeff Laub, L.G., L.E.G. I Senior Project Engineering Geologist
jlaub@aesgeo.com I www.aesgeo.com
Associated Earth Sciences, Inc.
911 5th Avenue I Kirkland, Washington 98033
01425-827-7701 F1 425-827-5424
5/5
. I I
.-Associated Earffi Sciences, Inc.
Exploration Log
a] SJ M5211 k2m
Project Number
Exploration Number
Sheet
lru�
KE120557A
ES-2
I of 1
Project Name Garg Veterinaty Clinic Ground Surface Elevation (ft) .. —95
Location Edmonds, WA Datum - Rflntp-31
-k-'gurnAd
Driller/Equipment eo oa c Drill XL Date StartlFinish W711 R 91711 S
Hammer Weight/Drop 140# /-30" Hole Diameter Cn) I; inrh�,;
9x
cL E
Q
>
Blows/Foot
9
T U)
5 :;'
(9 co
3
';�
0)
DESCRIPTION
3;
10 20 30 40
3 inches Asphalt
Whidbey Fonnation
5
Wet, slightly rust stained brownish gray, fine to medium SAND (SP).
12
A
14
28
14
10
S-2
Wet, brownish gray, fine to medium SAND, with silt (SP-SM).
10
10
2D
Driller reports gravel at 14 feet
.15
S-3
Wet, rust stained brownish gray, SILT, with fine sand, and rust colored
10
sand beds (MUSP).
9
21
12
20
S-4
Moist bluish gray, SILT, with rust stained sand beds, trace gravel (MUSP).
2
Driller reports Increased density at 23 feet.
2-5
S-51
No recovery - pounded on rock.
8
A
:7
30
S-6
Wet, brownish gray, fine to medium SAND, with gravel, trace silt (SP).
1D
20
49
29
Bottorn cl exploration boring at 31.5 feel
35
Sampler Type (Sl):
[D 2' CID Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: JPL
[0 3' OD Split Spoon Sampler (D & M) Ring Sample -V Water Level 0 Approved br..
N Grab Sample Z Shelby Tube Sample -T Water Level at time of drilling (ATD)
Associated Eardi Sciences, Inc.
D EY ET-E]
Serving the Tacific Warthwest Since 1981
February 20, 2013
S , , ic�
Project No. KE120557A k , _� T
Dr. Chris Garg, VMD
c/o Architectural Werks,* Inc.
12020 113' Avenue NE, Suite 210
Kirkland, Washington 98034
Attention: Ms. Jennifer Phang
Subject: Subsurface Exploration, Geologic Hazard,
and Geotechnical Engineering Report
Garg Veterinary Clinic
310 5hAvenue South
Edmonds, Washington
Dear Ms. Phang:
RECEIVED
nFC 2 0 2013
OEVELOPMENT SERVICES
COUNTER
We are pleased to present the enclosed copies of the above -referenced report. This report
summarizes the results of our subsurface exploration, geologic hazard, and geotechnical
engineering studies, and offers recommendations for the design and development of the
proposed project.
We have enjoyed working with you on this study and are confident that the recommendations
presented in this report will aid in the successful completion of your project. If you should
have any questions or if we can be of additional help to you, please do not hesitate to call.
Sincerely,
ASSOCIATED EARTH SCIENCES, INC.
Kirkland, Washington
Bruc&-L. BlytdnoFE.
Senior Principal Engh
BLBAd
KE120557A4
PrVj=t5U0120557WMWP
Kirkland Everett E Tacoma
425-827-7701 425-259-0522 253-722-2992
www.aesgeo.com
I
SUBSURFACE EXPLORATION� GEOLOGIC HAZARD,
AND GEOTECHNICAL ENGINEERING REPORT
GARG VETERINARY CLINIC
Edmonds, Washington
Preparedfor:
Dr. Chris Garg, VMD,
c/o Architectural Werks, Inc.
12020 113' Avenue NE, Suite 210
Kirkland, Washington 98034
Prepared by:
Associated Earth Sciences, Inc.
9115' Avenue, Suite 100
Kirkland, Washington 98033
425-827-7701
Fax: 425-827-5424
February 20, 2013
Project No. KE120557A
Subsurface Exploration, Geologic Hazard,
Garg Veterinary Clinic and Geotechnical Engineering Report
Edmonds, Wash!�&ton Project and Site Conditions
1. PROJECT AND SITE CONDMONS
1.0 U-4TRODUCTION
This report presents the results of our subsurface exploration, geologic hazard, and
geotechnical engineering study for the proposed veterinary clinic. The location of the site is
shown on the "Vicinity Map," Figure 1, and the approximate locations of the explorations
accomplished for this study are presented on the "Site and Exploration Plan," Figure 2. In the
event that any changes in the nature, design, or location of the planned structure are planned,
the conclusions and recommendations contained in this report should be reviewed and
modified, or verified, as necessary.
1. 1 EMose and Scope
The purpose of this study was to provide subsurface data and geotechnical design
recommendations to be utilized in the design and development of the subject project. Our
study included a review of available geologic, and past project literature, drilling two
exploration borings, and performing geologic studies to assess the type, thickness, distribution,
and physical properties of the subsurface sediments and shallow ground water conditions.
Geologic hazard evaluations and geotechnical engineering studies were also conducted to
determine the type of suitable foundation, allowable foundation soil bearing pressures,
anticipated foundation settlements, lateral earth pressures, floor support recommendations,
temporary shoring recommendations, and drainage considerations. This report summarizes
our current fieldwork and offers development recommendations based on our present
understanding of the project.
1.2 Authorization
Written authorization to proceed with this study was granted by Dr. Chris Garg, VMD. Oar
study was accomplished in general accordance with our scope of work letter dated January 17,
2013. This report has been prepared for the exclusive use of Dr. Chris Garg, VMD, and his
agents, for specific application to this project. Within the limitations of scope, schedule, and
budget, our services have been performed in accordance with generally accepted geotechnical
engineering and engineering geology practices in effect in this area at the time our report was
prepared. No other warranty, express or implied, is made. Our observations, findings, and
opinions are a means to identify and reduce the inherent risks to the owner.
2. 0 PROJECT AND SITE DESCRIPTION
The subject site is an existing paved parking area located at 310 Y' Avenue South in Edmonds,
Washington (Snohomish County Tax Parcel No. 27032300412800). The property is generally
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gently sloping downward to the west, and is mostly paved, with areas of landscaping shrubs at
the northwest comer. The property is bordered on the east by 5" Avenue South, on the west
by a paved alley right-of-way, and on the remaining sides by other residential or commercial
properties.
We understand that the currently -proposed project consists of the demolition of the existing
parking area and the construction of a new two-story veterinary clinic, with a one -level
structured underground parking garage to be accessed via the public alley to the west of the
subject property. We understand that a storm water detention vault is currently planned under
the western portion of the proposed parking garage. Based on the proximity of nearby
properties and rights -of -way, we anticipate that shoring will be needed to facilitate the
excavation for the proposed improvements.
3.0 SITE EXPLORATION
The site exploration was conducted on February 7, 2013, and consisted of two exploration
borings and a geologic and geologic hazard reconnaissance to gain information about the site.
The various types of materials and sediments encountered in the explorations, as well as the
depths where characteristics of these materials changed, are indicated on the explorat ion boring
logs presented in the Appendix. The depths indicated on the logs where conditions changed
may represent gradational variations between sediment types in the field. If changes occurred
between sample intervals in our borings, they were interpreted. The locations of the
exploration borings are shown on the "Site and Exploration Plan," Figure 2.
The conclusions and recommendations presented in this report are based on the exploration
borings completed for this study. The locations and depths of the explorations were completed
within site and budgetary constraints. Because of the nature of exploratory work below
ground, interpolation of subsurface conditions between field explorations is necessary. It
should be noted that differing subsurface conditions may sometimes be present due to the
random nature of deposition and the alteration of topography by past grading and/or filling.
The nature and extent of any variations beyond the field explorations may not become fully
evident until construction. If variations are observed at that time, it may be necessary to
re-evaluate specific recommendations in this report and make appropriate changes.
3.1 Exploration Borings
The borings were completed on the property using a trailer -mounted drill rig advancing a
4.25-inch, inside -diameter, hollow -stem auger. During the drilling process, samples were
obtained at- 5-foot intervals. The borings were continuously observed and logged by an
engineering geologist from our firm. The exploration logs presented in the Appendix are
based an the field logs, drilling action, and inspection of the samples secured.
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Disturbed, but representative samples were obtained by using the Standard Penetration Test
(SPT) procedure in accordance with American Society for Testing and Materials
(ASTM):D 1586. This test and sampling method consists of driving a standard 2-inch,
outside -diameter, split -barrel sampler a distance of 18 inches into the soil with a 140-pound
hammer free -falling a distance of 30 inches. The number of blows for each 6-inch interval is
recorded, and the number of blows required to drive the sampler the final 12 inches is known
as the Standard Penetration Resistance ("N") or blow count. If a total of 50 blows are
recorded at or before the end of one 6-inch interval, the blow count is recorded as the number
of blows for the corresponding number of inches of penetration. The resistance, or N-value,
provides a measure of the relative density of granular soils or the relative consistency of
cohesive soils. These values are plotted on the attached boring logs.
The samples obtained from the split -barrel sampler were classified in the field, and
representative portions placed in watertight containers. The samples were then transported to
our laboratory for further visual classification and geotechnical laboratory testing, as
necessary.
The various types of soil and ground water elevations, as well as the depths where soil and
ground water characteristics changed, are indicated on the exploration boring logs presented in
the Appendix of this report. Our explorations and reconnaissance were approximately located
by measuring from known site features.
4.0 SUBSURFACE CONDITIONS
Subsurface conditions at the project site were inferred from the field explorations accomplished
for this study, visual reconnaissance of the site, and review of applicable geologic literature.
As shown on the field logs, the exploration borings, generally encountered granular glacial
sediments. The following section presents more detailed subsurface information organized
from the youngest to the oldest sediment types.
4. 1 Stratigraphy
Fill
Although not encountered in our borings, fill/disturbed soils are expected to be present
adjacent to existing structures, below pavements, around buried utilities, and in landscape
areas.
Whidbey Formation
Sediments encountered below the asphalt surfacing generally consisted of medium dense to
dense fine to medium sand with varying amounts of silt, sandier zones, gravel, and silt beds,
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extending below the maximum depths explored of 26.5 and 31.5 feet below the ground surface
at the locations of exploration borings EB-1 and EB-2, respectively. This soil was interpreted
to represent non -glacial deposits placed prior to the Fraser Glaciation and subsequently
compacted by the weight of the overlying glacial ice. The medium dense to dense material is
generally considered suitable for support of light to heavily loaded foundations when in an
intact, undisturbed condition. This material is moisture -sensitive and susceptible to disturbance
when wet.
4.2 Geologic Mapping
Review of the regional geologic map titled Geologic Map of the E&nonds East and part of the
Edmonds West Quadrangles, by J.P. Minard (1983), indicates that the area of the subject site
is underlain by Whidbey Formation deposits (Qw). Our interpretation of the sediments
encountered at the subject site is in general agreement with the regional geologic map.
4.3 Hydrology
Ground water seepage was encountered in exploration borings EB-1 and EB-2 at 8 feet and
5 feet, respectively, below the ground surface. It should be noted that the occurrence and level
of ground water seepage at the site may vary in response to such factors as changes in season,
precipitation, and site use.
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H. GEOLOGIC HAZARDS AND NUTIGATIONS
The following discussion of potential geologic hazards is based on the geologic conditions, as
observed and discussed herein.
5.0 SEISMIC HAZARDS AND MITIGATION
Earthquakes occur in the Puget Lowland with great regularity. The vast majority of these
events are small and are usually not felt by. people. However, large earthquakes do occur, as
evidenced by the 1949, 7.2-magnitude event; the 1965, 6.5-magnitude event; and the 2001,
6.8-magnitude event. The 1949 earthquake appears to have been the largest in this area during
recorded history. Evaluation of return rates indicates that an earthquake of a magnitude
between 6.0 and 7.0 is likely within a given 25- to 40-year period.
Generally, there are four types of potential geologic hazards associated with large seismic
events: 1) surficial ground rupture, 2) seismically induced landslides, 3) liquefaction, and
4) ground motion. The potential for each of these hazards to adversely impact the proposed
project is discussed below.
5.1 Surficial Ground Ruptu
The nearest known fault trace to the project site is the South Whidbey Island Fault Zone
(SWIFZ). A recent study by the U.S. Geological Survey (USGS) (Sherrod et al., 2005,
Holocene Fault Scarps and Shallow Magnetic Anomalies Along the Southern Wdbey Island
Fault Zone Near Woodinville, Washington, Open -File Report 2005-1136, March 2005)
indicates that "strong" evidence of prehistoric earthquake activity has been observed along
associated fault strands thought to be part of the SWIFZ. The study suggests as many as nine
earthquake events along the SWIFZ may have occurred within the last 16,400 years. The
recognition of this fault splay is relatively new, and data pertaining to it are limited, with the
studies still ongoing. The recurrence interval of movement along this fault system is still
unknown, although it is hypothesized to be in excess of 1,000 years. Due to the suspected
long recurrence interval, it is our opinion that the potential for damage to the proposed
structure by surficial ground rupture is considered to be low. No mitigations other than
complying with 2012 International Building Code (IBC) seismic design recommendations are
recommended.
5.2 Seismically Induced Landslides
The risk of damage to the proposed project by seismically induced landsliding is low due to the
lack of steep slopes in the project area. No mitigation of landslide hazards is warranted.
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5.3 Liquefaction
The encountered stratigraphy has a low potential for liquefaction due to the grain -size
distribution of the native sediments and the density of the underlying glacially consolidated
sediments. Therefore, no liquefaction' mitigation efforts are needed, in our opinion.
5.4 Ground Motion
It is our opinion that any earthquake damage to tile proposed structures, when founded on
suitable bearing strata in accordance with the recommendations contained herein, will be
caused by the intensity and acceleration associated with the event and not any of the above -
discussed impacts. Structural design of the buildings should follow 2012 IBC standards using
Site Class "D" as defined in Table 20.3-1 of American Society of Civil Engineers (ASCE) 7 -
Minimum Design Loads for Buildings and Other Structures. The 2012 IBC seismic design
parameters for short period (Ss) and 1-second period (Si) spectral acceleration values were
determined from the latitude and longitude of the project site using the USGS National Seismic
Hazard Mapping Project website (�l!tp://earthquake.usgs.gov/hazmms/). These values are
based on Site Class "B". Based on 2008 data, the USGS website interpolated ground motions
at the project site to be 1.269g and 0.747g for building periods of 0.2 and 1.0 seconds,
respectively, with a 2 percent chance of exceedance in 50 years. These values correspond to
site coefficients F, = 1.000 and F%, = 1.503, and a peak ground acceleration of 0.338g. The
F., R, and peak horizontal acceleration values have been corrected for Site Class "D" in
accordance with the IBC.
6.0 EROSION HAZARDS AND MITIGATION
The Whidbey Formation soils contain a variable percentage of silt and fine sand and are highly
sensitive to erosion. In order to control erosion and reduce the amount of sediment transport
off the site during construction, the following recommendations should be followed:
1. Properly embedded silt fencing should be placed around the lower perimeter of the
work areas. The fencing should be periodically inspected and maintained, as
necessary, to ensure proper function.
2. Construction access should be stabilized with gravel to minimi e tracking sediment
off -site.
3. If possible, construction should proceed during the drier periods of the year.
4. During wet season construction, disturbed areas and stockpiles that will not be worked
for more that 48 hours should be covered with plastic sheeting.
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M. DESIGN RECOMMENDATIONS
7.0 INTRODUCTION
Our exploration indicates that, from a geotechnical standpoint, the parcel is suitable for the
proposed improvements provided the recommendations contained hereinare properly followed.
The foundation bearing stratum is relatively shallow, and conventional spread . footing
foundations may be utilized for the new building. Consequently, foundations bearing on either
the medium dense to dense, natural sediments, or on structural fill placed over these sediments,
are capable of providing suitable structure support.
Ground water was measured at roughly 5 to 8 feet below the ground surface at the locations of
our exploration borings. Therefore, if a garage structure or storm water vault extending below
this level is planned, the contractor should be prepared to dewater any deep excavations
(including the utility excavations). An excavation dewatering plan was beyond the scope of
this current study; it is anticipated that dewatering of shallow excavations can be accomplished
by pumping from open sumps/ditches within the excavations. Also, walls/structures below the
ground water table must be designed for combined soil and hydrostatic pressures and for
buoyant/uplift forces.
8.0 SITE PREPARATION
Site preparation of areas where structural fill is required for future structures should include
removal of all existing pavement, brush, debris, and any other deleterious material. Where
present, the upper organic topsoil should be removed and the remaining roots grubbed.
Foundation areas may then be excavated.
In our opinion, stable, temporary construction slopes should be the responsibility of the
contractor and should be determined during construction. For planning purposes, we
anticipate that temporary, unsupported cut slopes in existing fill, where encountered, or loose
to medium dense, weathered natural sediments can be made at a maximum slope of 1.5H: IV
(Horizontal:Vertical). For temporary cut slopes within the dense, unweathered natural
sediments, up to a 1H:IV inclination may be planned. Flatter, temporary cut slopes are
recommended in areas of ground water seepage. As is typical with earthwork operations,
some sloughing and raveling may occur, and cut slopes may have to be adjusted in the field.
In addition, WISHA/OSHA regulations should be followed at all times. Permanent,
unsupported cut or structural fill slopes should not exceed a gradient of 2H: IV.
Due to the depth of the proposed excavation for the proposed building and the proximity of this
excavation to adjacent properties/rights-of-way, it does not appear feasible to maintain
temporary. cut slopes for the structured parking area. Therefore, a shoring system, such as a
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soldier pile wall, would be needed to provide temporary excavation support.
Recommendations for a soldier pile wall shoring system are provided in Section 14.0.
The native sediments encountered in our explorations contained a variable percentage of
fine-grained material that makes them moisture -sensitive and subject to disturbance when wet.
The contractor must use care during site preparation and excavation operations so that the
underlying foundation soils are not softened. If disturbance occurs, the softened soils should
be removed and the area brought to grade with structural fill.
Depending on the prevailing weather, consideration should be given to protecting access and
staging areas with an appropriate section of crushed rock or asphalt treated base (ATB). if
crushed rock is considered for the access and staging areas, it should be underlain by
engineering stabilization fabric to reduce the potential of fine-grained materials pumping up
through the rock during wet weather and turning the area to mud. The fabric will also aid in
supporting construction equipment, thus reducing the amount of crushed rock required. We
recommend that at least 10 inches of rock be placed over the fabric.
9.0 STRUCTURAL FILL
Structural fill may be necessary to establish desired grades or to backfill around foundations
and utilities. All references to structural fill in this report refer to subgrade preparation, fill
type, placement, and compaction of materials, as discussed in this section. If a percentage of
compaction is specified under another section of this report, the value given in that section
should be used.
After overexcavation/stripping has been performed to the satisfaction of the geotechnical
engineer/engineering geologist, the upper 12 inches of exposed ground should be recompacted
to a firm and unyielding condition. If the subgrade contains too much moisture, adequate
recompaction may be difficult or impossible to obtain, and should probably not be attempted.
In lieu of recompaction, the area to receive fill should be blanketed with washed rock or quarry
spalls to act as a capillary break between the new fill and the wet subgrade. Where the
exposed ground remains soft and further overexcavation is impractical, placement of an
engineering stabilization fabric may be necessary to prevent contamination of the free -draining
layer by silt migration from below.
After stripping and subgrade preparation of the exposed ground is approved, or a free -draining
rock course is laid, structural fill may be placed to attain desired grades. Structural fill is
defined as non -organic soil, acceptable to the geotechnical engineer, placed in maximum 8-inch
loose lifts, with each lift being compacted to at least 95 percent of the modified Proctor
maximum density using ASTM:D 1557 as the standard.
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The contractor should note that any proposed fill soils must be evaluated by Associated Earth
Sciences, Inc. (AESI) prior to their use in fills. This would require that we have a sample of
the material 72 hours in advance to perform a Proctor test and determine its field compaction
standard. Soils in which the amount of fine-grained material (smaller than the No. 200 sieve)
is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be
considered moisture -sensitive. Use of moistare-sensitive soil in structural fills should be
limited to favorable dry weather and dry subgrade conditions. In addition, construction
equipment traversing the site when the soils are wet can cause considerable disturbance. The
on -site soils contained variable amounts of silt and are considered moisture -sensitive, and we
expect that this material may be difficult to compact to structural fill specifications, particularly
during and following wet weather. Therefore, we recommend that a select, import material
consisting of a clean, free -draining gravel and/or sand be used. Free -draining fill consists of
non -organic soil with the amount of fine-grained material limited to 5 percent by weight when
measured on the minus No. 4 sieve fraction.
A representative from our firm should insp . ect the stripped subgrade and be present during
placement of structural fill to observe the work and perform a representative number of
in -place density tests. In this way, the adequacy of the earthwork may be evaluated as filling
progresses and any problem areas may be corrected at that time. It is important to understand
that taking random compaction tests on a part-time basis will not assure uniformity or
acceptable performance of a fill. As such, we are available to aid the owner in developing a
suitable monitoring and testing frequency.
10.0 FOUNDATIONS
Spread footings may be utilized for building support when founded either directly on the
medium dense to dense natural sediments, or on structural fill placed over these natural
sediments. Prior to placement of foundations or structural fill, the natural sediments should be
compacted to a firm and unyielding condition. Sediments suitable for foundation support were
encountered in our explorations at depths of approximately 2 to 4 feet, but may be deeper at
other locations, particularly in the vicinity of buried utilities where existing fill/disturbed soil is
expected. If structural fill is placed below footing areas, we recommend that the fill extend
horizontally outward from the footing edges a distance equal to or greater than the thickness of
the fill below the footings.
For footings bearing directly on the medium dense to dense natural sediments or on AESI-
approved structural fill, an allowable soil bearing pressure of 3,000 pounds per square foot
(psf) may be used for design purposes, including both dead and live loads. An increase of one-
third may be used for short-term wind or seismic loading. Perimeter footings for the proposed
building should be buried a minimum of 18 inches into the surrounding soil for frost
protection. No minimum burial depth is required for interior footings; however, all footings
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must penetrate to the prescribed stratum, and no footings should be founded in or above loose,
organic, or existing fill soils.
It should be noted that the area bounded by lines extending downward at IH:1V from any
footing must not intersect another footing or intersect a filled area that has not been compacted
to at least 95 percent of ASTM:D 1557. In addition, a I.5H:1V line extending down from any
footing must not daylight because sloughing or raveling may eventually undermine the footing.
Thus, footings should not be placed near the edge of steps or cuts in the bearing soils.
Anticipated settlement of footings founded as described above should be less than I inch.
However, disturbed soil not removed from footing excavations prior to footing placement
could result in increased settlements. All footing areas should be inspected by AESI prior to
placing concrete to verify that the design bearing capacity of the soils has been attained and
that construction conforms with the recommendations contained in this report. Such
inspections may be required by the governing municipality. Perimeter footing drains should be
provided, as discussed under the "Drainage Considerations" section of this report.
I 1 .0 LATERAL WALL PRESSURES
All backfW behind walls or around foundation units should be placed as - per our
recommendations for structural fill and as described in this section of the report. Horizontally
backfilled walls that are free to yield laterally at least 0. 1 percent of their height may be
designed using an equivalent fluid equal to 35 pounds per cubic foot (pcf). Fully restrained�
horizontally backfilled, rigid walls that cannot yield should be designed for an equivalent fluid
of 50 pcf. Walls with sloping backfill at a maximum angle of 2H: IV should be designed for
55 pcf for yielding conditions and 75 pcf for restrained conditions. If parkmg areas are
adjacent to walls, a surcharge equivalent to 2 feet of soil should be added to the wall height in
determining lateral design forces.
In accordance with the 2012 IBC, retaining wall design should include seismic design
parameters. Based on the site soils and assumed wall backfill materials, we recommend a
seismic surcharge pressure in addition to the equivalent fluid pressures presented above. A
rectangular pressure distribution of 5H and 10H psf (where H is the height of the wall in feet)
should be included in design for "active" and "at -rest" loading conditions, respectively. The
resultant of the rectangular seismic surcharge should be applied at the midpoint of the walls.
The lateral pressures presented above are based on the conditions of a uniform backfill
consisting of imported sand and gravel compacted to 92 percent of ASTM:D 1557. A higher
degree of compaction is not recommended, as this will increase the pressure acting on the wall.
Surcharges from adjacent footings, heavy construction equipment, or sloping ground must be
added to the above values. It is imperative that proper drainage be provided so that hydrostatic
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pressures do not develop against the walls. Perimeter footing drains should be provided for all
retaining walls, as discussed under the "Drainage Considerations" section of this report.
11. 1 Passive Resistance and Friction Factor
Lateral loads can be resisted by friction between the foundation and the competent natural
sediments or supporting structural fill soils, and/or by passive earth pressure acting on the
buried portions of the foundations. The foundations* must be backfilled with compacted
structural fill to achieve the passive resistance provided below. We recommend the following
allowable design parameters.
• Passive equivalent fluid = 250 pcf
• Coefficient of friction = 0.35
11.2 Uplift Forces
Ground water levels were approximately 5 to 8 feet below the ground surface at the time our
explorations were performed. Therefore, if the proposed structured parking area or storm
water detention vault are planned to extend below the water table, it should be designed to
resist buoyant forces. Typical design features to account for buoyant forces are thickened
slabs, base slab extensions, increased footing widths, increased overlying soil weight, or an
engineered anchoring system.
The buoyant unit weight of the sjlt---q�d sand in the upper portion of the existing site
stratigraphy may be assumed to b' Q35 pef.) If a base slab extension is chosen to resist uplift,
we recommend replacing the silt ba - a ove this floor extension with a gravelly sand. The
buoyant weight of a gravelly sand may be assumed to be 65 pef for design purposes.
12.0 FLOOR SUPPORT
Slab -on -grade floors may be constructed either directly on the medium dense to dense natural
sediments, or on structural fill placed over these materials. Areas of the slab -subgrade that are
disturbed (loosened) during construction should be recompacted to an unyielding condition
pr ior to placing the pea gravel, as described below.
If moisture intrusion through slab -on -grade floors is to be limited, the floors should be
constructed atop a capillary break consisting of a minimum thickness of 4 inches of washed pea
gravel. The pea gravel should be overlain by a 10-mil (minimum thickness) plastic vapor
retarder.
An underslab drainage system is recommended to provide positive drainage beneath the floor
slabs. For preliminary planning, an underslab system should consist of a series of
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4-inch-diameter, polyvinyl chloride (PVC), perforated drain lines placed approximately 20 feet
on -center. The drain lines should have an invert located a minimum of 12 inches below the
slab base and be connected to discharge into perimeter footing drains. The drain trenches
should be filled with pea gravel, which communicates with the capillary break material.
13.0 DRAINAGE CONSIDERATIONS
All retaining and perimeter footing walls should be provided with a drain at the footing
elevation. Drains should consist of rigid, perforated PVC pipe surrounded by washed pea
gravel or drain rock. The level of the perforations in the pipe should be set approximately
2 inches below the bottom of the footing and should be constructed with sufficient gradient to
allow gravity discharge away from the building. In addition, all retaining walls should be lined
with a minimum, 12-inch-thick, washed gravel blanket provided over the full height of the wall
that ties.into the footing drain. Roof and surface runoff should not discharge into the footing
drain system, but should be handled by a separate, rigid, tightline drain. In planning, exterior
grades adjacent to walls should be sloped downward away from the structure to achieve surface
drainage. All collected runoff must be tightlined to a City -approved location.
14.o SOLDtER PILE SHORING WALL
We anticipate that a cantilever soldier pile shoring wall, consisting of wide -flange steel piles,
suitably embedded in the underlying dense soils, will provide the necessary lateral support of
planned excavations where temporary slopes are not feasible. Treated timber lagging should
be used to support the soil between the piles; plywood should not be used for lagging. A
structural engineer should design the wall system based on the soil parameters provided in this
report.
The construction sequence for pile shoring systems typically involves installing each pile to the
minimum specified embedment depth below the base of excavation under the observation of the
geotechnical 'engineer or designated field representative. Drilled and grouted piles should be
allowed to set for at least 72 hours prior to beginning excavation. Once the piles have been
installed to the satisfaction of the geotechnical engineer, excavation may proceqd in vertical
sections of 4 feet or less. The actual height of the excavated sections that provide a stable
excavation face should be adjusted in the field, depending on actual soil and ground water
conditions at the time of excavation, but should not exceed 4 feet. Treated timber lagging, as
specified by the structural engineer, should be installed and backfilled with permeable soils to
prevent the buildup of water behind the lagging boards. No excavation sections should be left
open overnight.
We recommend that the temporary cantilever shoring system be designed to resist an active
lateral earth pressure of 35(H) psf, presented as a triangular distribution for a level backslope.
February 20, 2013 ASSOUATED EAR2H ScIENCES, INC.
JPUM - "IZX57A4 - PrqjeaA20J2M7"JWp Page 12
Subsurface Exploration, Geologic Hazard,
Garg Veterinary Clinic and Geolechrucal Engineering Report
E&Wnds,..!� �htn ton R!Hz�gn Recomntendations
The active earth pressure acts over the pile spacing above the excavation base. An allowable
passive resistance of 250(D) psf can also be assumed to act over twice the pile diameter (or
grouted diameter) below the excavation base. The upper 2 feet on the passive side of the piles
should be neglected and truncated from a triangular distribution. These recommendations for
lateral earth pressures are illustrated on Figure 3.
If adjacent structures, slopes, heavy construction traffic, materials stockpiling, or other
substantial surcharges are to be applied daring* construction, these surcharges should also be
included in the design.
We recommend a minimum depth of embedment of 15 feet below the base of the excavation
for all piles. Soil conditions may differ from those described in this report. AN sediments of
glacial origin may contain large cobbles or boulders at random locations.
The drilling contractor should be prepared to use casing, drilling slurry, or other methods of
stabilizing the hole in the case of caving, ground water, or heaving soil conditions. If more
than 6 inches of standing water or slough is present at the bottom of the boring prior to grout
placement, the contractor should be prepared to use a tremie pipe to place grout continuously
from the bottom up. Grout may consist'of lean -mix concrete or controlled density fill (CDF),
as specified by the structural engineer, to ease chipping for lagging installation.
Timber lagging can be designed to resist reduced lateral earth pressures as a result of soil
arching between piles. For the site soils, the lagging can be designed to resist 50 percent of
the calculated lateral load at any given point. Caving could be experienced when excavating
and installing lagging between piles. Overexcavation of soils behind the lagging should be
avoided. Excavation should extend just far enough to allow lagging installati n. Any void
spaces behind lagging should be filled with pea gravel or other suitable free -draining material
to prevent caving and loss of support for adjacent ground.
We understand that, due to space constraints, the proposed soldier pile shoring wall may be
used as a permanent structural element for the basement of the planned building. We
recommend that corrosion protection be used for the structural elements of the shoring wall
designed to act as permanent structures. We also recommend that the seismic surcharges
incorporated into the design of the permanent foundation elements of the building also be
incorporated into the design of the shoring structures planned as permanent structures.
Drainage should be provided as recommended in the "Drainage Considerations" section of this
report.
15.0 PROJECT DESIGN AND CONSTRUCTION MONITORING
At the time of this report, site grading, structural plans, and construction methods have not
been finalized. We are available to provide additional geotechnical consultation as the project
February 20, 2013 ASSOCYAM—D EARTH SCIENCES, RVC.
JPL&- NE12057A4 - PrOJeCtJ12O12O55MWWP Page 13
Subsurface Exploration. Geologic Hazar4
Garg Veterinary Chmc and GeotecWcalEngineering Report
Edmonds, Washogton _Resi
,Ln Recommendations
design develops and possibly changes from that upon which this report is based. We
recommend that AESI perform a geotechnical review of the plans prior to final design
completion. In this way, our earthwork and foundation recommendations may be properly
interpreted and implemented in the design.
We are also available to provide geotechnical engineering and monitoring services during
construction. The integrity of the foundation depends on proper site preparation and
construction procedures. These inspections may be required by the City of Edmonds as a part
of the building permit conditions. In addition, engineering decisions may have to be made in
the field in the event that variations in subsurface conditions become apparent. Construction
monitoring services are not part of this current scope of work. If these services are desired,
please let us know, and we will prepare a cost proposal.
We have enjoyed working with you on this study and are confident that these recommendations
will aid in the successful completion of your project. If you should have any questions or
require further assistance, please do not hesitate to call.
Sincerely,
ASSOCIATED EARTH SCIENCES, INC.
Kirkland, Washington
Jeffrey P. Lai)br,"'L.G., L.E.G.
Project Engineering Geologist
L. 8L),
WAS
268.0
Q c-
/sT E
ION
Bruce L. Blyton, P.E.
Senior Principal Engineer
Attachments: Figure 1: Vicinity Map
Figure 2: Site and Exploration Plan
Figure 3: Lateral Earth Pressures - Temporary Cantilever Shoring
Appendix: Exploration Logs
February 20, 2013 ASSOCIAM EARM SCIENCES, INC.
JPUW - NE120557A4- PrqJEwU012057"WP Page 14
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REFERENCE: USGS TOPOI REDUCE ITS EFFECTIVENESS AND LEAD TO INCORRECT INTERPRETATION.
Associated Earffi Sciences, Inc. VICINITY MAP FIGURE I
GARG VETERINARY CLINIC DATE 2113
El -- El ED a,] EDMONDS, WASHINGTON PROJ. NO. KEI 20557A
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ACTIVE PRESSURES ACT OVER ENTIRE
LAGGED PORTION OF WJ-L ABOVE
EXCAVATION BASE
ACTIVE EFD = 35 (H) PSF
BASE OF EXCAVATION
OMIT DUE TO
DISTURBANCE
Ilk-s'
PASSIVE PRESSURE
ASSUMED TO ACT
OVER 2B (2 PILE
DIAMETERS)
ALLOWABLE PASSIVE EFD - 250 (D) PSF
SEE NOTE 4
NOM:
1. PILE EMBEDMENT DEPTH'D` SHOULD CONSIDER NECESSARY VERTICAL CAPACITY, KICKOUT AND OVERTURNING RESISTANCE.
2. DIAGRAM DOES NOT INCLUDE HYDROSTATIC PRESSURES AND AssumEs wALLs ARE SUITABLY DRAINED TO PREVENT BUILDUP
OF HYDROSTATIC PRESSURE.
3. DIAGRAM DOES NOT INCLUDE PRESSURES DUE TO SURFACE SURCHARGES FROM ANY ADJACENT STRUCTURES, SLOPE% OR
STOCKPILED MATERIALS. THESE PRESSURES MUST BE PROVIDED BY THE STRUCTURAL ENGINEER. SEISMIC SURCHARGES
SHOULD ALSO BE INCORPORATED INTO THE DESIGN OF PERMANENT STRUCTURES.
4. ALLOV%ABLE PASSIVE PRESSURE INCLUDES FACTOR OF SAFETY OF APPROXIMATELY I.S.
6. CORROSION PROTECTION SHOULD BE PROVIDED FOR SHORING DESIGNED TO ACT ASA PERMANENT STRUCTURE.
Associated Earth Sciences, Inc. LATERAL EARTH PRESSURES
FIGURE 3
F Fm�. I - � *' I EPTI Erm TEMPORARY CANTILEVER SHORING
I IVA GARG VETERINARY CLINIC DATE 2113
EDMONDS, WASHINGTON PROJ. NO. KE120557A
Well -graded gravel and
Terms Describing Relative Density and Consistency
U-
?C"o
GW
gravel with sand, little to
Density SPT"blowstfoot
0
no flnes
Coarse- Very Loose Oto4
E) 55
go'co'coo
VI
Gp
Pqprly-graded graWl
"ravo wfthsand,
Loose 4 to 10
Graired Soffs Medium Dense 10 to 30 Test Symbols
little to no fines
Dense 30 to 50
Very Dome >50 G = Grain Size
C;
Z
0 C
to 0
40
DID*-
0
M - MoWre Content
Consistency SPI(IlOws/1001 A - Atterbarg Limits
Silty gravel and silty
5
r-
to CD
:E r-
GIVI
gravel with sand
Very Soft 0 to 2 C = Chemleal
Fine- soft 2 to 4 Do — Dry Density
9
Grained Solis Medium Stiff 4 to 8 K — Permeability
Stiff 8 to 15
Clayey gravel and
Very Stiff 15 to 30
GC
clayey gravel with sand
Hard >30
Ln
Component Definitions
Well -graded sand and
Descriptive Term Size Range and Sieve Number
-5
S
sW
sand with gravel, little
Boulders Larger than 1 T
0
2
to no fines
Cobbles 7 to 12P
Gravel 3- to No. 4 (4.75 mm)
'Poorly -graded, sand
U co
V11
SIP
a�d,sand with gravel,
Coarse Gravel 3"to 314'
Fine Gravel 3/4'lo No. 4 (4.75 mm)
Ake to no fries
Sand No. 4 (4.75 mm) to No. 200 (0.075 mm)
Coarse Sand No. 4 (4.75 mm) to No. 10 (2-00 mrn)
E
P 'A
saind and
silty sand with
Medium Sand No. 10 (2-00 mm) to No. 40 (0.425 mm)
Fine Sand
6ravel
No. 40 (0.425 mm) to No. 200 (0.075 mm)
slit and clay Srnandr than No. 200 (0-075 mm)
SC
Clayey sand and
Estimated Percentage Moisture Content
co
clayey sand with gravel
Percentage.�y Dry - Absence of moisture,
Component Welah dusty, dry to the touch
Trace <5 Slightly Moist - Perceptible
Sift, sandy slit, gravelly silt,
Ln
IVIL
slit with sand or gravel
Few 5 to 10 moisture
Little 151o25 Molist - Damp but no visible
U)
With - Non -primary coarse water
Clay of low to medium
constituents: > 15% Very Moist - Water visible bul
6
12 j
CIL
plasticity; silty, sandy, or
- Fines content between not free draining
z
z &--
E
gravelly clay, lean clay
5% and 15% Wet - Visible free water, usually
=1
from below water table
Organic clay or silt of low
Symbols
tr
ZI
OL
plaskity
Sarl"Plar portion of 6' cement=
T
Yippoo
zurface
2. Sampler Type
Elastic slift, cdl By silt silt
IVIHI
with micaceous or
1, Description aentonlie
Split (4) seal
Mi..:
0
dlatomaceous fine sand or
slit
Sample 71n
r 3.(r 00 Sprit -Spoon Sampler Filter pack with
Clay of high plasticity,
0
co
0
3.2.7 OD Split -Spoon Ring Sampler (4) biank casing
C H
sandy or gravelly clay, fat
Bulk sample section
nple
&0- OD ThIn-Well Tube Sampler Screened casirQ
clay with sand or gravel
or Hydn*
(including Shelby tube) withiffilarpack
12:1
Grab Sample
Organic clay or sift of
End cap
0 Portion not recovered
OH
medium to high
plasticity
(11 Percentage by dry weight (4) Depth of ground water
93 (SPT) Standard Penetration Test -1 ATD - At time of drilling
D-1586)
Peat, muck and other
(3) (ASTM V Static water level (date)
In General Accordance with
3:
d
PT
highly organic solLs
Standard Practice for Description Combined USCS symbols used for
---
MAIN
and Identification of Solis (ASTM Dv-2488) fines between 5% and 15%
classifications of sob In M report are based on visual field andibr laboratory observations, which Include density/consistancy. moisture condition, grain 4-A, and
pluticity eatimalas and should not be construed to Imply field or laboratory tirsting unless presented herein. %sual-manual and/or laborabxy classification
mtrihoft of ASTM D-2487 and D-2488 were used a3 an Iden9cotbri guide loi the Unified Sol Classiftation System.
Associated Earth Sciences, Inc.
HE= Ep'm EXPLOMTION LOG KEY FIGURE Al
ON - NO 0
Assodated Farth Sdences, Inc.
Exploration -Log
RK
Project Number
Exploration Number
Sheet
F
KE120557A
EB-1
1 of 1
Project Name Garo Veterinaly Qlinic Ground Surface Elevation (fQ — —98
Location Edirrionds. WA Datum Angi imp-d - Si irvay
D61ler/Equipment GeolooiG PEW XL Date Start/Finish 2IZJJ-'A t7/13
Hammer Weight/Drop 140# Hole Diameter (in)
C3L
C
0
I
Blows/Foot
S E
T
C3 (n
E
0
gCD
Fn
DESCRIPTION
6
10 20 30 40
1 Inch Asphalt
Whidbey Formation
S-1
Moist rust stained brownish gray 11obrownish gray, fine to medium SAND,
11
with sitty zones (SP-SN.
12
A2o
X
10
S-2
Wet, slightly rust stained brownish gray, fine to medium SAND, with sift
(Sp-SM).
9
'k20
Driller reports gravel at 14 feet.
15
S-3
1.'.
Wet, brownish gray, sill flneto medium SAND, with gravel, and rust
3
colored sand beds (S] ll�
5
A13
".
1`
Dril ler reports Increased density at 19 feet
20
S-4
Moist, rust stained brownish gray and bluish gray, silty SAND, with gravel,
13
and sand beds (SM).
14
A31
21
25
S-5
Moist slightly rust stained bluish gray, silty flne to medium SAND (SM).
19
A
39
2D
Bottom of exploration borUV at 28.6 fed
30
35
Sampler Type (ST):
[D 2- OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by. JPL
[D 3- OD Split Spoon Sampler (D & M) Ring Sample 9— Water Leval 0 Approved by:
N Grab Sample Shelby Tube Sample -1 Water Level at time of drilling (ATD)
Associated Eart]h Sciences, Inc.
Exploration Log
2-30 a] " =,
Nq ag
Project Number
Exploration Number
Sheet
I
KE120557A
EB-2
1 of 1
Project Name Gara Veterinaty Clinic Ground Surface Elevation Oft) —95
Location Edmonds. WA Datum Ang=nd - Run=
Driller/Equipment Geologic Drill XL Date Start(Finlsh 9f711A 9f7/lq
Hammer Weight/Drop 140# /-30" Hole Diameter On) 6 incb6s
cL
cL E
Blows/Foot
S
T co
1211 >,
DESCRIPTION
10 20 30 40
777-
3 inches Asphalt
Whidbey Formation
5
Wet. slightly rust stained brownish gray, fine to medium SAND (Sp�)
S-1
12
14
14
A
28
10
S-2
8
L2D
Wet, brownish gray, fine to medium SAND, with silt (SP-SM).
10
10
Driller reports gravel at 14 feet
15
S�3
Wet, rust stained brownish gray, SILT, with fine sand. and rust colored
10
sand beds (MUSP).
9
12
S-4
Moist bluish gray, SILT, with rust stained sand beds. trace gravel (MUSP).
2
All
Driller reports Increased density at 23 feet.
25
S-5
No recovery pounded on rock.
A�
7
is
30
Wet, brownish gray, fine to medium SAND, with gravel, trace silt (SP).
1 D
A
2D
49
29
Bottorn of opioration boring at 31.5 feel
35
Sampler Type (ST):
[fl 2- OD Split Spoon Sampler (SPT) E] No Recovery M - Moisture LONOd by: JPL
[0 3- OD Split Spoon Sampler (D & M) 1] Ring Sample �7 Water Level 0 Approved by:
N Grab Sample Z Shelby Tube Sample -T Water Level at time of drilling (ATD)
Northshore Traffic Consultants
3610 209'b Place SE
Bothell, Washington 98021
(206) 909-5222
February 28, 2013 613i�
Mr. Bertrand Hauss, P.E.
Transportation Engineer
City of Edmonds
121 - 5h Avenue North RECEivim
Edmonds, WA 98020
DEC 2 0 2013
c/o Ms. Uttara Shrinivas I)EVELOPMENT SE13VICES
Architectural Werks, Inc. COUNTER
12020 113th Avenue NE, Suite 2 10
Kirkland, Washington 98034
Re: Traffic Analysis for the Fifth Avenue Animal Hospital Development
Edmonds, WA
Northshore Project No. 13TO3
Dear Mr. Hauss:
This letter summarizes the trip generation and traffic impact fee analysis conducted for the
proposed Fifth Avenue Animal Hospital development project in accordance with the
requirements outlined in City of Edmonds' Municipal Code 18.82. The proposed animal hospital
is located in at 3 10 Fifth Avenue South in the downtown area of the City of Edmonds,
Washington. The proposed project will include a total of approximately 4,926 square feet of
usable veterinary clinic floor space.
Access to the project site will be provided by a single access driveway to the public alley located
on the west side of the proposed project site. The site plans depicting the proposed project and
access location are attached at the end of this report as a reference (Architectural Werks: Figures
SDI-0,SDI,SDI.1). The project site is currently a vacant lot.
Project Trip Generation
AMOVE0 AS NOTEF).'
Trip generation estimates for the gfT9t#
Ef-
.&CAvenue Animal Hospital development were
derived from trip generation rates u lis�ed in the Institute of Transportation Engineers (ITE)
IL4
Date:
Mr. Bertrand Hauss, P.E.
February 28, 2013
Page 2
Trip Generation Manual, 9th Edition, 2012, under Land Use Code 640 (Animal
HospitalNeterinarian Clinic)
The trip generation analysis indicates that the proposed 4,926 square feet of usable animal
hospital floor space will generate approximately 20 and 2' ) new trips during the a.m. and p.m.
peak hours, respectively. The Trip Generation Manual only identifies trip rates to calculate the
peak hour trip generation for an animal hospital/veterinarian clinic use (ITE Code 640) and does
not include a rate for determining total daily trips.
The results of the trip generation calculations for the proposed project are summarized below in
Table 1.
Table 1
Trip Generation Summary
Fifth Avenue Animal Hospital (4,926 SF)
Trip DescriEtion
AM Peak Hoar
PM Peak Hour
Inbound
14
9
Outbound
14
Total New Trips
20
23
The supporting detailed trip generation calculations and summary for the daily and peak hours is
attached to the end of this report.
Project Site Access
Access to the project site is provided by a single access driveway which will access the public
alley on the west side of the project site between 5'h and 4dAvenues. The access driveway will
have unobstructed sight distance visibility in either direction of the alleyway and would meet
City of Edmonds access requirements.
Traffic Iinpact Fee Mitigation
The development is obligated to pay their fair share of mitigation costs towards the City of
Edmonds transportation improvement projects as required by the City's transportation impact fee
guidelines and code requirements.
The City of Edmonds' Transportation Impact Fee is mandated by their Edmonds Municipal Code
Ch4ter 18.82 for transportation improvements, and is based on the square footage and land use
type of the proposed development and the cost per trip designated for the land use type. Since
the City's TIF list does not include a specific fee rate for animal hospitals, the default unit cost
for Medical Office — ITE Land Use Code 720 is $3.81 per square foot. The proposed animal
Mr. Bertrand Hauss, P.E.
February 28, 2013
Page 3
hospital includes a total usable floor area 4,926 square feet. Table 2 summarizes the resulting
traffic impact fee mitigation required for the proposed project.
Table 2
Traffic Impact Fee Mitigation Summary
Fifth Avenue Animal Hospital
Land Use
Unit Cost
Square Feet
I Impact Fee
Edmonds Code 18.82.120
Road Impact Fee Rates
$3.81 per SF
4,926 SF
$18,768.06
Medical Office — ITE Land Use Code 720
Thus, in accordance with the City of Edmonds traffic impact fee guidelines, the Fifth Avenue
Animal Hospital development project is obligated to contribute a total traffic mitigation fee of
$18,768.06 for City transportation improvement plans and projects. The City of Edmonds
Traffic Impact Analysis Worksheet (E82) has also been prepared and is attached to this report as
required.
We trust that the trip generation and traffic impact fee analysis conducted above for the proposed
Fifth Avenue Animal Hospital development project provides you with the information necessary
to review and approve this development. This study was prepared by a licensed Professional
Engineer in the State of Washington and a Member of the Institute of Transportation Engineers.
Please contact us if you have any questions or concerns regarding the information documented
herein.
Sincerely, 1�3
NORTHSHORE TRAFFIC CONSULTANTS
Sherman D. G
:fnoong, P. 34
Project Principal tSTS'qk -
AL
Attachments: Architectural Werks Site Plans: Figures SD 1 -0, SDI, SDI. I ES 12-0
Trip Generation Summary and References
Citywide Transportation Impact Fee Schedule
City of Edmonds Traffic Impact Analysis Worksheet
),qWEWAY
'MfTrrr"�I
;;I t
9
9
ORNRO;= rw
4
CD ECTURAt
M Fifth Ave Animal Hospital
0 WERKS,.c
A 11 IV 1=�A%-Tfe
i 310 5th Ave. South S=M
6 1
Edmonds, WA 98020
i AMMMI
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FIRST FLOOR PLAN
FIRST FLOOR NET FLOOR AREA = 4027 SF
1/8"= V-0"
SECOND FLOOR NET FLOOR AREA = 899 SF
TOTAL = 4926 SF
ECTURAL
WERKS,.c
Fifth Ave Animal
Hospital
SHEET TITLE:
FIRST FLOOR PLAN
=%�AVENK
MM.
310 5th Ave. South
DATE: Febr-gant 21, 2013
1
SDI
1
Edmonds, WA 98020
JOB NUMBER: 1253
G
Aft"
Me
0-
SECOND FLOOR PLAN
1/8" = V-0"
10PA = An27 CC:
i SECOND FLOOR NET FLOOR AREA = 899 SF
TOTAL = 4926 SF
SHEET TITLE:
ECT RAL
WE. KS,.c Fifth Ave Animal Hospital SECOND FLOOR PLAN
310 5th Ave. South DATE: February 21, 2013 SDIA
Edmonds, WA 98020 JOB NUMBER: 12,93 1
Re: Traffic Impact Study for Proposed
Trip Generation Calculations
Northshore Traffic Consultants Project No.
Fifth Avenue Animal Hospital
13TO3
Proposed Landuse
Quantity
ITE Land Use Code
Land Use
1.
Animal Hospital
4,926 Square
640
Animal HospitalNet
Feet
Clinic
1. Animal Hospital
ITE Land Use Code
Land Use Quantity
Average Daily Traffic
ITE Trip Rate:
AM Peak Hour Trips
ITE Trip Rate:
PM Peak Hour Trips
ITE Trip Rate:
640
4,926 Square Feet
N/A trips per 1000 Square Feet
Inbound 50%
Outbound 50%
Average Daily Traffic N/A trips
Pass -By Reduction N/A
Net Average Daily Traffic N/A
4.08 trips per 1000 Square Feet
Inbound
72%
Outbound
28%
AM Peak Hour Trips
20 trips
Inbound
14 trips
Outbound
6 trips
Pass -By Reduction
0%
4.72 trips per 1000 Square Feet
Inbound
39%
Outbound
61%
PM Peak Hour Trips
23 trips
Inbound
9 trips
Outbound
14 trips
Pass -By Reduction
0%
Not PM Peak Hour Trips 23
Inbound 9
Outbound 14
Land Use: 640
Animal HospitalNeteri nary Clinic
Description
An animal hospital or veterinary clinic is a facility that specializes in the medical care and treatment
of animals.
Additional Data
one of the sites surveyed was located in a rural area.
The sites were surveyed in the 2000s in California.
Source Numbers
597,662
Trip Generation, gth Edition 9 Institute of Transportation Engineers 1247
Animal HospitalNeteri nary Clinic
(640)
Average Vehicle Trip Ends vs: 1000 Sq. Feet Gross Floor Area
On a: Weekday,
Peak Hour of Adjacent Street Traffic,
One Hour Between 7 and 9 a.m.
Number of Studies: 2
Average 1000 Sq. Feet GFA: 13
Directional Distribution-:-- 72% entering, 28% exiting
Trip Generation per 1000 Sq. Feet Gross Floor Area
Average Rate Range of Rates Standard Deviation
4.08 2.90 - 4.87
vata Piot ano tcluation
80
70
60
LU
CL
.r
(D
50
40
F-
30
20 -t
10
X Actual Date PaInts
c;aurton - use tweruny - aiman zempieasize
. . . . . . . . . .
..... . .....
....... ..... - . ...... . ....... -
Fitted Curve Equation: Not given
12 13
X = 1000 Sq. Feet Gross Floor Area
14 15
------ Average Rate
R 2
1248 Trip Generadon, 9th Edition o Institute of Transportation Engineers
..A
Animal Hospital/Veteri nary Clinic
(640)
Average Vehicle Trip Ends vs: 1000 Sq. Feet Gross Floor Area
On a: Weekday,
Peak Hour of Adjacent Street Traffic,
One Hour Between 4 and 6 p.m.
Number of Studies. 2
Average 1000 Sq. Feet GFA: 13
Directional Distribution: 39% entering, 61 % exiting
Trip Generation per 1000 Sq. Feet Gross F-iloor Area
Average Rate Range of Rates standard Deviation
4.72 4.60 - 4.90
Data Plot ancl hquation
1 80 1 -
70
LU
L
60
UZ
50
40
10
%law if - . -.7
.. ........... . ......
................
X AdUal Date PoInts
Fitted Curve Equation: Not given
12 13
X = 1000 Sq. Feet Gross Floor Area
14 15
------ Average Rate
R 2 = ****
Trip Generation, 9th Edition e Institute of Transportation Engineers 1249
2009 - Impact Fee Rate Table
Edmands Straels and Roads 1n7j,')oW Faig Role Sludy
TABLE 4
IMPACTF RATF-1;
0)
(2)
(3)
(4)
(5)
(6)
1
Trip
ITE ITE Land Use
Trip
tfi Now
Length
W Now Trips per
ImpKt Fee Per L)Wt @
0 d . Category
Ratat
Ttips3
Factor4
Unit of Measure
$1.049A1 per Trip
110 Light lndustdzJ
1
0.97
100%
1.4
IA3 1,0D0 sq ft
1-50 per square Wt
4
140 Martufactirring
0.73
100%
1.47
1.07 1,000 5q ft
1.12 per square foot
151 PAN-V#2rehouso
0.26
100%
1.47 1
028 1.000 sq Ft
OAO per square foot
210 Single (Wdy House
2
1.01
100%
1.13
1.14 dwelling
1.196.33 per dwelling unit
2
220 Apartment
2
0.62
100%
1.20
0.74 dwelling
776.SG per dwelling unit
230 Condominium
230
0.52
100%
1.15
0.60 dwellfrx_j
629�65 per dwelling unit
240 Mobile Home
[
'0.59
100%
109
0.64 dwelling
671,62 per dwellin unit
2SI Senior liousirg
0.16
I
0:93
0.15 dwelling
157.41 per dwelling unit
320 RoAcl
0.47
100%
00%1
1.27
0.60 taorn
629.65 per mom
420 142rina
0.19
100%
0.97
0.18 berth
188.89 par beat berth
144 Movie Theater
3.80
85%
0.73
2.36 1,000 sq ft
2.40 per wiparo foot
492 Health/Eltnes Club
3.53
75%
1.00 1
2.6� 1,DOO s q ft
2.78 r square foot
530 High School
0.97
80%
1.00
0.78 1,000 sq ft
_Po
0.82 per square foot
SGO Church
0.55
100%
1.20
0.66 1,000 sq rt
0.69 per square foot
565 Day Care Center
12.46
75%
0.67
6.26 11.0W sq ft
6.57 W square foot
620 Nursing Home
0.22
100%
0.87
0.19 bed
199.39 per bed
710 Senora] Office
1.49
9096
1.47
1.97 1,000 sq ft
247 per squarra foot
720 Medical Office
3.46
75%
1-40
3.63 1,000 sq It
3.81 per swats foot
814 Speckilty Roto5l
2.71
.55%
0.60
0.09 1.000 Sri it
0.93 per square foot
820 ShopplM Center
3.73
6 SOA
O.S3
1.28 1,000 sq It
1.34 pw square foot
850 supermAet
10.50
6596
0.67
4'S7 1,000 ag It
4.80 per square fact
852 Convenience rnkt
34Z�7
_46116
0.40
5.53 1,000 sq It
5.80 per sqtrare foot
15-16 hours
912 Orive-in bank
25.82
55%
0.47
6.67 1,000 5q ft
7.00 per square foot
932 Restaurant: sit-
11.15
55%
0.73
4.48 1,000 ,rl It
4,70 per square foot
do"
933 Fast food, no
26.15
50%
0.67
8.76 1,000 Sri It
9J9 per Square foot
drive -up
934 Fan tool, w/
33.84
51%
0.62
10-70 1.000 sq ft
11.23 per square foot
drive -up
936 Coffee/Donut
40,75
20%
0.67
5.46 1,000 sq ft
5.73 per square foot
Shop, no drive -up
938 Coffte/Donut
7S.00
20%
0.67
10.05 1,000 sq ft
10.55 per square foot
shop, drlve-Lq), no
hidoor seating
945 Gas statim
13-38
45%
0.53
3.19 vfp
3,347.62 per vFp'
w/converience
I
IrE Tilp Gonbictlion (Oth EMony 4-6 PM Peak Hour Trip Ends
Exclurjes pow -by lilps we 'Tap Generation Handbook; An RE Proposed Recommended
Practice" (1988)
Ratio to avorago trip length.
vfp: vel*ilcle fucing position
HenClotson, City of Edmonds, Wcshhgton
Young & October W, 2M
Company EFFECTIVE 5/1/2010 Page 21
Revised on 6124110 982 - Traffic Inipacf Analysis Page 3 of 4
City of Edmonds
Traffic Impact Analysis Worksheet
Name of Proposed Project: Ftfz'-T�A
Owner/Applicant
�P— r—�-LP—A T. (S AV-4; -, VW>
Name
(COBSt t 9"TK AV E�.
Street/Mailing Address
-5��Wgv--Uf-la VVAc 616(-7-7
City State Zip
40-
Telephone:
oy- EbAl
0
Applicant Contact Person:
U 5 r- wk (V
Name
LW zo Ave-- tAr--- 2-Lc)
Street/Mailing Address
V-t P�- I W A. 616 O"S
City State zip
Telephone: (-Azsi� gbz,� - 7-7-4-4-
Traffic Engineer who prepared the Traffic Impact Analysis (if applicable):
6005--d-U-TAMa SKC- aA-A.Q <G t�A& ges"
Finn Name Contact Name
Telephone: ezor") Q Oq - 5 Z2-2- E-mail:!;-1twwwPr#A - 600m4 &.,cc - &Tkwu-t-*- " -
THRESHOLD LEVELS OF ANALYSIS
Pro
ject Traffic Levels
Sections to Complete
I. Less than 25 peak -hour trips generated
1 and 7 only (Worksheet/Checklist)
It. More than 25 peak -hour trips generated
All sections
1. PROJECT DESCRIPTION
a. Location -Street address:. 0 — F�tr—r" AVE:-AUC--!5;0V-rk
S Ar-" Wr-M% Soag-r NIX) _(Attach a vicinity map and site plan.)
b. Specify existing land use: VAC-" T--
Specify proposed type and size of development: Arw m AA— H o!r, P tmni- ��!9 z6
(#of residential units anNor square footage of building)
Revised on 6124110
E82 - Traffic Impact Analysis Worksheet
Page I of5
VICINITY MAP
3a
30'
w
Z41.
FENCE COMM. WALL END;
O-V(E ) FROM 0.1'(VV) OF
M*ET
WMI PosnoN 4 CORNER POSITION
35
FENCE END:
0.5'(N) OF PROPERTY LINE
12 DESC.)
r_N
41
09*43'59" E
4z
TOP. 2167
CONC. WALK END; S' WIDE CC.4CRETV/WALK 6' lhlDE CONC..
0.1 1 (N) OF PROP. 2.3' HIGH
IW. 89.54. Ir PVC (N.S)
4� HIGH CMAJNUNK--.", 11
LF
5) tt
;I_--
furti S,
:i
A�m
34 FENCE (TYPICAL)
LINE 5/
WALL
PR
>
UAL A
c
_Cu ..UNE
6' HIGH CHANLINK DL ASHALT
FENCE (TYPICAL) (TYPICAL)
6' Woll: CONC. WALL—,
da
.C-
M
> c
5n
aomza
ASSESSORS TAX PARM NuMBER, 270XBOWW
33
FENCE LINE 6
W4
m
10
STE ADDRESfo 32 M AVE 5
O..34E.)FRFM L LINE.
4,
DaSTM OCa~ AND LUS, AVTOMWLE PARKM
mmim
PROPOSED OCCLIPANC 5 C00JPAWY/VrnatnoRy cuNic
C POSITION P'.'.
S 89'43'59. w 1/22 7'(MEAS,) 122-71'(DESC.) LINE
3
: SULDING. TYPE OF G0WTR=0* V5
MJMBER OF STORIM 9-STORY AEOVE GRAVE PLANE
71
FLOOR AREA_� FIRST FLOOR - 4,aW SF� SW*V FLOOR - OW 6f
ALARM Wt RWARED
r
FIRE SPRIWIQ�ER 5Y5TEM AND FIRE SISTEM,
m
PROPOSED CCCUPANCYAAWa� " 0CCUPAWr1UWDVK== GARAGE
BUWN& TM OF C0%TR=lD"- VB
32 _<
EX BUILDING
U)
NAM OF STORIM I-STGRY 5ELOW GRADE PLANE (BASEMENT)
0
FLOOR AREA& 4 5F
FIRE SPRaACLERVY3 P'OU
STEM, RED
PAINT MARK GS
N NG
Ill
FOR UNDERG
(DEXISTING
SITE PLAN
m
- 2W
FiRE ALARM SYSTEM, Wr REQUIRED
—_. �::hl�
____ - — -- — - SCAZ f
W�W. PMGMTZN. W2 - UNING. DESGNAMON. W2 - 0 M
CZMMA4 OVERLAY WN2 DMGNATOO POWWOW" An,
—.Gl..
6p%maumwmmlq
m
CENTER
LUr AREA, 014 ACRE
[.,
0 5 10
20
50
E c4
TWERE Aft W IMSTM LMLnY OR ACCM EASEMENT ON
ISITE PLAN LEGEND I
-AREA
NEW GarrojK
.& F
Go
(n
(L)
>
------------
om
46J Ln 0
3:o E
LLZrnw
---------- SHEIT "ME,
WE PLAN
0 PROP05ED 51TE PLAN I A71 -0
SrAl P - W.W
a 10 20 w
4
d. Date construction will begin and be completed:
e. Define proposed access locations: A'r-�5' -ro M� P�'q tl�
'�il 0
LAE:- kyCKESS P P-1 V E4-)A-Y -C v P 'A-E91-L C_ AAL� 7rb 7k&- W f��r
f. Define proposed sight distance at site egress I ocations: 5 C4 K-r P" -C-A-%.XAE- A,-T- AJJ.4&
k'e,- A&AC!, AXGZ--M Mf>A-ic*at:�-S. !r.. ,
2. TRIP GENERATION
Source shall be the Eighth Edition of the Institute of Transportation Engineers (ITE) Trip Generation
manual. For independent fee calculations, the current edition of the ITE manual may be used.
ADT = Average Daily Traffic
PM Peak -hour trips (AM, noon or school peak may also apply as directed by e City Engineer)
a. Existing Site Trip Generation Table:
Land Use
Daily (ADT)
PM Peak -Hour
Trips
IN
OUT
b. Proposed Project Trip Generation Table: /V-\ k V
Land Use Daily (A/T) I PM Peak -Hour Trips I
I I I IN I OUT I
c. Net New Project Trip Genergdon Table:
PM Peak -Hour Trips
Land Use Daily (ADT) IN OUT
d. State a
,,4mptions and methodology for internal, link -diverted or passby trips:
Revised on 6124110 E82 - Tra
ffic Impact Analysis Worksheet Page 2 of 5
3. TRIP DISTRIBUTION
Prepare and attach a graphic showing project trip distribution percentages and assigpments. For
developments that generate over 75 peak -hour trips, the City Engineer reserves ight to require
trip distribution to be determined through use of the City traffic model.'
4. SITE ACCESS ROADWAY/DRIVEWAYS AND SAFETY
a. Have sight distance requirements at egress location been met per AAWTO requirements?
b. Intersection Level of Service (LOS) Analysis:
Intersections to be evaluated shall be determined by the Cl'of Edmonds Traffic Engineer
Existing Conditions
LOS
Delays
Year of Opening
LOS
Delays
Five Years Beyond Change of
L5
Delays
Land Use
c. Describe channelization warrants:
(Attach striping plan.)
d. Vehicle Storage/Queuing Anal ysix(calculate 50% and 95 % queuing lengths):
50%
95%
Existing Conditions
Year of Opening /
Five Years Be Change of
Land Use 2!
1
e. If appropriat9(state traffic control warrants (e.g. stop sign warrants, signal warrants):
f. SurgAarize local accident history2 (only required for access to principal and minor arterials):
1 Available upon request at City of Edmonds Development Services Department
2 Available upon request at City of Edmonds Police Department
Revised on 6124110 E82 - Traffic Impact Anatysis Worksheet Page 3 of 5
L
5. TRAFFIC VOLUMES
Provide the following and other planned development traffic within the city-'
a. Describe existing ADT and peak -hour counts (less than two years old), includirrg/ming
movements, on street adjacent.to and directly impacted by the project.
b. Describe the estimated ADT and peak -hour counts, including turning mo ements, the year the
project is fully open (with and without project traffic).
c. Describe the estimated ADT and peak -hour counts, including ming movements, five years
J/i
j
after the project has been fully open (with and without proje traffic).
d. State annual background traffic growth factor and I , /()rl
Z I \\1
6. LEVEL OF SERVICE (LOS) ANALYSIS
"S'S
a. Summarize Level of Service Analysis bel and attach supporting LOS analysis documentation.
Provide the following documentation fo each arterial street or arterial intersection impacted by
ten or more peak -hour trips. Other Ci -planned developments' must also be factored into the
LOS calculations.
LOS
LOS
Existing Conditions
Existing
Delays
Year of Opening
With Project
Without Project
Five Years Bey Change of
Land Use
With Project
1.
Without Projec
1 t]
b. Note any as.�dmptions/variations to standard analysis default values and justifications:
1 A list of planned developments are available at the City upon request for public records
Revised on 6/24/10 E82 - Traffic Impact Analysis Worksheet Page 4 of 5
I
0
7. MITIGATION RECOMMENDATIONS
State recommended measures and fees required to mitigate project specific traffic impacts. Traffic
impact fee shall be calculated from the Edmonds Road Impact Fee Rate Study Table 4 (attached)
and as identified in ECDC 18.82.120, except as otherwise provided for independent fee calculations
in ECDC 18.82.130.
CHANGE IN USE
Fee for prior use shall be based on fee established at the time the prior use was permitted. If the
previous use was permitted prior to the adoption of Ordinance 3516 (effective date: 09/12/04),
the 2004 ECDC 18.82.120 impact fee shall be used.
ITE Land Use Category
Per Unit
Fee Rate
New Use
7 Zo
$ 3,15 �/V:�
Prior Use
. . . . . ... .. . ................ . ... ..
Units in
square feet, Fee
# of dwelling,
vfp, etc.
X -4,&A2-&, &F= $ vs, -71-g
X $
New Use Fee: $ Prior Use Fee: $ $
F
R/OfflEW DEVELOPMENT
ITE Land Use Category
New Use 1-7-zo
D OTHER
Units in
Per Unit square feet,
Fee Rate of dwelling,
vfp, etc.
$ 3,94/S-f= I X 4,42&
MITIGATION FEE RECOMMENDATION:
INDEPENDENT FEE CALCULATION: $200.00 L+,consultant fee)
TOTAL TRAMC IMPACT FEE
City of Edmonds, Engineering Division Approval Date
Fee
' No impact fees will be due, nor will a credit be given, for an impact fee calculation resulting in a net ncgafive.
Revised on 61'24110 E82 - Truffic Inipact Analysis Worksheet Page 5 of 5
ALL WORK SUBJEC-rr',
TO FIELD
INSPECTION FOR
F
CODE COMPLIANCe.,
I SPECS:
- Design and fabricate one and blade
sign.
-Aluminum frame and skin
- Routed white PVC letters and logo.
- Logo and letters will be spaced off 1/2".
COLOR SPECS
Wedgewood Blue
White
M
# 21589
N
=r
>
r
CD
Cn
Proposed
6FRW
CD
a\Ap
Sign Wells
Cn
Fifth Ave
Animal
1�
Fargo
Advisors
--------- Hospital
P
opos
Arista Wine
Cellars
Blad
I
Signt
Alder St
CD
cn
=r
Beck's, Funeral
CD
cn
H e
iom
Beck Ln
Opus Bank
=r
Chase
Bank
=r
>C
>
CD
CD
cn
Cn
ApplicaM shall repair/reptace all damage to
utilities or frontage improvements in City
L0ight-of-way par Cfty otQndardo that Is caw
r occurs duillng the pavrnilited pro*t.
_rI I � — — � �_. —
RECEIVED
FEB 2 6 2015
DEVELOPMENT SERVICES
COUNTER
Production Will Not Start Until Customer Has Signed Off.
0 ILVA :1 D
Customer has reviewed drawing and has
approved for production.
Signature
Date
Client: Fifth Avenue Animal Hospital
Contact: Chris Garg
Date: 1/28/2015
-..9&
LL
allIGN 4041116
www.russellsigneo.com
COPYRIGHT 20`15 RUSSELL SIGN CO.
Proofs are property of Russell Sign Company and may not be reproduced in anyway without consent from
SPORTS Russell Sign Company. All Proofs are for presentation and client approval only. Artwork and designs are
Bof;RD!; subject to a design fee. THIS DESIGN IS PROTECTED UNDER FEDERAL COPYRIGHT LAWS.
www.sportboards.net For more detailed information or to purchase the rights to use this custom design contact Russell Sign Co.
21104 70th Ave W. Edmonds, WA 98026 1 425.775.7010 Fax 425.673.5508
Address: 310 5th Ave S
City: Edmonds
State: WA
I ZIP: 98020
Job # 21589
Mobile # -
Phone # 425-395-4274
PO # -
E-Mail: cdgarg@hotmail.com 1
Fax # 425-645-03
—1 38 1
Sales: D. Russell
Design: B. Malinoski'.
U)
00
0
E
CU
z
U-
CN
SPECS:
- Design and fabricate one R;aFquee sign
-Aluminum frame and skin
- Routed white PVC letters and logo.
I - Logo and letters will be spaced off 1/2".
Wgin
0
FRONT VIEW
(Scaled)
96.00"-
18 sq feet
COLOR SPECS
0 Wedgewood Blue
F-1 White
El -
El -
El -
3/4" White PVC
Letters & Logo
Spaced off 1/2"
114 ?10120 1
M 11 �
112" 0
"'Zo `
-bd=d=Q0*=5 SCALE: 1.25" = 1'-0"
# 21589
SIDE VIEW
1.50"
1 1
Aluminum
Frame
5" Aluminum
Spacers
75" White
PVC
IECEIVED
FEB 2 6 2015
DEVELOPMENT SERVICE
COUNTER
Production Will Not Start Until Customer Has Signed Off.
APPROVED
Customer has reviewed drawing and has
approved for production.
Signature
Date
Client: Fifth Avenue Animal Hospital
Contact: Chris Garg
Date: 1/28/2015
COPYRIGHT 2015 RUSSELL SIGN CO.
Address: 310 5th Ave S
city: Edmonds
I State: WA
I ZiP: 98020
Job # 21589
Proofs are property of Russell Sign Company and may not be reproduced in anyway without consent from
SPORTS Russell Sign Company. All Proofs are for presentation and client approval only. Artwork and designs are
Mobile#
Phone # 425-395-4274
Po#
LL
BOARDS' subject to a design fee. THIS DESIGN IS PROTECTED UNDER FEDERAL COPYRIGHT LAWS.
-
40CL
www.sportboards.net For more detailed information or to purchase the rights to use this custom design contact Russell Sign Co.
E-Mail: cdgarg@hotmail.com
1 Fax # 425-645-0338TSCIes,
D. Russell
I Design: B. Malinoski]
russellsignco.com
I 21104 70th Ave W. Edmonds, WA 98026 1 425.775.7010 Fox 425.673.5508
U)
M
0
E
CU
z
a)
SIDE VIEW
SPECS:
- Design and fabricate one hanging blade sign.
-Aluminum frame and skin
- Routed white PVC letters and logo.
- PVC will be flush mounted
24.0"
2 sq feet
COLOR SPECS
Wedgewood Blue
White
F]
F-1
Represents
Awning
CDnK1-r X/ICIAI
.25" White PVC
Flush Mounted
Aluminum Fram(
1 . --d
'. b...d—d..=Ad;Vh.1.- SCALE: 7" = 1 -.0"
1.5" 1
# 21589
Represents
Ig
iecting
Production Will Not Start Until Customer Has Signed Off,
:J:J� 0
7Custorner has reviewed drawing and has
r
approved for production.
Signature
Date
Client: Fifth Avenue Animal Hospital
Contact: Chris Garg
Date: 1/28/2015
COPYRIGHT 2015 RUSSELL SIGN CO.
Address: 310 5th Ave S
city: Edmonds
I State: WA
I ZIP: 98020
Job # 21589
Proofs are property of Russell Sign Company and may not be reproduced in anyway without consent from
SPORTS Russell Sign Company. All Proofs are for presentation and client approval only. Artwork and designs are
Mobile# -
Phone # 425-395-4274
PO#
LL
BOORDS' subject to a design fee. THIS DESIGN IS PROTECTED UNDER FEDERAL COPYRIGHT LAWS.
www.sportboaMs.net For more detailed information or to purchase the rights to use this custom design contact Russell Sign Co.
E-Mail: cdgarg@hotmail.com
Fax # 425-645-0338TSales:
D. Russell
Design: B. Malinoski I
www.russelisignco.com
1 21104 70th Ave W. Edmonds, WA 98026 1 425.775.7010 Fax 425.673.5508
U)
0
E
CU
z
a)
LL
wt-k\
3.0" Lags-
0S13 Ba
Aluminum
3.0" Lag
I SPECS:
Trime n qiHin
f-I U
2.0" Aluminum Frame
Bolted Angle Bracket
,Djn XU_ch i7n1(Z-;m1J�__
2" Aluminum Frame
# 21589
Angle Bracket
0
Lag Screws Screws through frame
and angle bracket
1-0
(D 0 0
2.0" Aluminum Frame
Bolted Angle Bracket
- Design and fabricate one n%_-ff__qU"ee sign.
-Aluminum frame and skin
- Routed white PVC letters and logo.
- Logo and letters will be spaced off 1/2".
COLOR SPECS
N Wedgewood Blue
F-] White
F-1 -
El -
F-1 -
Specs:
Mounted to Building with .25" x 3" lag screws through
1.5" Aluminum Angle. Frame is attached to bracket with
counter sunken screws.
FEB 2 6 2015
DEVELOPMENT SER
COUNTER
Production Will Not btart Until (;ustorner Has bigned Ott.
re"MMMIN
Customer has reviewed drawing and has
approved for production.
Signature -
Date
Client: Fifth Avenue Animal Hospital
Contact: Chris Garg
Date: 1/28/2015
-99&
COPYRIGHT 2015 RUSSELL SIGN CO.
Address: 310 5th Ave S
city: Edmonds
State: WA
I Zip: 98020
Job # 21589
490M
1p, -7=
_S
Proofs are property of Russell Sign Company and may not be reproduced in anyway without consent from
Russell Sign Company. All Proofs are for presentation and client approval only. Artwork and designs are
Mobile# -
Phone # 425-395-4274
Po# -
RUSSELL
M143N a06
BSIORDTS
a K T
subject to a design fee. THIS DESIGN IS PROTECTED UNDER FEDERAL COPYRIGHT LAWS.
www.sportboards.net
For more detailed information or to purchase the rights to use this custom design contact Russell Sign Co.
E-Mail: cdgarg@hotmaii.com
Fox # 425-645-0338 1
Sales: D. Russell
Design: B. Malihoski
www�russelisigno�o.com
1
21104 70th Ave W. Edmonds, WA 98026 1 425.775.7010 Fax 425.673.5508
U)
M
0
E
CU
z
a)
SIDE VIEW
Through Bolt
%AIM, Kl,.f / %A/��k�r
SPECS:
- Design and fabricate one blade sign.
-Aluminum frame and skin
- Routed white PVC letters and logo.
- Logo and letters will be spaced off 1/2".
Client: Fifth Avenue Animal Hospital
Address: 310 5th Ave S
Mobile# -
E-Mail: cdgarg@hotmail.com
COLOR SPECS
Wedgewood Blue
White
El -
El -
n A N a c h m i n
Recessed
Steel Awninq Pan Deckinq
Contact: Chris Garg Date: 1/28/2015
city: Edmonds I State: WA I Zip: 98020 Job # 21589
Phone # 425-395-4274 Po# -
Fax # 425-645-0338 1 Sales: D. Russell Design: B. Malinoski
FRONT VIEW
Through Bolt
With Nut / Washer
Toggle Bolt
�ssed
ecking
1015
COUNTER
Production Will Not Start Until Customer Has Signed Off.
7 A U U �i 0 101A :4
storner has reviewed drawing and has
r
approved for production.
Signature
Date
-aga COPYRIGHT 2015 RUSSELL SIGN CO.
dmlp_�
Proofs are property of Russell Sign Company and may not be reproduced in anyway without consent from
SPORTSRussell Sign Company. All Proofs are for presentation and client approval only. Artwork and designs are
R subject to a design fee. THIS DESIGN IS PROTECTED UNDER FEDERAL COPYRIGHT LAWS.
sOle Boiq
mm IncL RDS' For more detailed information or to purchase the rights to use this custom design contact Russell Sign Co.
www.sportboards.net
wwwrussellsignco com 1 21104 70th Ave W. Edmonds, WA 98026 1 425.775.7010 Fax 425.673.5508
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SPECS:
Design and fabricate one nwffqttee and blade
sign.
Aluminum frame and skin
Routed white PVC letters and logo.
Logo and letters will be spaced off 1/2
COLOR SPECS
N'Wedgewood Blue
White
El
50.0'
0
il
# 21589
Awning
:0
FEB 2 6 20
)EVELOPMENT S1
COUNTER
Production Will Not Start Until Customer Has Signed Off.
� :J :J a;A1VA �
Customer has reviewed drawing and has
r
approved for production.
Signature
I Date
Client: Fifth Avenue Animal Hospital
FEB 2 6 20
)EVELOPMENT S1
COUNTER
Production Will Not Start Until Customer Has Signed Off.
� :J :J a;A1VA �
Customer has reviewed drawing and has
r
approved for production.
Signature
I Date
Client: Fifth Avenue Animal Hospital
Contact: Chris Garg
Date: 1/28/2015
RUSSELL
w�_russellslgncoxom
COPYRIGHT 2015 RUSSELL SIGN CO.
Proofs are property of Russell Sign Company and may not be reproduced in anyway without consent from
SPORTS Russell Sign Company. All Proofs are for presentation and client approval only. Artwork and designs are
VI)T subject to a design fee. THIS DESIGN IS PROTECTED UNDER FEDERAL COPYRIGHT LAWS.
BoJ;p For more detailed information or to purchase the rights to use this custom design contact Russell Sign Go.
www.sportboards.net
21104 70th Ave W. Edmonds, WA 98026 1 425.775.7010 Fax 425.673.5508
Address: 310 5th Ave S
city: Edmonds
1State7
WA
TZip- 98020
Job # 21589
Mobile# -
Phone # 425-395-4274
PO #
E-Mail: cdgarg@hotmail.com
Fax # 425-645-0338 1
Sales: D. Russell —FDesign.B.
Malinoskil
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(1)
Sound/noise originating from
temporary construction sites as a
result of construction activity are
exempt from the noise limits only
during the hours of 7:00am to 6:00pm
on weekdays and 10:00am and
6:00pm on Saturdays, excluding
Sundays and Federal Holidays. At all
other times the noise originating from
construction sites/activities must
comply with the noise limits, unless a
variance has been granted.
ECDC Chapter 5.30
All changes in plans and field
modifications shall be approved by
the local jurisdiction. The design
professional shall prepare drawings as
required for approval.
IBC 107.4
Citj of Edmonds Building Division
AF"'P�q,OVED PLAN
CITY OF EDMONDS
BUILDING DEPARTMENT
WORK Slt-AIS
ADDRE
OWNER 'r
APPROVED DATE: 3AP
BLDG. OFFICIAL Aa
PERMIT NUMBER
Nothing in this permit approval
process shall be interpreted as
allowing or permitting the
maintenance of any currently existing
illegal, nonconforming, or
unpermitted building, structure, or
site condition which is outside the
scope of the permit application,
regardless of whether such building,
structure, or condition is shown on
the site plan or drawing. Such
building, structure, or condition may
be the subject of a separate
enforcement action.
RECIElv=[)
W amn
FEB 2 6 2015
DEVELOPMENT SERVICES
COUNTER
ORIENT SHRUB FOR B�ST
AppEAr4ANCE.-REMdVE ALL
.BROKEN, DEAD STEMS.
DO NOT-DISFISPRE PLANT
PRoviDE SLIGHT
WATERING SAUCR
AROUND 5 GAL-LON AND
LARGER PLANTS 2 `HT.tYP-
SPACING "Au
SPACIN6; "B"
# OF PLANTS/SF
6" o.c.
4,60
81, O.C.
&93u
.2.60
8;6&1
1.66
21
10AW
1,15-.
15"O.C."
-13.00"
-.136
15.60u
.512
Z4�'ox.
20,60y
290
3W G.C.
26,00"
185
36" o.c.
30.00"
.116
SEE GROUNDCOVER PLANT KEY FOR MAXIMUM TPZANGULAR
IF PLANT IS BALLED AND' NUMBER- OF GROUNDCOVER PLANTS R%UIR.Eb IN A GIVEN
BLJRLAP80 -T14EN REMOVE- AAEA.*
TREATED BURLAP.- FOLD
BACK NATURAL BURLAP ofF
TOP OF ROOTBALL - A
FINISH GRADE
A\* 1A F
PLANT LOCATION
CU
EXCAVATE HOLE 2 TIMES
12" DEPTH PREPARED TOPSOILL DIA-METER OF ROOTBALL.
TYPICAL'SHRUB. PLANTING.""
1� kip V, 9CALS!KT.S..
S
V 00
- WE
® g
R'
1'4'
Kd9 1
Plan
IS., THICK
6
SOLID GRATING
5051
I/j67THICK
LEVELING PADS
suppol
Section A -A'.
r(P. 5/16 OPENINGS
AT TOP OF GRATE
1%6" THICK
ATEDGE
TYP. OPENINGS
IeSLI,011
IS ID Va WAL r.
1%" AT SUPPORT
RIB LOCATIONS
. ... .......
TIN-P
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SCAV SVQTINeL- MWLe
4"0
r=R
W�) L X
N
PLANT SPACING -CHART
FOR USE WHEN PLANTS.ARE SPACED EQUIDISTANT FROM EACH
OTHER, AS IN ALL MAS5E1)-'SHkUB/GROUNbCOVE9 PLAN'TiMS
PLANT SPACING CHART.
r= b LT 5;
SPECIFICATIONS
Material YA111 be high quality 1000/6 recycled
grey iron; ASTM A48 class 35b & better,
hardnes,170-223 brinnell (unless specified
othervilse; seee betow�
matefth
a Grey iron ASTI-4 A48 (standard)
m Aluminum, ASTMI B26
.VDucdle iron, (required for all load
ratings higher than pedestrian)
ASTM A536 class 65-45-12.
a Nickel bmnze (ASTM B30)
13 Wonze (ASTP1 826)
Finish will be natural patina of M-v iron
'" epliel othemase; see belew).
I h.
(un'i- Rnp .
�,Ra,%y (sLandard)
st conditioner
Powder Coat*
Liquid Coat (wel: painV
Color:
*Please specify standard UA color
. or mfr. nme and color code-
ci grush (bmirvainickelfalurninum only)
• Perish (bronze/nickellalurritnum 10
• Galvanized (gray Iron and ductile
iron only)
• Other:
- Dimensions are nominal.
Notes
1) Cast In two pleces.
2) Grate Is i" thick at edge.
3) Center OWIng expansions at 2'-G" and 2W".
4) No openings greater than Ylr". In
conformance with ADA AccessiVirty
Guideilnes.
5) Grate vielghs 226 lbs.
CDFT[ments:
Tree Grate
K IVA --e90s7,M--
Page 1 of 1 Date: 5122/12
Foundod 19n
465 E. FIFrEENTH ST.
TACO&JA, WA 98421 swm.urbanscressodes.ixim
wn 481-048S
A 1k 2TI A
-I.AINJ _N& A
STREET TPUM P' DET
10
NOTES
A. Earthwork; In the planting areas provide 2" depth of mulch over subgrades and
Rototill to a depth of 4 to 6" prior to placing 12" depth Pacif ic Topsoils 60/40
blended soil mix. ProVide all excavation as required to attain subgrades and 12"
depth topsoil and 2" depth mulch in the landscape beds.
9. Irrigation, provide temporary above ground irrigation from adjacent hose bib.
Provide battery operated faucet controller, hose connection and drip irrigation to
all the plants shown on the plan. Contractor to submit method and materials
proposed for drip irrigation.
C. Finish grades for the beds shall blend into existing surrounding grades and shall be
f lush to the sidewalk and curbs.
D. Provide plants and planting per details.
E. Provide 2" dept h composted mulch such as Fertil- Mulch. Grades with the mulch
shall be flush to the sidewalks and I" below top of curbs
F. Warranty,
1. Warranty shall include replacing and planting the same size and specie's of plant
material, as shown on the Drawings or included in the plant list. Rejected plants are
to be removed from the site immediately.
2. Duration of Guarantee:
a. All plants shall be guaranteed for a period of one (1) year from the date of
provisional acceptance to be in good, healthy, and flourishing condition.
b. Replace defective materials noted and upon completion of replacements, f al
in
acceptance will be verified in writing by the Landscape Architect.
L
_5089RA0e5_-TeR
QUANTITY
SYMBOL
BOTANICAL/ COMMON NAME
SIZE
ACERS
Adr_�v%AP=:5CAAbE+-
3.5ff CALIPER
SEbhITNE&SCAR i LET SENTINEL
PER CITY OF
MAPLE
EDMONDS
STREET
TREE
STANDARDS
BUXK
BUXUS KORENSIS
C-CCALCONP_
CAN
MIN "ZI oac.
3
LONH
LONICERA HENRYT/ EVERGREE
1 GALLON
HONEYSUCKLE
CAN
3
PART
PARTHENOCISSUS
I GALLON
TRICUSPIDATA/
CAN
BOSTON IVY
(VINr=)- ---
PRNUMV
PRUNUS MT. VERNOW
I GALLON
MT. VERNON LAUREL
CAN,24
TRI
SPACING
_*.(_,t( 0FwNP.WVW
*Ti4ym
nuarlot�ANI;UJNOIA �__4_qo
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OF
WASHINGTON
REGISTERED
NDSCAP� ARCHITI�Cl.
KENNETH E.
LANMW _�VWRGE h
NC
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JOB NUMBER: 1253
DRAWN: Kr--L
CHECKED:
DATE: JANUARY f��_2014
ING
REVISIONS:
64q
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APP --D BY ENGINEERING
SHEET NAME:
LANDSCAPE
PLAN RESUB
MAY 2 3 2014
"V_%8�7 CJVILS AtIn _51TE 1�-Lrf"3
Fbr/ prixi-nomi'vL cr4,)NcmA)&)
BUILDING DEPARWENT
CITY OF EDMONDS
'SEIT
E
- - ----- STRE T FILE
I
A3
PARCEL NO.: 27032300412800
SITE ADDRESS: 310 5th Ave. South Edmonds, WA 98020
PROPERTY OWNER:
NARINDER GARG, PATRICIA GARG
19831 15TH AVENUE NW
SHORELINE, WA 98177
PH: 425-420-7989
CONTACT: CHRISTOPHER GARG, VMD
(LOCAL REPRESENTATIVE)
IMPERVIOUS SURFACE CALCULATIONS
EXISTING: 6,134 SF
PROPOSED (TOTAL): 5,793 SF
PROPOSED BUILDING: 4,842 SF
PROPOSED DRIVEWAY: 567 SF
PROPOSED WALKWAY: 137 SF
PROPOSED TRASH ENCLOSURE: 189 SF
PROPOSED CONCRETE PAD: 36 SF
PROPOSED MISC. PAVING: 22 SF
5,793 / 6,134 = 94%
LOT COVERAGE: 5,771/6,134 SF = 79%
LOT AREA: 6,134 SF
LOT SLOPE: 5%
SETBACKS: NONE REQUIRED
SEE CIVIL FOR ADDITIONAL INFORMATION
,—Z� IRAOIT-I-
"ERAGE GRADE CALCULATION:
99.21'+ 100.211 + T U11 t
-BOB.-W/ 4 =47A5' '17. tro
398-64
MAXIMUM BUILDING HEIGHT ALLOWED:
-$�� 30'= 42745'-
V.161 1 Z7.
ACTUAL MAXIMUM BUILDING HEIGHT:
:EXIST. BDLG.
P.L ADJ. FIN. CABLE
GRADE RAILINGS
BEYOND
P'L'
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(:�)�NORTH RETAINING WALL AT RAMP
3 1, of
1/4" = 1 1-0
1 1-1 1 1-1 1 1-1 1 1-1 1 1-1 1
SOUTH RETAINING WALL AT RAMP
im" = 11-Ull
NOTE: RETAINING WALL TO BE FLUSH WITH THE FINAL GRADE
AT THE PROPERTY LINE, -ryp. V\ " A
EX. SIDEWALK
STREETTREE
GOOSENECK LIGH
FIXTURE, TYP.
FABRIC AWNING
BLADE SIGN
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CONCRETE lei
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CATCH BASIN
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61-011 1.* UTILITY
PR. 6-H X 5-W GATES, 10 t I - LANDSCAPING METERS TO
H.D. ALUMN. SNAP 01 BE LOCATED
BEHIND
FRAME ASSEMBLY TO F
TRASH
HOLD WOOD PLANKS,
AV
VERIFY THAT DOOR I . . ENCLOSURE,
TYP.
BOTTOM WILL CLEAR
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CMUWAL�L
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GALV. STEEL GATE APPP
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WAX. Op
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AT 900 HOLE 615(E: ciViuc, Ftyz- ArM
FOR DROP PIN
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of BU"LI)ING DEP 'NE
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5186
SHEET NUMBER:
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PAINTED YELLOW
LANDSCAPING
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NOTE: SEE CIVIL FOR CURB/GUTTER AND SIDEWALK REQUIREMENTS
.4
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CONCRETE
FOOTING
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BOLLARD
4 111 1-019
.. ..... ....
NOTE: PROVIDE MECHANISM FOR LOCKING
16 GA. ALUMINUM SIGN, WHITE
DROP PIN SYMBCLS AND LETTERS ON
ASSEMBLY WOOD PLANK GATE BLUE BACKGROUND
n Al HU R AP rl
FRAME ASSEMBLY CAP UNIT INTERNATIONAL SYMBOL OF
ACCESS.
TO HOLD WOOD co
PLANKS "STATE DISABLED PARKING
8" CMU BLOCKS, PERMIT REQUIRED"
END POST ii ii r ti GROUNDFACE
TYP. IIXIA Ai%r%C: C101 C11
WEST
ALUMINUM SNAP
POCKET
PAN HEAD FASTENER
STAINLESS STEEL CABLE
AND GROMMET, TYP.
ALUMINUM POST, MAX.
04 04
SPACING PER MFR.
04
ALUMINUM BASE PLATE
CONCRETE RETAINING
WALL 9/16"
0 0
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EQ. Q 0
511211
3
RAILING AT RETAINING WALL
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NORTH & EAST SIM.
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SEE PLAN FOR
LOCATION
INSTALL ONE SIGN
AT HEAD OF EACH
DESIGNATED ACCESSIBLE
PARKING STALL
HANDICAPPED SYMBOL
PAINTED ON CONCRETE AT
HANDICAPPED PARKING
STALL, WIDTH OF PAINTED
LINES TO BE 4". SEE PLAN
FOR LOCATION.
SLOPED CAP
VERT. & HORIZ. REBAR
PER STRUCTURAL
ALL EXTERIOR SURFACES,
TERMINATE BELOW CAP
8" CMU BLOCK WALL
ADJACENT GRADE PER CIVIL
6" CONC. SLAB PER STRUCT. W/
# 4 BARS @ 18" O.C. EACH WAY,
MID -DEPTH ON CRUSHED ROCK
CONC. FOOTING PER
STRUCTURAL
ALT. HOOKS
ENCLOSURE WALL SECTION
3/411 = 1 1-011
I
F.M.1
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MAR 2 7 201
.. ..... .. ...... .. 0UjjLDjt4cj DEPAW,
CITY or. apmot
PERMIT SET
SHEET NUMBER:
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TOP: 91.56
INV: 83.16 (CENTER CHANNEL)
EX. CB
TOP: 91.51
INV:88.01, 8" PVC (N,S)
UNDERGROUND POWER
(APPRO',(. LOCATION)
a -I y J\-/] p I C
TOP: 92.65 '1-,
INV: 89.69, 6" PVC (W,
INV: 89.66, 6" PVC (E)
0 5
EX, CB
TOP: 93.57
INV:89.54, 8" PVC
(N,S,W)
4' HIGH CHAINLINK--�
04 FENCE (TYPICAL)
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PAINT MARKINGS FOR 2"
UNDERGROUND
GAS IN
14 1
DAYTON STREET
3
V JEW UjNR FCORDED
i7l__EX. CONC. MONUMENT WITH
1-5/8" DIA. BRASS CAP MARKED
S WITH 'Y' IN CASING
TOP: 96.27
INV: 88.99 (CENTER CHANNEL)
TOP: 98.62
INV: 94.51-12"D.I.(N)
INV: 94.57-12"D.I.(S)
INV: 96.42-12"D.I.(SE)
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WATER METER LID
_o.,FLEV.=100.00
" 3 HOUR PARKING"
SIGN
SCALE : 1"=20'
1,, 10, 20' 40'
I r*f%r-K1r-%
EXISTING MONUMENT AS DESCRIBED
SET LEAD AND TACK WITH BRASS WASHER
STAMPED "LSA 22969" UNLESS DESCRIBED
OTHERWISE
CATCH BASIN INLET
SEWER MANHOLE
03 WM
WATER METER
-0-UP
UTILITY POLE
A Y-�,
y --- >-.<,
STREET LIGHT STANDARD (LARGE)
—SD—
STORM DRAINAGE LINE
—SS—
SEWER LINE
_W_
WATER LINE
_O/P_
OVERHEAD POWER
_U/P_
UNDERGROUNDPOWER
-CATV-
OVERHEAD CABLE
FP]
P.U.D. VAULT
IQ
FIRE HYDRANT
BASIS
OF BEARINGS
THE CENTERLINE
OF WALNUT STREET PER PLAT OF
SURVEY RECORDED
UNDER AUDITOR'S FILE NO.
199911015001.
-LEGAL
DESCRIPTION
THAT PORTION OF THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER
OF THE SOUTHEAST QUARTER OF SECTION 23, TOWNSHIP 27 NORTH,
RANGE 3 EAST, W.M., DESCRIBED AS FOLLOWS:
BEGINNING AT A POINT ON THE WEST MARGIN OF 5TH STREET IN THE CITY
OF EDMONDS, 510.09 FEET NORTH AND 30 FEET WEST OF THE SOUTHEAST
CORNER OF SAID SECTION 23; THENCE WEST 122.71 FEET; THENCE NORTH
50 FEET; THENCE EAST 122.71 FEET, MORE OR LESS, TO WEST MARGIN OF
SAID 5TH STREET; THENCE SOUTH 50 FEET TO THE POINT OF BEGINNING.
(BEING KNOWN AS LOTS 5 AND 6, BLOCK 1, OLYMPIC VIEW, ACCORDING TO
THE UNRECORDED PLAT THEREOF.)
SUBJECT TO EASEMENTS, RESTRICTIONS AND RESERVATIONS OF RECORD
BENCHMARK
S' L G C K I
6 A
EAST SIDE OF WATER METER LID LOCATED APPROXIMATELY 7' NORTH AND
5' EAST OF THE SOUTH EAST PROPERTY CORNER.
Ln In
"EX. CBMH
ELEVATION=100.00
Y, I TOP: 101.86
tn z
co
04 INV: 97.11-12"D.I.(N) DATUM
EX. CB INV: 97.19-12"D.I.(S)
9, b TOP:94.26 INV: 98.05-12"D.I.(E) ASSUMED
INV:90.83, 8" PVC (N,S)
L4 V 3
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p @ NOTES,
THE LOCATION OF UNDERGROUND UTILITIES SHOWN HEREON ARE
EX. SSMH
TOP: 101.82 APPROXIMATE ONLY AND DO NOT REFLECT THE LOCATION OF ALL
UTILITIES ON OR IN THE VICINITY OF THE SUBJECT PROPERTY. THE
INV: 95.58 (CENTER CHANNEL) OWNER SHOULD CONTACT ALL UTILITY PURVEYORS IN THE AREA TO
ASCERTAIN THE LOCATION AND DEPTH OF ALL UTILITIES.
STR,t i ALE TOPOGRAPHYSURVEY
FOR
EK. SSMH CHRIS ARG D VA4
TDP: 95.95
INV: 86.80 (CENTER CHANNEL) S
IN SE1/4, SE1/4, SECTION 23, T.27 N R.3 E. W. M.
> CITY OF EDMONDS
N 89*43'59" E (BASIS OF BEARINGS) k. .1
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m EX. 3" BRASS PLATE 321.36' EX. CONCRETE MONUMENT A 9-13-2013 UPDATED TOPOGRAPHIC MAP DVW
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EX. TACK IN LEAD PLUG 23kj 24 19400 33rd Avenue W., Suite 200 Lynnwood, WA 98036 0 (425)775-1591 + (425)672-7998 fax
IN 2" IRON PIPE IN CASING DRAWN CHECKED I DATE F.B. 442 A, SCALE FILE NO.
(SECTION CORNER) 26 25 ... - I . - - .- .- - PG.'S 42- 44 1 , 1. — I C A tn -7 n -1 -7
OEC 2 0 2013
DEVELOPMENT SERVICES
COUNTER
DAYTON STREET
EX. CONC. MONUMENT WITH
DIA. BRASS CAP MARKED
S WITH "X" IN CASING
TOP: 96.27
INV: 88.99 (CENTER CHANNEL)
EX- SSMH
TOP: 91.56
INV: 83.16 (CENTER CHANNEL)
EX. CB
TOP: 91.51
INV: 88.01, 8" PVC (N,S)
Ln
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FENCE CORNER; EX. BUILDING
Py r:VTPI lnrn AE T I
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TOP: 98.62
I N V: 9 4.51-12" D. 1. (N)
INV: 94.57-12"D.I.(S)
INV: 96.42-12"D.I.(SE)
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SIGN
f TOP: 101.86
INV: 97.11-12"D.I.(N)
INV: 97.19-12"D.I.(S)
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SET LEAD AND TACK WITH BRASS WASHER
STAMPED "LSA 22969" UNLESS DESCRIBED
OTHERWISE
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WATER METER
UP
-0-:
UTILITY POLE
STREET LIGHT STANDARD (LARGE)
—SD—
STORM DRAINAGE LINE
—SS—
SEWER LINE
—W—
WATER LINE
-O/P-
OVERHEAD POWER
-U/P-
UNDERGROUND -POWER
-CATV-
OVERHEAD CABLE
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FIRE HYDRANT
BASIS
OF BEARINGS
THE CENTERLINE
OF WALNUT STREET PER PLAT OF
SURVEY RECORDED UNDER AUDITOR'S FILE NO.
199911015001.
LEGAL
DESCRIPTION
THAT PORTION OF THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER
OF THE SOUTHEAST QUARTER OF SECTION 23, TOWNSHIP 27 NORTH,
RANGE 3 EAST, W.M., DESCRIBED AS FOLLOWS:
BEGINNING AT A POINT ON THE WEST MARGIN OF 5TH STREET IN THE CITY
OF EDMONDS, 510.09 FEET NORTH AND 30 FEET WEST OF THE SOUTHEAST
CORNER OF SAID SECTION 23; THENCE WEST 122.71 FEET; THENCE NORTH
50 FEET; THENCE EAST 122.71 FEET, MORE OR LESS, TO WEST MARGIN OF
SAID 5TH STREET; THENCE SOUTH 50 FEET TO THE POINT OF BEGINNING.
(BEING KNOWN AS LOTS 5 AND 6, BLOCK 1, OLYMPIC VIEW, ACCORDING TO
THE UNRECORDED PLAT THEREOF.)
SUBJECT TO EASEMENTS, RESTRICTIONS AND RESERVATIONS OF RECORD.
BENCHMARK
EAST SIDE OF WATER METER LID LOCATED APPROXIMATELY 7' NORTH AND
5' EAST OF THE SOUTH EAST PROPERTY CORNER.
ELEVATI ON = 100. 00
r% A -rl 1 1 A
A��UMLU
I NOTES
EX. SSMH THE LOCATION OF UNDERGROUND UTILITIES SHOWN HEREON ARE
TDP: 101.82 APPROXIMATE ONLY AND DO NOT REFLECT THE LOCA11ON OF ALL
INV: 95.58 (CENTER CHANNEL) UTILITIES ON OR IN THE VICINITY OF THE SUBJECT PROPERTY. THE
OWNER SHOULD CONTACT ALL UTILITY PURVEYORS IN THE AREA TO
ASCERTAIN THE LOCATION AND DEPTH OF ALL UTILITIES.
pl E 190 U� B
TOPOGRAPHY SURVEY ow,
FOR MAR 2 7 2014
DINa DEPARI-MENT
CHRIS/--% A offy OF F.DmoNDS
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IN SE1/4, SE1/4, SECTION 23, T.27 N.1 R.3 E., W.M.
CITY OF EDMONDS
SNOHOMISH COUNTY, WASHINGTON
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10-15-2013 UPDATED TOPOGRAPHIC MAP DVW
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CITY OF EDMONDS - INSPECTION NOTES
1 MOBILIZATION AND TEMPORARY EROSION AND SEDIMENTATION CONTROL (TESC)
BUILDER/OWNER IS RESPONSIBLE FOR CONTAINING ALL TEMPORARY SILT RUNOFF AND
EROSION ON SITE. TESC MEASURES SHALL BE MAINTAINED DURING THE CONSTRUCTION
PROCESS AND UNTIL SITE HAS BEEN PERMANENTLY STABILIZED. A MOBILIZA11ON AND
TESC INSPECTION IS REQUIRED ONCE APPROPRIATE TESC & PUBLIC SAFETY MEASURES
HAVE BEEN INSTALLED AND PRIOR TO CLEARING AND CONSTRUCTIO11'. THE INSPECTION
SHALL INCLUDE BUT NOT BE LIMITED TO:
A) TEMPORARY EROSION AND SEDIMENTATION CONTROL: AN INSPECTION SHALL BE
PERFORMED TO ENSURE THAT EROSION CONTROL AND SOILS STABILIZATION METHODS
HAVE BEEN PERFORMED PER THE APPROVED PLANS AND PER THE GENERAL
REQUIREMENTS OF THE PERMITTED WORK. SILT FENCE, ROCK ENTRANCE, CATCH BASIN
PROTECTION, ETC. SHALL BE INSTALLED PER EDMONDS CITY STANDARDS.
B) MOBILIZATION: STAGING OF MATERIALS AND PLACEMENT OF JOB SHACK, EQUIPMENT,
DUMPSTER, ETC. SHALL BE ON PRIVATE PROPERTY AND/OR PER APPROVED PLANS. A
RIGHT-OF-WAY CONSTRUCTION PERMIT SHALL BE OBTAINED FROM THE CITY PRIOR TO
PLACEMENT OF CONSTRUCTION RELATED ITEMS WITHIN THE CITY RIGHT-OFWAY.
C) PEDESTRIAN SAFETY: PEDESTRIAN SAFETY MEASURES SHALL BE INSTALLED PER
APPROVED PLANS AND TO MUTCD STANDARDS. ADJUSTMENTS SHALL BE MADE AS
DEEMED NECESSARY DURING THE COURSE OF CONSTRUCTION.
D) TRAFFIC CONTROL & HAUL ROUTES: TRAFFIC CONTROL AND HAUL ROUTES SHALL BE
IN PLACE PER APPROVED PLANS AND TO MUTCD STANDARDS. ADJUSTMENTS SHALL BE
MADE AS DEEMED NECESSARY DURING THE COURSE OF CONSTRUCTION.
2. ON -SITE STORMWATER MANAGEMENT SYSTEM
PRIOR TO BACKFILL AND AFTER THE STORM SYSTEM AND ALL ASSOCIATED CATCH BASINS,
PIPE, ETC. HAVE BEEN INSTALLED PER APPROVED PLAN AND BEDDED PER CITY
REQUIREMENTS, AN INSPECTION OF MATERIALS, DEPTH, LENGTH, MUDDING, CONNECTIONS,
ETC. IS REQUIRED.
3. STORM TIGHTLINE
PRIOR TO BACKFILL AND AFTER THE TIGHTLINE DRAINAGE SYSTEM HAS BEEN INSTALLED,
AN INSPECTION OF MATERIALS, SLOPE, BEDDING AND CONNECTIONS TO ON SITE DRAINAGE
SYSTEM, CITY STORM SYSTEM, EXISTING SYSTEM, ETC. AS INDICATED ON APPROVED
PLANS, IS REQUIRED.
4. F001ING DRAINS
PRIOR TO BACKFILL AND AFTER THE FOOTING DRAINS HAVE BEEN INSTALLED, AN
INSPECTION OF THE FOOTING DRAINS IS REQUIRED TO BE PERFORMED BY THE BUILDING
DIVISION. CALL 425.771.0220 X1333 TO SCHEDULE AN INSPECTION WITH THE BUILDING
DIVISION. THE CONNECTION OF THE FOOTING DRAINS TO A STORM DRAINAGE SYSTEM TO
BE INSPECTED BY THE ENGINEERING DEPARTMENT.
5. SANITARY SIDE SEWER
AN ENGINEERING INSPEC11ON IS REQUIRED PRIOR TO BACKFILL AND PIPE MUST BE ON
TEST (AIR OR WATER) FOR INSPECTOR TO VERIFY AT THE TIME OF INSPECTION. REPAIRS
ARE REQUIRED TO BE ON TEST IF LENGTH OF REPAIR EXCEEDS ONE STICK OF PIPE.
CONTRACTOR/OWNER SHALL COMPLETE AS -BUILT DRAWINGS AND PROVIDE TO THE
ENGINEERING INSPECTOR AT THE TIME OF INSPECTION. REFER TO CITY OF EDMONDS
HANDOUT #E71 FOR SANITARY SEWER PERMIT, INSTALLATION, INSPECTION, & AS -BUILT
REQUIREMENTS.
6. WATER SERVICE LINE
AN ENGINEERING INSPECTION IS REQUIRED PRIOR TO BACKFILL. CONTRACTOR/OWNER
SHALL COMPLETE AS -BUILT DRAWINGS AND PROVIDE TO THE ENGINEERING INSPECTOR AT
THE 11ME OF INSPECTION. REFER TO CITY OF EDMONDS HANDOUT #E86 FOR WATER
SERVICE LINE PERMIT, INSTALLATION, INSPECTION & AS -BUILT REQUIREMENTS.
7. CONCRETE FORM INSPECTION
PRIOR TO CONCRETE POUR, FORM INSPECTIONS ARE REQUIRED ON DRIVEWAYS,
CURB/GUTTER, AND SIDEWALKS AS INDICATED ON APPROVED PLANS.
REFER TO CITY OF EDMONDS STANDARD DETAILS FOR SPECIFIC CONSTRUCTION
REQUIREMENTS.
-CURB AND GUTTER ARE TO BE POURED SEPARATELY FROM THE SIDEWALK.
-DRIVEWAY SLOPE SHALL NOT EXCEED 14% WITHOUT APPROVAL OF A WAIVER FROM THE
CITY ENGINEER.
-ON-SITE WASH OUT AREA IS REQUIRED AND DOWNSTREAM CB'S MUST BE PROTECTED.
SLURRY SHALL NOT BE WASHED INTO THE CITY STREETS. STORMWATER CONTAMINATION
SHALL BE CONSIDERED AN ILLICIT DISCHARGE AND SUBJECT TO FINES.
POST CONCRETE POUR, AN INSPECTION IS REQUIRED TO VERIFY TAPERS, FINISH WORK,
CORRECT PLACEMENT OF EXPANSION MATERIAL, ETC. THE CONTRACTOR/OWNER IS
RESPONSIBLE FOR ANY DAMAGE TO THE CONCRETE POST POUR.
8. FIRE DEPARTMENT CONNECTION / FIRE LINE INSTALLA11ON
-THE ENGINEERING DIVISION AND FIRE DEPARTMENT INSPECTS THE FIRE LINE FROM THE
CONNECTION AT THE MAIN, TO AND INCLUDING THE VAULT AND SUBSEQUENT PRESSURE
TEST. THE FIRE DEPARTMENT ALSO INSPECTS AND CONDUCTS A PRESSURE TEST OF THE
FIRE LINE FROM THE VAULT TO THE BUILDING. CALL 425-775-7720 TO SCHEDULE AN
INSPECTION WITH THE FIRE DEPARTMENT.
-THE INSTALLER MUST BE CERTIFIED WITH A UA LICENSE TO INSTALL ALL FIRE LINE
PIPING AND APPURTENANCES FROM THE MAIN TO THE RISER IN THE BUILDING.
-THE PUBLIC WORKS DEPARTMENT PERFORMS VISUAL INSPECTIONS OF ALL DOUBLE CHECK
DETECTOR ASSEMBLIES (DCDA) AND DOUBLE CHECK VALVE ASSEMBLIES (DCVA) TO
ENSURE PROPER INSTALLATION. FOLLOWING INSPECTION BY THE CITY, A TEST MUST BE
PERFORMED BY A WASHINGTON STATE CERTIFIED BACKFLOW ASSEMBLY TESTER. A COPY
OF THE TEST REPORT IS TO BE PROVIDED TO THE PUBLIC WORKS, CROSS CONNECTION
SPECIALIST. CALL 425-771-0235 TO SCHEDULE AN INSPECTION.
9. RIGHT-OF-WAY CONSTRUCTION
A SEPARATE RIGHT-OF-WAY CONSTRUCTION PERMIT IS REQUIRED FOR WORK PERFORMED
IN THE DEVELOPED AND/OR UNDEVELOPED CITY RIGHT-OF-WAY. REFER TO CITY OF
EDMONDS HANDOUT #E63 FOR RIGHT-OF-WAY CONSTRUCTION AND PERMIT REQUIREMENTS.
APPLICANT SHALL REPAIR/REPLACE ALL DAMAGE TO UTILITIES OR FRONTAGE
IMPROVEMENTS IN CITY RIGHT-OF-WAY PER CITY STANDARDS THAT IS CAUSED OR
OCCURS DURING THE PERMITTED PROJECT.
RIGHT-OF-WAY INSPECTIONS SHALL INCLUDE BUT NOT BE LIMITED TO:
A) DRIVEWAY APPROACH, ACCESS ROAD AND STREET; SLOPE, WIDTH AND CROSS SECTION.
B) UTILITY INSTALLATION /CON NECTlONS FOR WATER, SEWER & STORM; CATCH BASINS,
MANHOLES, INLETS, DRAINS, ETC.
C) SUBGRADE AND FORMS PRIOR TO CONCRETE POURS WITHIN THE RIGHT-OF-WAY;
SIDEWALK, CLIRB/GUTTER, ETC.
D) SUBGRADE FOR ASPHALT PAVING WITHIN THE ROADWAY AND WALKWAY AREAS.
E) REVIEW OF COMPACTION TEST REPORTS COMPLETED ON TRENCH BACKFILL TO ENSURE
A MINIMUM OF 95% COMPAC11ON FOR TRENCHES WITHIN THE RIGHT-OF-WAY.
F) PAVING OF THE APPROACH TO AND WITHIN ROADWAY AND WALKWAY AREAS.
G) COMPLIANCE WITH TRAFFIC CONTROL AND HAUL ROUTE REGULATIONS.
10. FINAL INSPECTION
MEN ALL ENGINEERING REQUIREMENTS ARE COMPLETE AN INSPECTION SHALL BE
PERFORMED FOR FINAL APPROVAL. FINAL ENGINEERING APPROVAL IS REQUIRED PRIOR To
FINAL BUILDING DIVISION APPROVAL. REQUESTS FOR FINAL ENGINEERING INSPECTIONS
SHALL BE MADE 48 HOURS IN ADVANCE. INSPECTION SHALL INCLUDE, BUT NOT BE
LIMITED TO:
A) FINAL SITE DEVELOPMENT PLAN ASBUILTING ALL UTILITIES AND FRONTAGE
IMPROVEMENTS, PROVIDED BY THE DEVELOPER.
B) REPAIR OR REPLACEMENT OF ANY DAMAGED AND/OR DEFECTIVE WORK.
C) RESTORATION OF THE CITY RIGHT-OF-WAY, INCLUDING LANDSCAPE AREAS.
D) REMOVAL OF DEBRIS FROM ALL COMPONENTS OF THE STORMWATER MANAGEMENT
SYSTEM ON AND OFF SITE.
E) COMPLETE MUDDING OF STORM DRAINAGE SYSTEMS AND SEWER MANHOLES.
F) CONFIRMATION THAT ALL MANHOLES HAVE BEEN CHANNELED.
G) VERIFICATION THAT NO SIGHT DISTANCE HAZARDS EXIST ADJACENT TO TRAVELED
WAYS.
H) INSTALLATION OF SIGNAGE AND STRIPING PER APPROVED PLANS OR AS REQUIRED
FOR RESTORATION.
1) VERIFICATION THAT ALL DISTURBED SOILS HAVE BEEN COMPOST AMENDED.
J) PERMANENT STABILIZATION OF ALL SOILS AND/OR EROSION CONTROL MEASURES IN
PLACE PER CITY STANDARDS.
K) VERIFICATION THAT ALL OTHER ENGINEERING REQUIREMENTS HAVE BEEN MET.
III i Ili I lis I
1. UNLESS OTHERWISE NOTED, ALL STORM DRAINAGE SYSTEM MATERIALS SHALL BE PER
WSDOT STANDARD SPECIFICATIONS OR EQUAL AS APPROVED BY THE CITY PRIOR TO
CONSTRUCTION.
2. THE DRAINAGE SYSTEM SHALL BE INSTALLED IN ACCORDANCE WITH THE APPROVED
PLANS AND WSDOT STANDARD SPECIFICATIONS.
3. ALL GRATES (INLET AND CATCH BASIN) SHALL BE DEPRESSED 0.1 FEET BELOW
PAVEMENT LEVEL.
4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING ALL MANHOLE, INLET, AND
CATCH BASIN FRAMES AND GRATES JUST PRIOR TO POURING CURBS AND PAVING.
5. STORM WATER RETEN-nON/DETENTION FACILITIES, STORM DRAINAGE PIPE AND CATCH
BASINS SHALL BE FLUSHED AND VACTORED PRIOR TO CITY OF EDMONDS ACCEPTANCE.
6. STENCIL STORM DRAIN GRATES NTH "DUMP NO WASTE, DRAINS TO STREAM".
1. EXCAVATION, FILL, AND GRADING SHALL CONFORM TO THE WSDOT STANDARD
SPECIFICATIONS, IBC, GEOTECHNICAL REPORT AND CITY REQUIREMENTS. WORK SHALL
PROCEED TO THE FINISHED SURFACES AT THE ELEVATIONS AND CONTOURS SHOWN ON
THE DRAWINGS.
2. MATERIALS EXCAVATED IN AREAS REQUIRING CUT GRADING MAY BE NOT USED AS FILL
UNLESS THEY HAVE BEEN REVIEWED AND APPROVED BY THE GEOTECHNICIAL ENGINEER
3. AFTER CLEARING AND GRUBBING IS COMPLETE THE GROUND SURFACE SHALL BE
PREPARED AS FOLLOWS:
a. ALL AREAS TO BE SURFACED WITH PAVEMENT, CONCRETE, WALKS OR STEPS, AND
BUILDING SLABS SHALL HAVE THE- TOP 12" OF EXISTING SOILS STRIPPED AND
RECOMPACTED TO AT LEAST 95% OF THE MAXIMUM DENSITY DETERMINED BY ASTIM
D-1557 (MODIFIED PROCTOR).
b. PRIOR TO RECOMPACTION OF THE STRIPPED MATERIAL ALL AREAS SHALL BE
PROOF ROLLED IN THE PRESENCE OF THE GEOTECHNICAL ENGINEER OF THE OWNER'S
CHOICE. ANY AREAS DEEMED UNSUITABLE BY THE GEOTECHNICAL ENGINEER SHALL
BE OVEREXCAVATED AND REPLACED NTH COMPACTED FILL MATERIAL AT AN AGREED
UNIT PRICE BASED ON TRUCK MEASURE OF REPLACEMENT FILL.
4. IMPORTED FILL SHALL BE CLEAN FREE -DRAINING SAND OR GRAVEL MATERIAL WITHOUT
ORGANICS. IMPORTED FILL SHALL HAVE 100% PASSING THE 4-INCH SIEVE AND NO MORE
THAN 5% PASSING THE #4 SIEVE. AN ALTERNATE MATERIAL APPROVED BY THE
GEOTECHNICAL ENGINEER IN WRITING PRIOR TO ITS USE IS ACCEPTABLE.
5. SUBMIT SAMPLES OF PROPOSED FILL MATERIAL FOR TESTING FOR THE DETERMINATION
OF THE OPTIMUM MOISTURE -DENSITY RELATIONSHIP PER ASTM D-1557 (MODIFIED
PROCTOR), PRIOR TO ANY FILLING OR OVEREXCAVATION AND REPLACEMENT.
6. PLACE FILL IN 10" THICK MAXIMUM LIFTS (LOOSE) AND COMPACT TO 95% OF THE
MAXIMUM DRY DENSITY PER ASTMI D-1557 (MODIFIED PROCTOR).
7. COMPACT ALL FILL USING SUITABLE COMPACTION EQUIPMENT.
8. ADD MOISTURE TO SOILS OR SCARIFY TO DRY SOILS AS NECESSARY TO ACHIEVE
SPECIFIED COMPACTION.
9. CONTRACTOR IS RESPONSIBLE FOR SOIL AND COMPACTION TESTING IN CONFORMANCE
WITH THESE SPECIFICATIONS. ALTHOUGH SOILS MAY ALSO BE TESTED BY OWNER.
10. CONTRACTOR SHALL STRIP AND RE -COMPACT ALL SOILS NOT MEETING SPECIFIC
COMPACTION AT NO COST TO OWNER.
1. MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE WSDOT STANDARD
SPECIFICATIONS AND THE CITY OF EDMONDS STANDARDS. CONTRACTOR SHOULD
POSSESS AND BE FAMILIAR WITH THESE SPECIFICATIONS.
2. ALL EDGES OF EXISTING ACP SHALL BE SAWCUT TO PROVIDE FOR NEAT JOINTS WITH
NEW ASPHALT OR OTHER SURFACES WHERE NEW GRADES MEET EXISTING REMOVE
ASPHALT CHUNKS SHALL BE DISPOSED OF OFF -SITE IN AN APPROVED MANNER, OR
BROKEN INTO PIECES NTH 2" MAXIMUM DIMENSION AND COMPACTED NTH THE FILL
GREATER THAN 6" BELOW SUBGRADE. BROKEN ASPHALT PIECES CANNOT BE PLACED
WITHIN THE CITY RIGHT-OF-WAY.
3. ASPHALT CONCRETE PAVEMENT SHALL BE FURNISHED AND PLACED IN CONFORMANCE
WITH THE MATERIALS, METHODS, AND TOLERANCES OF THE WSDOT STANDARD
SPECIFICATIONS. FINAL COMPACTED DEPTH OF ASPHALT CONCRETE PAVEMENT SHALL BE
AS SHOWN ON THE APPROVED PLANS.
CITY OF EDMONDS - GENEMAL NOTES
1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY
OF EDMONDS STANDARD PLANS AND DETAILS, THE FOLLOWING SPECIFICA11ONS AND
CODES, AND ALL OTHER APPLICABLE LOCAL MUNICIPAL, STATE, AND FEDERAL CODES,
RULES AND REGULA11ONS:
- CURRENT INTERNA11ONAL BUILDING CODE (IBC)
- 2012 WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL
CONSTRUC11ON (WSDOT)
- 2011 WSDOT STANDARD PLANS, M 21-01 (WSDOT)
- WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT MANUAL
FOR THE PUGET SOUND BASIN, CURRENT EDITION (DOE)
2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER TO
CITY OF EDMONDS STANDARD DETAILS, UNLESS NOTED OTHERWISE
3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHENEVER
CONSTRUCTION IS IN PROGRESS.
4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD
AND THE LOCAL GOVERNING AUTHORITY.-
5. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A
SET OF "AS -BUILT" DRAWINGS AND SHALL SUMMARIZE ALL AS -BUILT CONDITIONS ON
ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR
PROJECT COMPLET10N AND ACCEPTANCE. A SET OF AS -BUILT DRAWINGS SHALL BE
SUBMITTED TO THE CITY OF EDMONDS PRIOR TO FINAL APPROVAL OF THE BUILDING
OCCUPANCY/FINAL PROJECT APPROVAL.
6. ELEVA71ONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION.
7. THE LOCA11ONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON HAVE
BEEN FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM AVAILABLE
RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT
NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO
INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND TO
FURTHER DISCOVER AND PROTECT ANY OTHER U11LIlIES NOT SHOWN HEREON WHICH
MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. CONTRACTOR SHALL
VERIFY LOCATION, DEPTH, SIZE, TYPE AND COND111ON OF EXISTING UTILITY LINES AT
CONNECTION OR CROSSING POINTS BEFORE TRENCHING FOR NEW UTILITIES. ENGINEER
ASSUMES NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE
EXISTING UTILITIES AND SITE FEATURES PRESENTED ON THESE DRAWINGS. ENGINEER
SHALL BE NOTIFIED IMMEDIATELY OF CONFLICTS THAT ARISE.
8. CONTRACTOR SHALL LOCATE AND PROTECT ALL U11LI11ES DURING CONSTRUCTION
AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCA11ON SERVICE
(1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION.
9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE
BEFORE STARTING WORK AND SHALL NOTIFY OWNER'S REPRESENTATIVE OF ANY
DISCREPANCIES.
10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO FIELD
CONDITIONS.
11. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT (WHERE
APPLICABLE) AND SHALL THOROUGHLY FAMILIARIZE HIMSELF NTH THE CONTENTS
THEREOF. ALL SITE WORK SHALL BE PERFORMED IN STRICT COMPLIANCE WITH THE
RECOMMENDA11ONS OF THIS REPORT.
12. STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE
RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT.
13. MANHOLES, CATCH BASINS, UTILITIES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE
TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL. IF SOIL IS
DISTURBED, SOFT, LOOSE, WET OR IF ORGANIC MATERIAL IS PRESENT AT SUBGRADE
ELEVATION, REMOVE AND REPLACE NTH COMPACTED STRUCTURAL FILL PER
GEOTECHNICAL REPORT.
14. SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCATIONS OF
BUILDINGS, LANDSCAPED AREAS AND OTHER PROPOSED OR EXISTING SITE FEATURES.
15. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER FOUNDATION DRAINS. FOUNDA11ON
DRAINS SHALL BE INDEPENDENT OF OTHER SITE DRAIN LINES AND SHALL BE
TIGHTLINED TO THE STORM DRAIN SYSTEM MERE INDICATED ON THE PLANS.
16. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION
PRIOR TO INSTALLA11ON OF ANY PAVEMENT UNLESS OTHERWISE APPROVED BY THE
ENGINEER.
17. ALL ROOF DRAINS, PERIMETER FOUNDATION DRAINS, CATCH BASINS AND OTHER
EXTERNAL DRAINS SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM, UNLESS
NOTED OTHERWISE.
18. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR INSTALLATION
OF ALL SITE IMPROVEMENTS INDICATED ON THESE DRAWINGS.
19. AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE SHALL BE
RETURNED TO THE EQUIVALENT OF THEIR PRECONSTRUCTION CONDITION IN
ACCORDANCE NTH APPROPRIATE REQUIREMENTS AND STANDARDS.
20. ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER
ACCEPTABLE METHODS FOR THE PREVENTION OF ON -SITE EROSION AFTER THE
COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC
GRADING AND EROSION CONTROL REQUIREMENTS.
21. THE CONTRACTOR SHALL KEEP OFF-SI.TE 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 MATERIALS ARE REQUIRED.
23. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTOURS OR
SPOT ELEVATIONS SHOWN.
24. FINISHED GRADE SHALL 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 EXISTING AND PROPOSED IMPROVEMENTS
AND EXCAVATIONS 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, HYDRANT SHUTOFFS, STREET
CLOSURES OR OTHER ACCESS RESTRICTIONS. CONTRACTOR SHALL NOT RELOCATE OR
ELIMINATE ANY HYDRANTS WITHOUT FIRST OBTAINING WRITTEN APPROVAL FROM THE
FIRE MARSHAL.
27. COORDINATE AND ARRANGE FOR ALL U11LITY CONNECTIONS, UTILITY RELOCATIONS
AND/OR SERVICE INTERRUPTIONS WITH THE AFFECTED OWNERS AND APPROPRIATE
U11LITY COMPANIES. CONNECTIONS TO EXISTING U11LIlIES SHALL BE MADE ONLY NTH
ADVANCE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING SAID UTILITIES.
28. EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION
WORK SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE AND INSPECTED AND
ACCEPTED BY CITY OF EDMONDS AND OWNER'S REPRESENTATIVE PRIOR TO
BACKFILLING.
29. NEW UTILITY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO
DIMENSIONS ARE INDICATED, LOCATIONS MAY BE SCALED FROM DRAWINGS. FIELD
ADJUSTMENTS SHALL BE APPROVED BY OWNER'S REPRESENTATIVE AND CITY.
30. MERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6" OR LESS, PLACE
POLYETHYLENE PLAS11C FOAM AS A CUSHION BETWEEN THE UTILITIES.
31. SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF SITE
U11LIlIES WITHIN THE BUILDING.
32. SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK.
33. SEE LANDSCAPE DRAWINGS (WHERE APPLICABLE) FOR SITE IRRIGATION SYSTEM.
GENERAL NOTES
1. THE CENTERLINE AND FOGLINES WILL BE RESTRIPED BY CONTRACTOR PRIOR TO
PROJECT COMPLETION AS REQUIRED.
2. THE PROJECT HAUL ROUTE SHALL BE ON 5TH AVENUE S TO SR-104, THEN HWY 99,
UNLESS OTHERWISE APPROVED BY THE CITY.
3. THE TREE PROTECTION MEASURES OF ECDC 18.45.050 MUST BE FOLLOWED FOR
THOSE TREES THAT ARE TO BE RETAINED.
4. THE CONTRACTOR SHALL VERIFY THE LOCATION OF ALL EXISTING UTILITIES PRIOR TO
CONSTRUCTION, AND SHALL CALL THE UTILITIES UNDERGROUND LOCATION CENTER AT
(1-800-424-5555) TWO WORKING DAYS BEFORE BEGINNING EXCAVATION. ALL
EXISTING UTILITIES MAY NOT BE SHOWN ON THE PLANS. THOSE U11LI11ES SHOWN ARE
APPROXIMATE. THE CONTRACTOR SHALL USE DUE CARE AND CAU11ON DURING
EXCAVATION FOR NEW UTILITIES AND ALL COSTS OF IDENTIFYING, MAINTAINING,
PROTECTING, STABILIZING AND/OR REPAIRING SAID UTILITIES SHALL INCLUDED IN THE
PROJECT BID AMOUNT. CONTRACTOR SHALL RECORD THE LOCATION OF ALL EXISTING
UTIL111ES ENCOUNTERED AND IMPROVEMENTS INSTALLED DURING CONSTRUCTION ON
THE RECORD DRAWINGS.
5. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO AVOID
EROSION /SEDIM EN TATION DURING CONSTRUCTION. SEE TESC NOTES
6. MATERIAL TO BE REMOVED FROM THE SITE SHALL BE DISPOSED OF BY THE
CONTRACTOR IN A MANNER CONSISTENT NTH STATE AND LOCAL REGULATION UNLESS
OTHERWISE AGREED, NO SEPARATE PAYMENT WILL BE ALLOWED FOR REMOVAL OR
DISPOSAL OF MATERIAL. ALL WORK ASSOCIATED WITH THIS TASK SHALL BE
CONSIDERED INCIDENTAL TO THE CONTRACT.
7. ALL UTILITIES INSTALLA11ON AND MATERIALS SHALL BE IN ACCORDANCE WITH THE
UTILITY PROVIDERS REQUIREMENTS.
CONSTRUCTION SEQUENCE
1. SCHEDULE A PRE-CONSTRUCITON MEETING WITH CITY ENGINEERING DIVISION AT
425-771-0220, EXT. 1326.
2. REVIEW CONTRACTOR PROVIDED SWPPP, PLANS AND NOTES.
3. CALL FOR UTILITY LOCATES.
4. INSTALL ESC MEASURES AND MAINTAIN DUST CONTROL.
5. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY OF EDMONDS CITY
ENGINEERING INSPECTOR. (ALL TEMPORARY SEDIMENTATION AND EROSION CONTROL
MEASURES MUST BE IN PLACE AND INSPECTED PRIOR TO ANY CONSTRUCTION OR
SITE CLEARING. EROSION AND SEDIMENTATION CONTROL PRACTICES AND/OR DEVICES
SHALL BE MAINTAINED UNTIL PERMANENT VEGETATION IS ESTABLISHED.)
6. ROUGH GRADE SITE AS REQUIRED TO INSTALL DRAINAGE FEATURES.
7. INSTALLED REQUIRED SHORING AND DEMOLISH EXISTING STRUCTURES
8. CLEAR, GRUB & ROUGH GRADE REMAINDER OF SITE. STABILIZED/PROTECT
DISTURBED AREAS PER THE CONTRACTOR PROVIDED SWPPP.
9. INSTALL STORM DRAINAGE, UTILITIES AND OTHER PROPOSED SITE IMPROVEMENTS TO
PROVIDE PERMANENT STABILIZATION.
10. DISTURBED SOILS TO BE REVEGETATE SHALL BE COMPOST AMENDED.
11. EROSION CONTROL FEATURES CAN BE REMOVED UPON FINAL SITE STABILIZA11ON AND
APPROVAL BY CITY INSPECTOR.
CITY OF EDMONDS
APPROVED FOR CONSTRUCTION
CITY,-INGINEERING DIVISION DATE
1:1A
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STRAW BALES TO INSURE PROPER EROSION CONTROL,
ld9o-lggv
EXISTING
EXISTING
MATERIAL
CITY INSPECTION REQUIRED ON ALL
EROSION CONTROL METHODS BEFORE
OTHER WORK CAN BEGIN,
REVISIONS STANDARD DETAIL
APPROVED BY DATE
FILTER FABRIC FENCE FILTRATION SYSTEMS
DATE 7/24/0 1 SCALE NTS I DWO NO. E1.1
1-1/4' MINUS -
CSBC PER WSDOT
9-03,9(3)
(SEE NOTES 3&4)
NOTESi
FINAL JOINT SHALL BE A NEAT HMA CLASS 1/2"
TSTRAIGHT LINE AND ALL EXPOSED PG 58-22
EDGES SHALL BE TACKED NEATLY (SEE NOTE 5)
WITH WSDOT STANDARD
SPECIFICATIONS 5-04.3<5)A
APPROVED TACK OR APPROVED
EQUAL, SLOPE EXCAVATION TO
UNDERMINING EXISTING
TRENCH WIDTH
IMPORT OR NATIVE MATERIA
BACKFILL SHALL BE COMPACTED TO
95Y MAXIMUM DENSITY (SEE NOTE 2)
1. SEE CITY OF EDMONDS MODIFICATIONS TO DIVISION 9 OF THE CURRENT WSDOT STANDARD
SPECIFICATIONS FOR BACKFILLING REQUIREMENTS.
2. SUBMIT PROCTOR AND DENSITY TESTS FROM CERTIFIED TESTING COMPANIES DOCUMENTING
THAT THE BACKFILL MEETS A MINIMUM OF 95% DENSITY PER ASTM D 1557.
3. CSBC DEPTH SHALL BE A MINIMUM 6' OR MATCH EXISTING WHICHEVER IS GREATER,
WHEN MATCHING EXISTING CSBC DEPTH GREATER THEN 6', THEN CSBC SHALL BE
INSTALLED IN MULTIPLE EQUAL THICKNESS LIFTS NOT EXCEEDING 61,
4. IF TRENCH WIDTH EXCEEDS 6 FEET IN WIDTH, THE TOP 2' OF CSBC SHALL BE REPLACED
WITH A SEPARATE 2' LIFT OF 5/8' MINUS CSTC PER WSDOT 9-03.90),
5. HMA DEPTH SHALL BE A MINIMUM OF 4' THICK. UNLESS APPROVED BY THE ENGINEER,
ANY DEPTH GREATER THAN 4' SHALL MATCH EXISTING, UNLESS APPROVED BY THE
ENGINEER, THE HMA SHALL BE INSTALLED IN MULTIPLE EQUAL THICKNESS LIFTS NOT
EXCEEDING 2'.
6. FINAL PAVEMENT JOINTS SHALL BE NEATLY AND UNIFORMILY SEALED WITH WSDOT
STANDARD SPECIFICATIONS APPROVED JOINT SEALANT OR APPROVED EQUAL.
..0
F REVISIONS STANDARD D ETAI L
APPROVED BY DATE
D. GESERT 7/29/05 TYPICAL HMA AND UTILITY PATCH
D. GE13ERT 04/2/07 DATE SCALE DWG NO.
R. ENGLISH 10/04/11 7/24/01 NTS E2.3
CITY INSPECTION REQUIRED ON ALL EROSION CONTROI
MEASURES BEFORE WORK CAN BEGIN,
1,190-199v
0.
N.''D - S.
TY
REVISIONS STANDARD DETAIL
APPFMVED BY I DATE
D. GEBERT 10/6/03 STABILIZED CONSTRUCTION ENTRANCE
DATE 7/24/01 1 SCALE NTS IDWO NO' E1.2
CITY INSPECTION REQUIRED ON FORM
WORK PRIOR TO POUR
EXPANSION JOINT
10, MD- /DUMMY JOINT
..[A* -A 4 ; . . . .
4 4
4
4
44
4
a .14 A
.4
4.:.
iA 4, A' 4. A:
A. A 44 A 4' -4
.4
2' MIN.
10' 0. C. 5' 0. C f - -
SAW CUT ACP A MIN.
OF 2' FROM EDGE OF
PLAN GUTTER.
FULL DEPTH 1/2" EXPANSION
JOINT MATERIAL ---\
5' TO 10'
2%
. 714
.4
4.
A- A
TT
`4
NDISTURBED EARTH OR
SECT10N OMPACTED NATIVE MATERIAL
2' MIN. UNLESS OTHERWISE SPECIFIED
SAW CUT BY ENGINEER
r
2"- 5/8" MINUS CSTC
N 0 T E:
1.
CONCRETE
SHALL BE CLASS 3- 300OPSI
2.
CONCRETE
SHALL BE BROOM FINISHED
3.
SIDEWALK
THICKNESS SHALL BE 5-1/2".
4.
SIDEWALK
THICKNESS AT DRIVEWAYS SHALL BE 6" THICK.
5.
CURB AND
GUTTER SHALL BE POURED SEPARATELY FROM SIDEWALK
6.
CONCRETE
SHALL BE SPRAYED WITH CLEAR CURING COMPOUND
OR SHALL
BE COVERED AND KEPT MOIST FOR 72 HOURS.
7.
SAW CUT AND REMOVE ACP PAVEMENT A MIN. OF 2' FROM GUTTER
FACE TO INSURE
ADEQUATE COMPAC11ON OF ACP AND GUTTER SUBGRADE
F.. -'.-E M:0 N. 0 -S
REVISIONS
STANDARD DETAIL
APPROVED BY
DATE
D, GEBERT
4/27/05
CONCRETE SIDEWALK
Est. 1890
D, GEBERT
04/2/07
DATE 7/24/01 SCALE DWG NO. E2.13
1 NTS
CITY INSPECTION REQUIRED ON ALL ERDSIDN CONTROL
MEASURES BEFORE WORK CAN BEGIN.
N. D
REVISIONS STANDARD DETAIL
APPRaVED BY I DATE
D. GEBERT 10/06/03
D. GEBERT 05/19/05 TEMPORARY SEDIMENT TRAP FOR CATCH BASINS
D. GEBERT 05/05/06 DATE
Ic
I 3C30 I - 7/24/01 SCALE NTS DWO NO. E-1.3
CITY INSPECTION REQUIRED ON FORM
WORK PRIOR TO POUR
5-1/2"
1 " R
1" BATTER
4 .
4
1"R
0.05 FT/F
A
.4
4'
0
4
4
A
4
4
4
18" STANDARD
24" ARTERIAL
NOTES:
1. FORMS SHALL BE TRUE TO LINE AND GRADE
AND SECURELY STAKED.
2. EXPANSION JOINTS SHALL BE PLACED ADJACENT
TO CATCH BASINS.
3. EXPANSION JOINTS SHALL BE EVERY 10 FEET
AND DUMMY (CONSTRUCTION) JOINTS EVERY 5 FEET.
4. EXPANSION JOINTS SHALL HAVE 1/2- TO 5/8- WIDE
PREMOLDED JOINT FILLER.
5. CONCRETE SHALL BE CLASS 3- 300OPSI.
6. FINISH SHALL BE LIGHT BROOM.
7. CURB SHALL BE SPRAYED NTH CLEAR CURING
COMPOUND OR SHALL BE COVERED AND KEPT MOIST
FOR 72 HOURS.
8. ALL SIDEWALKS POURED BEHIND CURB IN
DRIVEWAY AREAS SHALL BE 6" THICK OVER 2" OF
CSTC WITH SUBGRADE COMPACTED TO 95% MAXIMUM
DENSITY.
tst. 189U
6"
:-- 5/8" MINUS CSTC
..0
REVISIONS STANDARD DETAIL
AMOVED B
D. GEBERT 4/27/05
STANDARD TYPE "A" CURB/GUTTER DETAIL
D. GEBERT 4/2/07 DATE SCALE- DWG NO.
7/24/01 1 NTS I E2.8
1- 6 -1
I . - InUr- IV LIPIF- MIIIU %.7r%MUr-
vVr%ml or-Im" Dr
AND SECURELY STAKED.
2. EXPANSION JOINTS SHALL BE PLACED ADJACENT
TO CATCH BASINS.
3. EXPANSION JOINTS SHALL BE EVERY 10 FEET
AND DUMMY JOINTS EVERY 5 FEET.
4. EXPANSION JOINTS SHALL HAVE 1/2- TO 5/8" WIDE
PREMOLDED JOINT FILLER.
5. CONCRETE SHALL BE CLASS 3- 30O+0PSI.
6. FINISH SHALL BE LIGHT BROOM.
7. CURB SHALL BE SPRAYED NTH CLEAR CURING
COMPOUND OR SHALL BE COVERED AND KEPT MOIST
FOR 72 HOURS.
8. ALL SIDEWALKS POURED BEHIND CURB IN
DRIVEWAY AREAS SHALL BE 6" THICK OVER 2" OF
CSTC WITH SUBGRADE COMPACTED TO 95% MAXIMUM
DENSITY.
1/9" X 4" PYPAKMIMI AMIT "A=DIAI
SIDEWALK
5/8" MINUS CSTC
..E
WF--VISIONS
WROVED BY DATE STANDARD DETAIL
D. 13EBERT 4/27/05 CONC. VERTICAL CURB - MODIFIED
D. GEBERT 5/18/06 ---
DATE 7/24/01 1 SCALE NITS DWO MO. E2.10
CITY OF EDMONDS
APPROVED FOR CONSTRUCTION
L_ CiPf--ENGINEERING DIVISION DATE
101 oll
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1 CS90-1 99V
BEDDING MATERIAL
REQUIRED PER
CITY OF EDMONDS
MODIFICATIONS
TO DIVISION 9 OF
WSDOT STANDARD
SPECIFICATION FOR
ROAD, BRIDGE
& MUNICIPAL CONSTRUCTION AND
TYPE OF PIPE.
rV
�11PIPE BASE
N 0 T E S :
1. PROVIDE UNIFORM SUPPORT UNDER BARREL
2. HAND TAMP UNDER HAUNCHES
3. COMPACT BEDDING MATERIAL TO 95% MAX. DENSITY
OT F.
Q.. s
REVISIONS
APPROVED BY DATE STANDARD DETAIL
D. GEBERT 4/2/07 PIPE BEDDING
DATE 7/24/01 SCALE NTS DWO NO. E4.1
I
GROUND/ROADWAY
I IL_ - - -
GROUND/RUADWAY/FINISH GRADE
Nam SEIMCE TAP TO KIUN 211ALL BE NaEll AND NDT EXCEED 22 MVaS
1. 2' (IP TAP) DOUBLE STRAP SADDLE EQUAL TO
10, EXISTING 2" METER SETTER:
ROMAC STYLE 202'S
EQUAL TO VBB87-12HB-1177
NEW 2" METER SETTER fWITH HIGH BYPASS):
2. 2' BRASS IP BALL CORP
EQUAL TO-FUR-D VBH87-IEHB-1177
3. 2 - 2' BRASS STREET ELLS FOR SWING JOINT
11. METER BOX MID-ST*TE"LASTlC-ME4&RBGX-4MS2W
17*30xte)-��I*IOR Afammckvs-r
4. COPPER TYPE K SOFT PIPE (2')
Vc%'A&o01(aL`Il Pcxlg
lP_ 2' TYPE IK' HARD COPPER Lio : NLO m I el 14 -7 TQ_C. I - Hl
5. 2' MIPT X CTS GRIP FITTING
la SCHEDULE 40 2' PVC CAP OR PLUG REMOVED WHEN
6. 2' FIPT X CTS GRIP FITTING
CONNECTION MADE TO CUSTOMER
7. BACK SIDE OF METER BOX SHALL BE SET AT THE
14. 4'X4'XS' CONCRETE DOCK SUPPORTS
PROPERTY LINE.
N=l METER BOXES SHALL NOT BE PLACED IN
IM 2' RESILIENT WEDGE GATE VALVE (FIP X FIP)
DRIVEWAY AREAS.
WITH 2' AWWA OPERATING NUT
S. 2' BRASS ST ELL
16. 2 PIECE VALVE BOX - TOP SECTION TO BE RICH
940 STYLE IS' WITH REGULAR BASE SECTION.
9. METER SPACER TO BE SUPPLIED AND INSTALLED BY
LENGTH TO FIT.
THE CONTRACTOR. SPACER MUST HAVE A MINIMUM
13F 8 - 1/4' H13LES DRILLED IN SPACER BODY.
17. WATER SERVICE TO BUILDING INSTALLED AND
NOM, PROPERTY OWNER RESP13NSIBLE FOR
CONNECTED TO SERVICE BY OWNER/CONTRACTOR.
PURCHASING 1-1/2' OR 2' METER THROUGH THE
CITY. CITY WILL INSTALL METER AFTER
PURCHASE. IF 1-1/2' METER IS USED CITY WILL
SUPPLY REDUCERS TO CONNECT METER.
-0
F,
REVISION
1
!ATl
STANDARD DETAIL
APPROVED BY
D. GEBERT
'0/6/03
- 2"
FOR 1-1/2' OR 2' METER
WATER SERVICE -
INSTALLATION
0. GEBERT
R.ENGLISH
4/2/07 DATE
7/24/01 SCAR NTS
1
NO. E7.6.1
r"
10/04/11
MAXIMUM TRENCH
PAY WIDTH
(SEE TABLE BELOW)
m 40
_4 AL_SEE STANDARD DETAIL E2.3
BANK RUN GRAVEL FOR
TRENCH BACKFILL
",�(1-1/4" MINUS) CSBC
4
-IV,
PER COE MOD
2w,
9-03.19 OR SUITABLE
EXCAVATED MATERIAL
AS APPROVED BY CITY
ENGINEER (SEE NOTE
2 BELOW)
6" MIN
LLJ
z
Fir,
MATERIAL
0
N
,-,,-BEDDING
(5/8" MINUS)
LIJ
CRUSHED PER
2=
CL
COE MOD
9-03.16.A.2
6" MIN
(SEE NOTE 2
BELOW)
MIN 8" MIN
Z) Lt. N U It I
NOTE:
1. MAXIMUM WIDTH OF TRENCH AT TOP PIPE
36" FOR PIPE UP TO AND INCLUDING
12" NOMINAL DIAMETER
I.D. PLUS 18" FOR PIPE LARGER THAN
EXIST, WATER MAIN
INSTALL INUNE VALVE—/
4- FIRE LINE (MIN5
(D.I.P.)
�-WET TAP EXISTIING WATER
MAIN ACCORDING TO CrFY
REQU009M
2' DOMESTIC SERVICE
(COPPER OR HI-MOL POLY)
TABLE 1:
MAX. TRENCH
PATCH PAY WIDTH
TRENCH
DEPTH
MAX PAY WIDTH
1 p -
41
400'
4' -
1 C'
6 O'p
10' -
20'
72py
FDIC LOCATED PER CITY INSPECTOR
CURB W/3-Fr MIN CLEARANCE) acwcL=-' -ro
Sol, (+T Cmae sluc.
91 SIDEWALK
4' FDC LINE (D.I.P)
N
PROPERTY LINE
R11W
_"kREMO,TE READER
E TA IL E"B
NOTE (FOR BLDGS WITHOUT SETBACKS)
1. THE PIV SHALL BE LOCATED IN THE PUBLIC SIDEWALK
2. THE DCDA SHALL BE LOCATED ON THE
INTERIOR WALL 13R IN A ROOM ADJACENT TO THE RIGHT-DF-WAY
WHERE IT TIES INTO THE CITY MAIN.
3. THE PIV SHALL HAVE A 3' MINIMUM
CLEARANCE AROUND THEK
4. THE SENSUS ECR/WP REMOTE READER SHALL BE
PLACED ON THE EXTERIOR WALL OF THE BUILDING
4' ABOVE GRADE.
5. THE FDC SHALL BE 4' PIPE AND HAVE A 22' BEND WM 4' STORZ
ADAPTER ON THE END.
6. THE WATER METER SHALL BE LOCATED AT THE PROPERTY
LINE WHENEVER POSSIBLE. LOCATION OTHER THAN THE
PROPERTY LINE, SHALL BE DETERMINED BY THE CITY INSPECTOR.
C.-ITY' O.F:.,. ..-E.D.-VO
REVISIONS
API BY DATE STANDARD DETAIL
D. GEBERT 07/12/05 FIRE LINE AND 2" DOMESTIC SERVICE CONNECTIONS ��PLAN VIEW)
ZERO -SETBACK BUSINESS/ COMMERCIAL ZO E
D. GEBERT 4/2/07 DATE "-All r
, ago- 1 9qu I - 03/24/05 1 INTS I E7.19 MOD
N
FA
RESIDENCE uj
IlL
0
Ix
CLEANOUT WITH 45* IL
D AND CAP
NOT TO EXCEED 100' BETWEEN
CLEAN OUTS
CLEANOUT (WYE WITH CAP
AND LOCKING LAMPHOLE COL)
CONCRETE LEVELING COLLAR
12"+/-
WATER TIGHT CAP
SER
12 " PVC,"
SLEEVE
6" RISER
X FL TE
FLANGED
MAKER
fig
Zmm am III
"m MJWTJOLAZ
FILM WEW
z
w
FA"
w
LIJ
0 LLJ
X Z
CaL_ I _j
'--11414"XIS"
CONCRIETE
COLLAR
LEVELING COLLAR
LOCKING LAMPHOLE COVER
12" MIN.
CONCRETE PAD
NO HIGHER
THAN 5'
TO CENTER OF
#2 SHUT OFF
VALVE
a' mimmum
FROM THE FLOOR
/-7
. .! '. 4 '.
GENEML NOTES:
1. N/A
2. I/A
3. DCDA MUST BE TESTED EFY A CERIF 13ACKFLOW ASSEMBLY TESTER. SENSOR SR2 WITH ECR/WP REMOTE READ.
THE ECR/WP SHALL BE INSTALLED ON A
4. A.L TEST COCKS MUST BE PROVIDED WITH PCV PIAKIS. OUTSIDE WALL FOR EASY METER READING.
5. A CITY APPROVED VALVE IS RUMM MUM THE SUPPLY MAIN MO TW BUIUMC. INDOOR VERTICAL INSTALLA77ON
6. N/A
7- MR COMMERCLAL BUWNGS THAT HAVE NO SET BACK REQUIREMENTS, THE DCDA CAN BE MOUNTED ON THE WALL ADMCENT
10 THE ROW WHERE THE LINE TIES INTO THE MAIN. (SEE DEIAL E 7.19)
VAIJLT Sl7F_l:Z
MErER SIZE
MO TYPE
APPROXIMATE EQUIP
DIMENSIONS
MINIMUM INSIDE VAULT
DIMENSIONS
(EXCLUDES SIAMESE CONNECTION)
A
8
c
D
LENGTH
WIDTH
HE3GHT
A- X 3/4'
V-90
1'-1*
0'-6*
4'-3-
10'-0*
1
5'-0*
60-6#9
X 3/4"
X-9'
l'-2*
0'-8"
5'-6"
1 l'-O"
6'-0*
6'-6"
to X 3/4'
4*-5"
1'-4*
0'-9"
6'-4-
12'-0-
6'-0-
W-15"
10" X 1"
6'-0*
V-8-
0'-Il'
8'-6-
14'-6-
7'-0-
6'-6"
M,
C.-l-TY'-0-F:-.--., .0 .0
REVISIONS
AWROVED BY -IDATE STANDARD DETAIL
D. GEBERT 6/16/03 DOUBLE CHECK DETECTOR ASSEMBLY (DCD-A) -PLAN
D. GEBERT 10/6/03 - (COMMERCIAUMULTI-FAMILY)
D. GEBERT 4/2/07 DATE 7/24/01 SCALE NTS I DWO No' E7.8 MOD
STREET
Est 1890
0
5- ABS/PVC
THREADED PLUG
�,--4" ABS/PVC INSERT PIPE*
,l/_FLAPPER ASSEMBLY
I/- FLAPPER
6" ABS/PVC
FEMALE ADAPTER
6- ABS/PVC
RISER PIPE*
BODY
OPTION B: GREEN
Cu R A I G
6" STORM DRAIN
BUILDING -SIDE
THIS DETAIL HAS BEEN MODIFIED
NOTES@
* BOTH RISER PIPE AND INSERT PIPE CAN BE EXTENDED -CONTACT MANUFACTURER.
1. THREADED PLUG, FEMALE ADAPTER, INSERT PIPE, AND RISER PIPE MAY BE SUPPLIED BY OTHERS,
2. BA&FhOW PREYENTER 510AH: 13E 1:6113ATEE) FReM HOUSE BEF6I 2' le 4'.
3. BACKFLOW PREVENTER VALVE SHALL BE A CLEAN CHECK. INC. MODEL III: EBVP401 OR EQUIVALENT.
REVISIONS
APPROVE13 BY T_ DATE STANDARD DETAIL
SIDE SEWER BACKFLOW PREVENTER - MODIFIED
DATE Q 1117
4/2/07 1 NTS I- `�'E&110 MOD
CITY OF EDMONDS
APPROVED FOR CONSTRUCTION
�,/_ -f -/mh c/
CP'rENGINEERING DIVISION DATE
PERMIT
5TH AVE ANIMAL HOSPITAL J03=#/ DWG
10-120062
310 5TH AVE SOUTH, EDMONDS WA 98020 SCALE
CITY DETAILS H: 1 It= 10' v: N/A
3-20-14
SHEET
CO.3 of 11
C-9
3:
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SLIND F40K NOTCH
DETAIL 'A"
RING PLAN
27 W8*
IN
;A"
. . ........ ----- - --- - - . ............
....................... ..................... ....
RING SECTOR 0
SKID GROOVE
PATTERN � SEE
DETAIL SEE OF -TAIL 'A*
TOP B
WASHER
(SEE NOTES)
COVER PLAN
114' DOVETAIL GROUVE
WITH NEOPRENE GASYXT
(SEE NOTES)
BOLT�DOWNI I WATERTIGHT
DETAIL"B"
DRILL AND TAP 51a'� 1 INC
HOLEFOR1112*x6Z
STAINLESS STEEL SOCKET
KEADCAPWREW(tYP,)
w0m,
SEE DETAIL -W I ',- ixgyp.)
RING PLAN
26 Ta*
SEE DETAIL *8* -
---------------
24'
25 314*
34 10
RING SECTION
COVER PLAN
SEE DETAIL *A*
SEE DETAILA� SEE F-TAJLA!
i7
7-
..........
COVER SECTION COVER SECTION
(SEE NOTE 7) (SEE NOTE r)
STANDARD BOLT-DOWNIWATERTIG14T
TYPHI TYPE 2
FRAME AND VANED GRATE
2', AV� 6% 12', OR 24'
� HEIGHT
INCREMENT ($FACED EQUALLY)
RECTANGULAR ADJUSTMENT SECTION
PIPE ALLOWANCES
PWZ MATMM
MAXMM
01"am
REINFORCED OR
PLAIN CONCRETE
Ir
ALL METAL PIPE
IV
cpsw
SOLID VOIL M
ISTD-SPIEC-9-M120))
Is*
MMIUZZ(2))
CORRUGATED POLYETIHYLENE
STORM SEMR PIPE
NOTES
1, The gasket and groove may be in the seat (ftme) or in the underside of
the cover, The gasket may be 'r shaped in wotion, The groove may be
cast or machined.
2, Soft -down co�pabffity is required on all frames, grates, and wvars, unless
specified otherwise in the Contract, Provide 3 holes in the frame that are
vertically aligned with the grate or cover slots, The frame shall accept the
518, - I NG s 2" Allen heed cap screw by Wrig topped, or other approved
mechanism. Location of bolt down holes varles by manufacturer.
3, For bolt -down manhote ring and covers that are not designated 'Watertight,"
the neoprene gasket groove, and washer are not required,
4, Washer shall be neoprene. (Detaff "B!')�
S. In lieu of blind pick notch for manhole covers, a single I" pick holle is
accepta
- , ble. Hols location and number of holes may vary by manufacturer.
6, Aftemative reinforcing designs are acceptable in lieu of the rib design,
7. For clarlty� the vertical sofa of the Cover Section has been exaggerated,
it is 1,5 times the horizontal scale (11-11,5V).
ISOMETRIC VIEW
SKID GROOVE PATTERN
DETAIL
CIRCULAR FRAME (RING)
AND COVER
STANDARD PLAN B-30.70-03
SHEET I OF I SHEET
APPROW.D FOR PURLMAXtON
Pasco eakofth Ht 0412&12
4010,, 310IN M1Wq*'W1W94-A 46W
WAV
NOTES
1. As accephdft alternatives to the rebar shown In ft PRECAST BASE
SECTION, fibers (placed according to the Standard Specifications). or
Wre mesh having a rrilinimum area of 0,12 square Indies per foot shall
be used with the minimum required mbar shown In the ALTERNATIVE
PRECAST BASE SECTION. Wire mesh then not be placed in the
kr=kW%.
2, The knockout dialmater shall not be greater than 2(r. Knockouts shall
have a wall thickrilese of Z* minftrn to 2.5" maximum. Provide a 1,50
m1nimum gap beitween the knockout wall and the outside of the pipe,
Aftr the pipe Is Wxtalled, 1111 t?w gap with joint mortar In accortlance
vft Stemdard Spectficirilion 9-04.1
3, The ma)dnwm depth ftm ft ffnlshed grade to ft Wwed plpe Invert
shah be W.
4. The from and grow may be Installed with the fierip down, or Integrally
cast Into the adjustmarit section with flange up.
S. The Precast Base Section may have a rounded ftor, and the wells may
be sloped at a rate of 1,24 or sk"er.
6, The opening shall be measured at the top of the Precast Bass Section,
7� Ali pickup holes shaft be grouted full aftr the basin has been placed.
EIIRIRBIIRAP40 COVER
6
RECTMGULARADJUSTW.NT SECTION
A- OR CIRCULAR ADJUSTMENT SECTION
FLAT SLAS TOP
SEE TABLE
. . . ...... . -------- - - -- . . ...... ............ ....... . .........
MORTAR (TYP,)
- -----------------
STEPS OR
LADDER
11b t.4
0�
it'll
z I
REINFORCING STEEL (TYP.)
GRAVEL BACXFtLL FOR
PIPE ZONE MOWNG
......... . .......
'ORIN0
#3 PAR EACH CORNER ON
03 0,ilA EACH CORNER. 1W MIN.
Mi
#3 W HOOP EAal SIM
PRECAST BASE SECTION
03 ELAR HOOP
(SEE NOTE 11
ALTERNATIVE PRECAST aASE SECTION
CATCH BASIN T"E I
STANDARD PLAN 114.2"1
SHEET I OF 1 SHEET
APPROVED FOR PV81-16CT—ION
Pasoo Bakotch 111 06-16-11
WrVgMWWM�� -PAW
SEPARATE BASE INTEGRALHASE
PRECAST PRECAST WITH RISER
(48- - 72- ONLY)
NOTES
I . No steps are milu'red when height Is 4' or less,
2. The bottom of the precast Catch basin may be sloped to facilitate cleaning,
3. The rectangular frame and grate may be installed *11h the flange up or down.
The frame may be cast Into the adjustment section,
4. Knockouts shall have a wall thickness, of Z minimum to 2.5" maximum. Provide
a I.V minimum gap between the knockout wall and the Outside of the pipe. After
thepipe Is Installed, fill the gap with joint mortar In accordance with Standard
Specificallon R-04-3-
CATCH BASIN DIMENSIONS
CATCH
MIN.
Mft
MAXIMUM I MINIMUM
BASIN
WALL
BASE
KNOCKOUTf DISTANCE
DIAMETER
THICKNESS
THICKNESS
,,zE BETWEEN
KNOCKOUTS
— - - - - -------- -
48"
e
6.
36" all
54"
4�6*
81,
42- &'
60"
51
a"
415' all
72'
6"
W
60. 12"
84"
a,
12.
72. 12"
96,
a"
12-
W 12"
120'
10"
12,
96" 12*
144'
12'
1Z
108- 12"
PIPE ALLOWANCES
CATCH
PIPE MATERIAL
%MTH MAXIMUM
INSIDE
DIAMETER
BASIN
CONCRETE
ALL
CPSISP
SOLID
OFILE
DIAMETER
METAL
WALL
PVC@
PVC
48"
24'
30'
24"
39'
30'
64-
30*
36'
30"
36'
36'
60"
36"
42'
36"
42"
4r
72"
4r
64,
421
4W'
480
84"
54'
60"
54-
411"
48"
961,
so*
72*
60"
48'
48"
120"
66"
Be
60'
481,
48'
14e
7Er
96-
60 . .........
IfIcation "5.20)
,j) Corrugated Polyethylene Storm Sewer Pipe (St2ndard Spec
"k) (Standard Specification 9-05,12(1))
,1, (Standard Specification 9-06,12(2))
14
CATCH BASIN TYPE 2
STANDARD PLAN 8-10.20-01
SHEET I OF I SHEET
APPROVED FOR PUeLICATirm
Pasco Sakotich /it 02-07-12
Afth,
4W wash;mroft sw.
CITY OF EDMONDS
APPROVED FOR CONSTRUCTION
51
61TY ENGINEERING DIVISION DATE
PERMIT
.... ..... ......
A
..... ..... ...... . ....
........................ ... ... ...................
W
C14
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u- CL -1
-CONTRACTOR 'SHALL,/MAIN.TAIN---
SAFE PEDESTRIAN ACCESS DURING
CONSTRUCTION. CONTRACTOR
SHALL COORDINATE TRAFFIC
CONTROL, SIGNAGE, CLOSURES
AND DETOURS WITH CITY OF
EDMONDS, SEE SHEET C3.0
...................
OWNEWONT io-1 OR iS RESPGNS;�U
FOR EROSION CONTROL AND DRAIN�:i
LEGEND
—0-0— 0 —0— SILT FENCE
CG CLEAR / GRUB LIMITS
—0-0-0-0— CHAIN LINK FENCE
- - - - - - - - - - - - - - - - - - - SAWCUT
0 INLET PROTEC11ON
...............................................
STABILIZED CONSTRUCTION
... .. .....
ENTRANCE
�RTESC NOTES
1. TEMPORARY CHAIN LINK FENCE SHALL BE 6 FT HIGH AND
ANCHORED NTH CONCRETE PIERS.
2. FILTER FABRIC FENCE FILTRATION SYSTEM PER COE STD. DET. El.l.
3. TEMPORARY SEDIMENT TRAP FOR CATCH BASINS PER COE S
TD
DET. E1.3.
4. 50FT LONG X 15FT WIDE STABILIZED CONSTRUCTION ENTRANCE PER
COE STD. DET. E11.2.
5. SUMP PUMP AND PORTABLE STORAGE/BAKER TANK FOR SEDIMENT
....... . ..... .
REMOVAL. NUMBER AND LOCATION TO BE DETERMINED BY
CONTRACTOR'S OPERATIONS
DEMO NOTES
1. DEMOLISH EXISTING ASPHALT AND SIDEWALK.
2. SAWCUT EXIS71NG SIDEWALK TO THE NEAREST JOINT AND DEMOLISH
EXISTING SIDEWALK.
3. SAWCUT EXISTING ASPHALT AND CURB TO ALLOW INSTALLATION OF
UTILITIES.
4. CUT AND CAP THE EXISTING SEWER LATERAL AND WATER SERVICE LINE
AT THE MAIN LINE.
5. PROTECT EXISTING UTILITIES TO REMAIN.
................................... ..................................... 6. PROTECT EXISTING PAVEMENT/SIDEWALK/CURB AND GUTTER TO REMAIN.
. ....... ..
7. PROTECT EXISTING TREE, TREE ROOTS AND TREE CANOPY.
W A
F 8. REMOVE EXISTING CHAIN LINK FENCE TO ALLOW INSTALLATION OF
...... .....
PROPOSED IMPROVEMENTS.
I—, PN?_Y_W�-) LAtA5 sWv- ee_r
X.-
9. REMOVE AND REPLACE EXISTING TREE.
51+O(2�IKX_l IS NOT -M
PAt24"'Ur- 'r
ee� vts
......... ..
105
:::!StDEWA- LK---:::
EL —
PARKIN
TRA
--E-X
IS -TIN LANE---L-
100 —GRADE
—�-E-XIS-TING-C-URB-AND-r-.i-i-T-Tr-p-Tn- -
z N,
1-1—BE-REPLACED-WH EN -DAMAGED-
-BUILDING-- ,HORING-ALONG-THE-FRON-T-AGE-
-WA-Y---B-E--RE-QuIRED-TO-MAIN-TAIN-
THE-INTEGRITY-OFTHE-STREET�
ARPR XIMA--TE::Ll I_TS_OF:::��
-MPORARY-CU-T-SLOPE—
<.' 85 SECTION - -
- Ir 50oluuc,, is oL-tvoo, A sema-prTe
NOTES SCALE: 1"=10' (H&V) Ptumirr m" gr- at�ouiaAm.
105
loc
85
1. EXISTING BUILDING (LOCATION
VARIES),_5HVRING_M[A_
- N
EASEM
Y__8F
RE-QUIRED-T-0-MA-IN-TAIN-IN-TE-GRI-T-Y—
F-BUILDING-FOUNDA-T-IONT----
-r�NOTE-2
- -PPROXIMA-T-E-LIMITS-OF-------------
. . ......
. ....... . .....
'MPORARY-��CUT-SLO
3. -E-M-�nNG-BUILDING-T-0-BE--PROPOSED���
DEMOLISH D' BY OTHER-S-. BUILDING —
Wrqi���
SECTION B
SCALE: 1"=10' (H&V)
DIVISION DATE
PERMIT
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>
IN PLACE GRADING QUANTITIES
ESTIMATE CUT
ESTIMATED FILL (FROM OFFSITE)
ESTIMATED EXPORT
= 1,600 CY
= 500 CY
= 1,600 CY
DESIGNED BY
RDP
CHECKED BY
LCR
ORDINATE W/ UTILITY PROVIDER
TO CONNECT TO EX POWER
...............
SOLA o
... ... .................................. .. ... ......... .............. .. .. ..............................
.... . . .... . . .. .. ................................... .. .. ........
:C
B #1 WSDOT C8 TY6��7
.... ..... N .... . .... N
EW �WSDOT
W/VANED-GRAT-F-�D"FRAME-) P
F
:STD PLAN B-30.40-00 AND B-30.10-00
....... ........... ........... ........... ........... ........... ........... ........... ....... ..... ......
RIM 94.00
. . .. . .....
X
PVC (NW)
...... AV,
IE 89.61 8
IE 92.50 3 X 1-1/4 SCH 80 PVC FORCE MAIN (S)
liF IE 91.25 6" PVC (S) OVERFLOW PIPE SHALL
BE EQUIPPED WITH BACKFILOW PREVENTER
STD..iDET E6-10 OR APPROVED EQUAL
..................... ...................
T . ......
...... ........... . ......... .. ...... ... :STORM DRAIN
...........
. ...............
8A, C kFL6-W;...;
I . .........
PREVENTOR
94.
25 EX
f:�� wll;` �6 / ; I , . ./. ;:1 __ ___ __
x. ............... ......................... . ......... ...
4/Z e 44 z y z y
4
,-"LfD
0%
X
0
95.23 2.0%
lo
94.0 x
94.0 x
MW
............
..... .....................................
.... .... i .... ....
CONNEC'T 16 FOOTING "bRAN AN*b'"**
%j114LdL_r%SLAB DRAINAGE SYSTEM.
STRUQTURAL/ARCHITECTURAL PLANS.
.................................................................................... .................. ....... . ................................... ..... . .. ..... ......................
.............. -
. . ....... . ..................... . ..... .......... . .......... .. ... . . . ..... . ...... .
C.
..............
"W1
ACCEPTA53t.111(3 JklE
I iv
'DR 35
............. .. ................................... .................... ... ... .................................... ... ... ..................... .. .. .......... ....................... .. .. ..... .................. .. ......... ......................... ... ... ................... .. .. ..........................
SCH 40
N - 12
M1 0 VIIAWTi
...................................................................................................................................
Z
OSBORN CONSULTING, INC. 1
1800 112th Ave. NE, Suite 220E Ph (425) 451-4009 1 3.20.14 ADDRESSED CITY REYIEW COMMENTS
Bellevue, WA. 98004 Fax (425) 451-4901 NO. DATE 1 REVISION
Tt
0:0
mommomma m
Immmommmammoffmamm
mmm�A=��"
A
................... <
1. PER THE GEOTECHNICAL REPORT AN UNDERSLAB
....... ......
..........
DRAINAGE SYSTEM IS REQUIRED AND SHALL CONSIST OF
4- INCH -DIAMETER, POLYVINYL CHLORIDE (PVC),
PERFORATED DRAIN LINES PLACED APPROXIMATELY 20
.. . . ... ...
FEET ON -CENTER. THE DRAIN LINES SHOULD HAVE AN
INVERT LOCATED A MINIMUM OF 12 INCHES BELOW THE
SLAB SUBBASE MATERIAL AND BE CONNECTED TO
DISCHARGE INTO PERIMETER FOOTING DRAINS. THE
UNDERSLAB SYSTEM TRENCHES SHOULD BE MIN 2-FEET
WIDE AND MIN 2-FEET DEEP, LINED WITH MIRAFI 140N
FABRIC ON ALL SIDES AND FILLED WITH WASHED PEA
.... ... ....
GRAVEL TO BED/SURROUND THE PERFORATED PIPE. THE
UNDERSLAB SYSTEM TRENCHES SHALL BE HYDRAULICALLY
CONNECTED TO THE SLAB CAPILLARY BREAK MATERIAL.
2. PER THE GEOTECHNICAL REPORT ALL RETAINING AND
PERIMETER FOOTING WALLS SHALL BE PROVIDED WITH A
DRAIN AT THE FOOTING ELEVATION. DRAINS SHOULD
.........
CONSIST OF RIGID, PERFORATED PVC PIPE PLACED IN A
2 -FEET MIN WIDE AND 2-FEET MIN DEEP TRENCH THAT
IS LINED WITH MIRAF1 140N FABRIC ON ALL SIDES. THE
PIPE SHALL BE SURROUNDED BY WASHED PEA GRAVEL
..... . ......
R,
bRAIN Ro qi THE LEVEL OF THE PERFORATIONS IN
.......................................
................. .............................................
THE. .-PIPi SH 3
ULD I E SET APPROXIMATELY 2 INCHES
0
. ...............
BE,LOW THE "BOTTOM OF THE FOOTING AND SHOULD BE
CONSTRUCTED WITH SUFFICIENT GRADIENT TO ALLOW
W
GRAVITY-1:11DISCHARGE AWAY FROM THE WALL.
-3, ER THE GEOTECHNICAL REPORT AND STRUCTURAL PLANS
. . . .. ...
. .. .. ....
. .. ... .
ALL RETAINING WALLS SHOULD BE LINED WITH A MINIMUM,
2
1 -INCH-THICK, WASHED GRAVEL BLANKET OR
GEOTEXTILE DRAINAGE BLANKET PROVIDED OVER THE
............ :T_
%,:::
.J: I:" H
�"OLLI::' EIGHT -.OF THE WALL THAT HYDRAULICALLY
. ...........
..........
CONNECTS TO THE FOOTING DRAIN.
4. ROOF AND SURFACE RUNOFF SHOULD NOT DISCHARGE
.........................
INTO THE F001ING DRAIN SYSTEM, BUT SHOULD Br_
.... ... .....
HANDLED BY A SEPARATE, RIGID, TIGHTLINE DRAIN PER
THE PLANS.
...........
5. EXTERIOR GRADES ADJACENT TO WALLS SHOULD BE
SLOPED DOWNWARD AWAY FROM THE STRUCTURE TO
..........
ACHIEVE SURFACE DRAINAGE. ALL COLLECTED RUNOFF
MUST BE TIGHTLINED TO A CITY -APPROVED LOCATION.
6. SEE PUMP DESIGN REPORT FOR PUMP SPECIFICATIONS
A
.............. -
j
'd
... .. .. ....
............... .............
.............. ..................................................................................................
.
V,
V
. ..... . Know what's below.
Call before you dig.-
rZL-POrl,7 ) PacPAaz,0 121 osaaW
c0r,3SLAL.-r1&)L) mc, 1,24161/126,
— <z-rtrqAVjA-Tt�2L,pg-_P0Wr
CITY OF EDMONDS
APPROVED FOR CONSTRUCTION
a �1_1 �/__ � --- 7z 5-1101111
CITY ENGI�,M_ IM ntV
IONVI DATE
V
pac-pftrL00 Gy C)Saow MAR 2 7 2014
ltoc" OA-Tm
BUtLDING DEPAR,-WEfM
CITY OF EDMONDS I-ERMIT
5TH AVE ANIMAL HOSPITAL JOB# / DWG
10-120062
310 5TH AVE SOUTH, EDMONDS WA 98020 SCALE
GRADING AND STORMWATER PLAN H: 1 10=10' v: N/A
39300
3-20-14
SHEET
C1.0 of 11
W
V) 1
C14
(0
0
0
C14
U)
1--
W
W
r
V)
0
0
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ALLEY
T-
25.00'
95.0-
ELEV = 94.0
8" THICK CEMENT CONCRETE PAVEMENT
PROPOSED BUILDING
94.0-
`4 4" THICK
CRUSHED TOP
COURSE
SEE ARCHITECTURAL PI-Aiq�
COMPACTED SUBGRADE
PER GEOTECH
ADJUST
LID TO BE FLUSH NTH FINISHED
SURFACE
93.0-
DRIVEWAY SURFACE
92.0-
INSTALL CODE
1 4
COMPLIANT IP68 (NEMA
ELEV 90.5
6P) ELECTRICAL
�--ATTACH
ELEV 90.13
24-INCH DIA. ACCESS RISER
91-0-
JUNCTION E30X IN MH
LIFT CHAIN
W/MANHOLE LID
FOR PUMPS
a__EMERGENCY
WITHIN REACH FROM LID
4
--PROPSED GARAGE FFE PER PLAN
90.0-
1-1/4" PVC FORCE--
OVER
A t d.
A
MAIN OUTLET INVERT
FLOW IE PER PLAN
v
-1
PER PLAN - SHORT
3'
RADIUS ELBOW WITH
FOR EACH PUMP - 1-1/4-
TRENCH DRAIN PER ARCH.
89.0
THREADED COUPLER
SCH80 PVC PUMP
-4
2' MIN
TYP.
DISCHARGE LINE, PUMP
88.0-
INSTALL STEPS PER
LIFT CHAIN, PUMP POWER
AND COMM CABLES. ALL
WSDOT STD PLAN
TO BE LOCATED INSIDE MH.
B-10.20-01
87.0-
ELEV 86.9
:2
4,
4.
A.
4-
v
JA
'JA
ACTIVATE PUMP
0
0
0
0
0
0
2-INCH
A'
. A
86.0-
ALARM
VENT PIPE
4.A
r
..A
4.
$.A
4
4.
4.4
4
STEPS PER
r y
[if
01
.4..,
-14
WSDOT STD PLAN
LIJ
Ljj
Uj
-'�--REDUCER
B-10.20-01
85.0
ELEV 84.8
0
0
0-
0
0-
END PLATE
4
4
4
'4
N*N'-END
TURN THIRD PUMP ON
PLATE
84.0-
ELEV 83.8
TURN SECOND PUMP O�
A' d
& 4
& 4
83.0-
ELEV 83.4 ---
4
v
TURN FIRST PUMP ON
Z/2LF
.4
4
4 .
4 .
DETENTION PIPE - INVERTS,
LENGTH,
-
q
(GROUND WATER PUMP)
30" DIA HDPE SD
SLOPE AND SIZE PER PLAN
82.0-
A
ELEV 82.4
Z&
\-STORM
#6 REBAR HOOPS (2 TOTAL
PER DEADMAN)
PUMPS OFF
U
DRAIN INFLOW CONNECTION PER PLAN (3 TOTAL)
POSITION AROUND CIRCUMFERENCE OF DETENTION PIPE
81.0-
WITH 6-INCHES SEPARATION
FROM OUTER PIPE WALL
PVC PUMP FORCE MAIN
DISCHARGE LINE
THREADED PVC END CAP
W/THREAD SEAL TAPE
DRILLED 5/16-INCH DIAM.
ORIFICE
CB#1 - WALL
N.T.S.
... -,-- --if ,
TRIPLEX STORMWATER PUMP SYSTEM.
• PUMP SYSTEM SHALL BE EQUIPPED WITH A LIFT CHECK, GATE VALVE, FLOAT
BRACKET WITH FLOAT SWITCHES AND A TRIPLEX FLOAT CONTROL PANEL WITH
PUMP ALARM. CONTACT MARK THOMAS AT CORRECT EQUIPMENT 425-869-1233.
SEE PUMP DESIGN REPORT FOR PUMP SPECIFICATIONS.
• EACH PUMP SHALL HAVE A MAXIMUM DISCHARGE RATE OF 0.01 CFS INTO CB#1.
• IF AFTER PERMIT ISSUANCE THE CONTRACTOR CHOOSES TO USE A DIFFERENT
PUMP SYSTEM, THE DESIGN MUST BE SUBMITTED TO THE CITY AS A REVISION
FOR REVIEW AND APPROVAL.
• THE DETENTION SYSTEM SHOWN ON THESE PLANS WAS DESIGNED ASSUMING A
MAXIMUM DISCHARGE RATE OF 0.01 CFS/PUMP INTO CB#1. IF THE INSTALLED
PUMPS HAVE A LOWER DISCHARGE RATE, THEN MODIFICA11ON BY A LICENSED
ENGINEER TO THE DESIGN OF THE DETENTION SYSTEM AND ELEVATIONS OF THE
FLOAT SWITCHES WILL BE REQUIRED.
STORMWATER PUMP AND DETENTION
PIPE
N.T.S.
7FT X 7FT X 3FT CONCRETE DEADMAN
0 MINIMUM CONCRETE VOLUME OF EACH DEADMAN = 100CF
0 8 CONCRETE DEADMAN (OR APPROPRIATELY SIZED
ANCHORS) REQUIRED FOR PROPOSED DETENTION SYSTEM.
0 DEADMAN TO BE EVENLY SPACED ALONG DETENTION PIPE
WITHOUT INTERFERING WITH PIPE CONNECTIONS OR JOINTS.
0 DEADMAN AND BEDDING TO BE INSTALLED WITHOUT
INDUCING BUOYANCY IN THE DETENTION PIPE.
RE S U F5
MAR 2 7 2014
BUILDING DEPARWENT
CITY OF EDMONDS
Know what's below.
Call before you dig.
CITY OF EDMONDS
APPROVED FOR CONSTRUCTION
L �7 '61-mlli-I
Cl;�NG�INEERINGDIVISION DATE
IUAN
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....
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......
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> z a)
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. .. .......... ......................... ... ... ........... 0 17 w .. ..
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................... .... ... .. ....................
............ . .......................................
............................ ................................ ................. .....................
V) X
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COORDINATE W/ UTILI TY
< z
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z fjLJ
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PROVIDER REQUIREMENTS
< _j V) ...
........................... .. .. ........... ry.. a�, z
0 Qj UJ
.................................... ... ... ................... ...............
9.5 LF 6" PVC SS @ 2%
> _j
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RIM = 93.70
< U
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PER COE STD DET E6.2
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INSTALL 12" DIA. CI
T: 0
LAMPHOLE COVER W / 1 /--2
U)
HEXBOLTS OVER SSCO
3�:
<
CONTRACTOR TO COORD INATE----"
RELOCATION OF EXISTIN.'G
OVERHEAD LINE WITH U :JILITY
. .. .. ..................... . ... ... ...................
i
.......... . .................................... ... ...
COORDINATE W1 UTILITY
PROVIDER TO CONNECf TO
AtA, IATILMCS 5VMt'
EX. TELEPHONE SERVICE
m tweac)
RESTORE ASPHALT PER--,
COE STD. DET. E2.3('\..j
DESIGNED BY
RDP
DRAWN BY
RDH
CHECKED BY
LCR
p
..... .. ......... .. ....... . . .. . . ....................... . ................ ---------
... . ..... 7 7777 77
G —G
SEE ARCHITECTURAL/MECHANICAL PLANS INSTALL 3FT X 3FT TREE GRATE PER LANDSCAPE PLAN------.
FOR CONTINUATION OF UTILITIES (TYP.) COORDINATE LOCATION WITH THE CITY INSPECTOR PRIOR
/p— U /P— 26 LF 6" PVC SS @ 2% MIN TO INSTALLATION
SSCO REPLACE CONC. SIDEWALK PER COE STD. DET. E2.13-----
1IT RIM = 94.70 pa
Z Z Z Z Z Z Z A— 00
CONNECTION IE = 85.20 REPLACE CURB AND GUTTER PER COE STD. DET. E2.8
10
S$ 0� PER COE STD DET E6.2 AS REQUIRED BY CITY ENGINEERING INSPECTOR
SEE ARCHITECTURAL PLANS A1.1 RPBA TO BE INSTALLED WITHIN THE BUILDING
AND A1.2 FOR DUMPSTER 0
N�REFER T
ENCLOSURE
ARCHITECTURAL SITE
PLAN FOR PARKING
CONNECTPUMP POWER AND
LAYOUT
COMM TO PUMP CONTROL PANEL.
U/
0
SEE ARCHITECTURAL PLANS
OSBORN CONSULTING, INC.
1800 112th Ave. NE,
Suite 220E Ph
(425)
451-4009
Bellevue, WA. 98004
Fox
(425)
451-4901
W PROP. WATER LINE
UP PROP. UNDERGROUND POWER SERVICE
G PROP. GAS SERVICE
SS PROP. SANITARY SEWER SERVICE
0 PROP. SANITARY SEWER CLEANOUT
U T— PROP. UNDERGROUND TELEPHONE
PROP. ASPHALT PAVEMENT
............ . . . .. .
..... ........
PROP. CONCRETE SIDEWALK
— — — — — — — — — — — — — — — — — PROP. SAWCUT
PROP. CONCRETE PAVEMENT
1 3.20.141 ADDRESSED CITY REVIEW COMMENTS
NO. DATET REVISION
EX. FH LOCATED 140-FT NORTH OF SITE
U)
1. WATER LINE AND SEWER LINE CONSTRUCTION TO MEET
THE ENGINEERING SPECIFICATIONS OF THE CITY OF
EDMONDS.
2. CONTRACTOR SHALL COORDINATE INSTALLATION OF
UTILITIES NTH UTILITY PROVIDER.
3. TRENCHING AND BEDDING OF WATER LINE AND SEWER
LINE CONSTRUCTION SHALL BE PER COE STD. DET. E4.
AND E4.2, SEE SHEET CO.3.
4. A MINIMUM OF 3—FOOT SEPARATION IS REQUIRED
BETWEEN THE DRY UTILITIES (POWER, GAS, PHONE,
CABLE, ETC.) SEWER, WATER, AND STORM. A MINIMUM
OF 5—FOOT SEPARATION IS REQUIRED FROM ANY CITY
MAIN LINES.
5. ALL UTILITIES MUST GO UNDERGROUND.
CITY OF EDMONDS
APPROVED FOR CONSTRUCTION
c1w
DATE
PERMIT
5TH AVE ANIMAL HOSPITAL 10-120062
310 5TH AVE SOUTH, EDMONDS WA 98020 SCALE
UTILITY AND PAVING PLAN H: v: N/A
dI
3-20-14
SHEET
C2.0 of 11
Dccoriiber 2000
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NOTES
LONGITUDINAL BUFFER SPACE a 9 1, A ProWcfive Vehicle is recommended regardless if a Truck Mounted Aftnuator
POSTED SPEEI 3 6 1 4 0 1 Z 6 0 11 .6%6 11 ieM 6 6 (TMA) is available; a woTk vehide may be LwA. When no TMA is used, the
zS
LENGTH B Q M 1401570 1 0� Protecive, Vehicle shall be strategically located to shield workers, with no z CRMHMJ� B/W
specific, Rog -Ahead distarice.
2. Night work requires additional roadway fighting at flagging stations. See
BUFFER DATA VVSDOT Standard Specifications for affffional details.
f END 11 G20-2A TYPICAL PROTECTIVE VEMCLE WITH TM (SEE NOTE 1) 3. Extend Channelizing Device taW across shoulder - recorrImended.
W
OR VEHICLE TYPE I.OADEDWEIGHT 4. Sign sequence Is the same for both directions of ftavel on the roadway.
DOV%NSTREAM TAPER 9
TO SHOW END OF VMRK 4 YARD DUMP TRUCK MINIMUM WEIGHT 15.0W LOS.
AREA - SEE NOTE 5 SERVICE TRUCK (W M ""T 8 .. LL E 5. ChanWizing Device spacing for the downstrwm topm option shall be 2V O.C.
IN ACTnOXCE VOTH MAX K )i R"
ON)
FIAT 0ED, EIIID� R . :
! aw
FACTURERRECOMMENDATI S. For signs size refer to Manual an Uniform Traffic Control Devices (MUTCD) L_ =A M� yl PS-11
1> ROLL AHEAD STOPPING DWANCE:w 30 FEET MIN. and VVSDOT Sign Fabrication Manual M55-05. 11 sm
(DFY PAVEMENT ASSUMED) BW
PU9L__*F 14H,
SIGN SPACING = X (1) AL
RURAL HIGHWAYS 60 166 MPH 6W ±
W, RURAL ROAD$ 46 166 MPH sw± V VORKAREA
RURAL ROAD$ 4 URBAN ARTERIALS 36 140 MPH 3W ±
G20-2A RURAL ROADS, URBAN ARTERALS, 25 f 30 MPH 2W * (2)
RESIDENTIAL & BUSINESS DISTRICTS =4=J
F2)
ROAD URBAN STREETS 25 MPH OR LESS 1W d_
...........................
ALL SIGNS ARE BLACK ON ORANGE UNLESS DESIGNATED OTHERWISE
=04A
(1) ALL SIGN SPACING MAY BE ADJUSTED TO ACCOMMODATE INTERCHANGE
K RAMPS, AT -GRADE INTERSEcTIONS, AND DPJVEWAYS�
(2) THIS SIGN SPACING MAY BE REDUCED IN URBAN AREA$ TO FIT 9F =P
Vao-78 - OPTIONAL IF POSTED ROADVMY CONDITIONS.
13E SPEED 40 MPH OR LESS =43 L4_j
PREPARED
To sTuP FOR LOCAL AGENCY USE ONLY
NOT FOR USE ON STATE ROUTES
?A VCO-4
on UME
ROAD
' - iiii � : ..............
AHEADI je ............ ................... - - - . .....................
NN -1 VVIO-1
RO-10
so
WORK
\MEAD
VW 711 - OPTIONAL If POSTED 253 ��5 4
S ED 40 MPH OR LESS ��s
Is,
ONE LANE
ROAD ONA 1, N
AHEN
R5 AUGUST 20071
ffT
ROAD PEDESTRtAN DETOUR
WORK LANE CLOSURE WORKING HOURS
AHEAD VV20-1 LEGEND WITH FLAGOM CONTROL
STANDARD PLAIN K-20.40-00 BN
......................
......................
FLAGGING STATION SHEET I OF I SHEET LEGEND Install on Type 2 BarTicades throughout
N SIGN LOCATION APPROVED FOR PAUBLI ON the work area 24 hours prior to Imple-
N SIGN LOCATION menting traft control. Prior notification
CHANNELIZING DEVICES Ken L. Smith 02-1"7 CHANNEUZJNG DEVICE$ of Local Law Enforcement required.
PROTECTIVE VEHICLE - RECOMMENDED 0TAMD1111"1310MEM Ezr-i ........................
W=Mnom TYPE 2 BARRICADE
.. ........
CHANNELIZING DEVICE SPACINQ
POSTED -SPEED
(W"
INTAPER
TMT)
IN TANGMT
(FEET)
60170
40
so
36 f 48
30
so
26/30
1 20
1 40
(1) ALL SIGN SPACING MAY BE ADJUMD To ACCOMMODATE INTERCHANGE
RAMPS, AT.GPADF- INTERSECTIONS, AND DRIVEWAYS,
(2) THIS SIGN SPACING MAY BE RfJ3UCED IN URBAN AREAS TO FIT
ROADWAY CONDITIONS.
VV21-1701
USE=
3
CMM IP/
X
\\1V11,2W1
JOOVjO
NOTES
I See Standard Plan K-24 60 r ftq:A=I lane clowre slanhg detalls,
device spacing requiratnents, and lane closure taper length. THESE REQUIREMENTS ARE TO BE U11LIZED IN CONJUNCTION WITH THE CITY OF EDMONDS
2. MOTOCYCLES USE EXTREME CAUTION signs shall be HANDOUT #E81-"TRAFFIC CONTROL REQUIREMENTS-, MANUAL ON UNIFORM TRAFFIC CONTROL
installed when the kWcwlrtg roadway conditions wdst, DEVICES (MUTCD), PUBLISHED BY THE UNITED STATES DEPARTMENT OF TRANSPORTATION,
• grooved pavement ESTABLISHED BY THE WSDOT AND THE CITY OF EDMONDS TRAFFIC CODES.
• abrupt law edge
• stow plates THE AMERICAN TRAFFIC SAFETY SERVICE ASSOCIATION (ATSSA) GUIDELINES WILL BE UTILIZED
• loose gravel of earth WHEN EVALUATING THE QUALITY OF CONSTRUCTION SIGNS AND TEMPORARY CHANNELIZATION
Specific signs for each of the condifions noted shall be installed DEVICES.
a" with MOTORCYCLES USE EXTREME CAUTION signs.
3. For signs sIze refer to Manuall on Uniform Traft Control Devices GENERAL REQUIREMENTS FOR TRAFFIC CONTROL DEVICES
(MUTCD) and WSDOT Sign Fabrication Manual M55-05. 1. WHEN SAFE CONDITIONS ARE POSSIBLE, TWO-WAY TRAFFIC MUST BE MAINTAINED. ALL
- - - - - - - _--__ - - - ------ - _-_----- ................. ........... . ......
. . .. ............. - . . .............. . . ..... . ... . . . ......................... . . .. . ...... . - ---------
....... .. . ....................... `1 , , / X
ow
NO AREA'
N
a -a- ER . .............
LEGEND
N SIGN LOCATION
a CHANNELVJNG DEVICES
[_A�i> ARROW PANEL
LANE LOOSE STEEL
EDGE PAVEME ORAVEL PLATES
W21_801 V4=1 M7 W14801
MOTORCYCLE WARNING SIGN (VV21-1701) SHOULD BE INSTALLED AT I
MILE SPACING, THROUGHOUT THE WORK ZONE WHERE THE CONDITION
EXISTS, AS PART OF THE SEQUENCE OF OTHER APPROPRIATE
STANDARD WARNING SIGNS ON I MILE SPACING
NECESSARY TRAFFIC CONTROL DEVICES SHALL BE IN GOOD CONDITION AND PLACED IN
PROPER LOCATIONS AT ALL TIMES UN11L FINAL WORK IS COMPLETED AND APPROVED BY THE
CITY OF EDMONDS.
2. THE USE OF HIGH-LEVEL WARNING SIGNS IS RECOMMENDED ON ALL STREETS AND REQUIRED
ON SIGHT RESTRICTIVE STREETS. ADVANCED "CONSTRUCTION AHEAD" WARNING SIGNS ARE
REQUIRED AT THE FOLLOWING SPEED COND11IONS: UNDER 25 MPH - 500 LINEAL FEET; OVER
25 MPH - 1000 LINEAL FEET.
3. THE CITY OF EDMONDS POLICE, FIRE AND PUBLIC WORKS DEPARTMENTS SHALL BE NOTIFIED
OF STREET CLOSURE LOCATIONS AND TIME PERIODS. STREETS SHALL BE REOPENED
IMMEDIATELY UPON COMPLETION OF THE WORK.
4. IT IS THE DUTY OF THE CONTRACTOR TO NOTIFY ALL ABUTTING PROPERTY OWNERS
FORTY-EIGHT HOURS PRIOR TO COMMENCING ANY CONSTRUCTION THAT MAY IMPEDE TRAFFIC
FLOW OR CAUSE THE TEMPORARY SUSPENSION OF UTILITY SERVICE. AFFECTED PUBLIC UTILITY
SERVICES SHALL BE PROPERLY NOTIFIED.
5. ALL FLAG PERSONS MUST BE CERTIFIED BY THE STATE OF WASHINGTON DEPARTMENT OF
LABOR AND INDUSTRIES.
6. TRAFFIC CONTROL PLANS SUBMITTED SHALL UTILIZE THE SYMBOLS AS OUTLINED IN TABLE
6H-2 OF THE MUTCD.
FOR LOCAL AGENCY USE ONLY 7. SIGN SPACINGS SHALL COMPLY WITH THE MUTCD TABLE 6H-3.
NOT FOR USE ON STATE ROUTES 8. THE CITY OF EDMONDS WILL ALLOW THE CONTRACTORS TO UTILIZE WSDOT STANDARD
K-PLANS THAT ARE APPROPRIATE FOR THE ACTIVITY THAT THE CONTRACTOR IS
UNDERTAKING.
STREET CLOSURE REQUIREMENTS (REFER TO MUTCD FIGURE 6H-20)
1. STREETS CLOSED FOR WORK SHALL BE PROPERLY POSTED WITH "STREET CLOSED" SIGNS AND
M BARRICADES AS REQUIRED. SIGNAGE SHALL BE PROVIDED AT THE NEAREST INTERSECTION TO
Ar ALLOW FOR ADEQUATE TRAFFIC DETOUR.
2. ADVANCED "DETOUR AHEAD" SIGNS SHALL BE PROVIDED 500 FEET IN ADVANCE OF THE
1 S T IS DETOUR ROUTE INTERSECTION.
3. DIRECTIONAL "DETOUR" SIGNS SHALL BE PROVIDED AT ALL TURNS THROUGHOUT THE DETOUR
ROUTE ON STREETS.
[EXPRES 2� MM
.j
t__Q-Ql t
MOTORCYCLE TRAFFI.0 CONTROL PLANS
SUPPLEMENTAL SIGNING3 1. THE ATTACHED TRAFFIC CONTROL PLANS REPRESENT THE TRAFFIC CONTROL SITUATIONS THAT
ARE TYPICALLY ENCOUNTERED FOR THIS PROJECT. THE CONTRACTOR SHALL BE REQUIRED TO
STANDARD PLAN K40. REVIEW AND MODIFY THE TRAFFIC CONTROL PLAN TO REPRESENT THE CONTRACTORS ACTUAL
SHEET I OF I SHEET OPERATIONS. THE CONTRACTOR IS REQUIRED TO SUBMIT A MODIFIED TRAFFIC CONTROL PLAN
APPROVED FOR PUBLI FOR REVIEW AND APPROVAL BY THE CITY OF EDMONDS.
Ken L. Smith 02-15-07
9TA1M0EM"e*3MM DAM
W=WIvm skft
nerowt RO-1 1A MOD
zS am
1W1UKM0W)j P-9-11AMOD
4- an
Eown
PATH
. .. ... ..
/WORK /
.. ..................
WALKWAY
6 MIN.
LEK SEE NOTE 2
19P
F T
H-04TH-flIfl,
PEDESTRIAN DETOUR
NON -WORKING HOURS
NOTES
1. When crosswalks or other pedestrian facilities are closed or re-
located, temporary facilities shall be delectable and shall include
aowssiblifty features consistent with the features present in ft
existing pedestrian facility.
Z Contmls; shown are for pedestrian traffio only.
3, Use Warning Lights on barricades.
4. Maintain a minimum width of 3 feet for pedestrian path.
5, For signs size refer to Manual on Uniform Traffic Control Devices
(MUTCD) and WSDOT Sign FaWcation Manual MS"5.
FOR LOCAL AGENCY USE ONLY
NOT FOR USE ON STATE ROUTES
...................
8 T
I 'A 1. V.
.......... CHI
INTERSECTION
PEDESTRIAN DETOUR
STANDARD PLAIN K-34.20-M
SHEET 1 OF I SHEET
APPROVED FOR PUBLICATION
Ken L SmIth 02-15-07
0"'W"O" eww" 0"t
WDWaehlngm Sbaft ftparbrmt of TnumpanatWa
I
SPECIAL WARNING SIGNS FOR MOTORCYCLES (SEE ATTACHED DETAIL)
THE WASHINGTON STATE LEGISLATURE HAS DETERMINED THAT SPECIAL WARNING SIGNS MUST
BE PROVIDED (RCW 47.36.200) AT WORK ZONES IN ADDITION To STANDARD WARNING SIGNS,
TO WARN MOTORCYCLISTS AT WORK ZONE LOCATIONS THAT ARE POTEN11ALLY HAZARDOUS TO
MOTORCYCLES. THE FOLLOWING ROADWAY CONDITIONS REQUIRE THE PLACEMENT OF SIGN,
W21-1701 "MOTORCYCLES USE EXTREME CAUTION":
ROADWAY CONDITIONS:
*GROOVED PAVEMENT (GENERALLY DURING PAVEMENT PLANING REMOVAL)
*ABRUPT LANE EDGES (DURING PAVING AND PAVEMENT REMOVAL)
*STEEL PLATES (USUALLY TEMPORARY UTILITY WORK)
GRAVEL OR EARTH (MANY OPERATIONS ON THE ROADWAY OR OFF COULD LEAVE THIS TYPE
F LOOSE MATERIAL ON THE ROADWAY SURFACE)
SIGN W21-1701 SHOULD BE INSTALLED AT ONE -MILE MAX SPACING, THROUGHOUT THE WORK
ZONE MERE THE CONDITION(S) EXIST, AS PART OF A SEQUENCE OF OTHER APPROPRIATE
STANDARD WARNING SIGNS (ABOVE EXAMPLES) ALSO, ON ONE -MILE MAX SPACING.
CARE MUST BE EXERCISED DURING ALL WORK ZONE OPERATIONS M NOT INADVERTENTLY
CREATE ONE OR MORE OF THE ABOVE ROADWAY CONDITIONS THAT MAY BE HAZARDOUS FOR
MOTORCYCLES. ADDITIONAL ROADWAY CLEANING MAY BE NEEDED To REMOVE GRAVEL, EARTH
OR OTHER DEBRIS THAT MAY HAVE BEEN STOCKPILED, SPILLED OR TRACKED ONTO THE
ROADWAY SURFACE.
STANDARD WARNING SIGNS MUST ALSO BE USED TO WARN OF THE ACTUAL
ROADWAY CONDITION. SOME APPLICABLE STANDARD WARNING SIGNS MAY BE:
-W21-801 "ABRUPT LANE EDGE"
*W8-7 "LOOSE GRAVEL"
*W8-2001 "GROOVED PAVEMENT"
-W21-2 "FRESH OIL"
9W8-8 "ROUGH ROAD"
0 4 110"kAM90
Fa FIF
*W21-1801 "STEEL PLATES" i
MAR 2 7 2014 Vsbelow.
OUILDING DEPA ",.ENTKnowwha
CjTy or- huMONDS Call before you dig.
CITY OF EDMONDS
APPROVED FOR CONSTRUCTION
L;:ENGINE'ERI�NGDIVIS�10N
PERMIT
. E.
DESIGNED BY
RDP
OSBORN CONSULTING,
INC.
TECTURAL
5TH AVE ANIMAL HOSPITAL
10-120062
3-20-14
WERKSINC
-w.1Cz=rXW.
310 5TH AVE SOUTH, EDMONDS WA 98020
SCALE
SHEET
DRAWN BY
RDH
CHECKED BY
1800 112th Ave. NE, Suite 220E Ph
Bellevue, WA. 98004 Fax
(425) 451-4009
(425) 451-4901
1
3.20.14
ADDRESSED CITY REVIEW COMMENTS
RDP
19m,
8=110
WnER4WA"011
TRAFFIC CONTROL NOTES AND DETAILS
H: =10' V: N/A
C3.1 of 11
LCR
NO.
DATE
REVISION
BY
AWAU=" EM.8n.lins w-."w.&wezkv=m