200 2ND AVE S.PDF'111111111111
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200 2ND AVE S
ADDRESS: 2m ;�4j
TAX ACCOUNT/PARCEL NUMBER:
BUILDING PERMIT (NEW STRUCTURE):
COVENANTS (RECORDED)
CRITICAL AREAS:
DISCRETIONARY PERMIT #'S:
DRAINAGE PLAN DATED:
PARKING AGREEMENTS DA
EASEMENT(S) RECORDED FOR:
PLANNING DATA CHECKLIST DATED:
SCALED PLOT PLAN DATED:
SEWER LID FEE $:
SHORT PLAT FILE:
SIDE SEWER AS BUILT DA
SIDE SEWER PERMIT(S)
GEOTECH REPORT DA
STREET USE / ENCROACHMENT PERMIT
FOR: `Iqa6cut, bdidwAlihes-
WATER METER TAP CARD DATED:
DETERMINATION: [—] Conditional Waiver 0 Study Required F] Waiver
LOT:
!A
WSIM 7
LID
BLOCK:
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TAX ACCOUNT/PARCEL NUMBER:
BUILDING PERMIT (NEW STRUCTURE):
COVENANTS (RECORDED)
CRITICAL AREAS: DETERMINATION: E] Conditional Waiver F] Study Required F
Waiver
DISCRETIONARY PER MIT#'S:n—,\
DRAINAGE PLAN DATED:
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORDED
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PLANNING DATA CHECKLIST DATED:
SCALED PLOT PLAN DATED:
SEWER LID FEE $: LID
SHORT PLAT FILE: LOT: B
SIDE SEWER AS BUILT DATED:
SIDE SEWER PERMrr(S)
GEOTECH REPORT DATED:
STREET USE / ENCROACHMENT PERMIT
WATER METER TAP CARD DATED:
OTHER:
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ADDRESS:
TAX ACCOUNTIPARCEL NUMBER:
BUILDING PERMIT (NEW STRUCTURE):
COVENANTS (RECORDED)
CRITICAL AREAS: DETERMINATION: E] Conditional Waiver n Study Required n Waiver
DISCRETIONARY PERMIT #'S:
DRAINAGE PLAN DATED:
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORDED FOR:
PERMITS (OTHER): Igg y2g225 (�2dd)
PLANNING DATA CHECKLIST DATED:
SCALED PLOT PLAN DATED: 7. leg
SEWER LID FEE $:
SHORTPLAT
SIDE SEWER AS BUILT DATED:
SIDE SEWER PERMIT(S) #:
GEOTECH REPORT DATED:
STREET USE / ENCROACHMENT PERMIT #: C>Cl
FOR:
WATER METER TAP CARD DATED:
OTHER:
LID #:
LOT: BLOCK:
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STRE.ET FILE
"'200 ovd 41e, -5
0 PLANNING DATA' 0-
New Commercial I Multi -Family Projects
11 STREET :FI:L:E:]l
Name: r, I
Site Address: �;Ico - Dnd A e-
Plan Check#: BLD-;kr�-OLIY7
ne&;a lc�wo<_ ZCr11W0eX_ -.Ind 4��J
Project Description: re,ck "'
e\ex'
Use(s) Proposed-
Allowed Us e: NO�
CUP File Number:
To Allow What Uses: /A
Legal Nonconforming Land Use Determination Issued: (YES 16?
Reduced Site Plan Provided: (SP NO)
Zonina:
Map Page: 'Roa
Comp Plan Designation:
Corner Lot: (5� NO)
Flag Lot: (YES �ga
ADB File Number (date waived):
tot Area: N/A
Plans Match AD13 Approved: (YES i NO)
Shoreline Required: (YES ljj��
Critical Areas Determination#: CRAM-1060,
Study Required Wc,,\, .A\� 6e, OLAX-%ZCOO�- 11W-4-�C/' 6L.1Xe(_
Waiver
SEPA Determination:
Exempt- WAC,1'1-7--fl-SCD('=�k/6)exex"fA
El Needed (for sites with 500 cubic yards of grading or within 200 feet of Puget Sound or Lake
Ballinger. Requires: (1) Fee, (2) Environmental Checklist, and (3) APO List with notarized form).
.,Si&.icks
Street-
(N)
6 0 d e! �'> �re e
(W)
Rear-
Actualseth�,cks
Street:
N� aO +
ao
Rf 4W-
Lot Coverage/FAR Required: AA
Lot Coverage/FAR Provided: N/A
Lot Coverage/FAR Calculations: N /A
Building "eight
Datum Point:
N/A
Datum Elevation:
Al
Maximum Height:.�),�
Actual Height:
Subdivision:
A//A
Lot Aggregation Required: At/A.
Landscaping
Landscaping Matches ADB Approved:
Landscaping Bid Provided: (YES
Bond Amount (100% Bid): A11A
Plan Review By:X.
PLANNING DATA
New Commercial I Multi -Family Projects
WAit*in �.4 is
_4Ahal
Business NaM6.
Type/Use
Parking
Ratio
Tenant
Area
Required
Parking
Total Parking Required.
Total Parking Pro vided.
Vulfi-Fami P.#�A V
# Bedrooms per Dwelling Unit
Parking Ratio
# Units
Required
Parking
Studio
1.21D.U.
I Bedroom:
1-51D.U.
2 Bedrooms
1.8/D.U.
3 + Bedrooms
2.0/D.U.
rotal Parking Required:
Total Parking Provided:
Plan Review BY-
STREET USE PERMIT APPLISTM
EET FILE',.
NAME OF APPLICANT:.
NANIE OF BUSINESS:. -
V -7
MAILING ADDRESS:— , �f, e -bl 10/
CONTACT PERSON AND PHONE NUPMER: VZ 491�� ? �/— 0 -?,-3 _,7
ADDRESS OF PUBLIC USE:
Describe the public place or portion of public sT)ace to be utilized:
Specify the type of use desired/WZ1W6� A�R ,q_,'271/e7-;fBZe
WWIV2091000
Specify the length of time for use: �V 0 14 / 3 19 9 ? -,7/�_-e) L.)6w 8
NOTE. The issuance of this permit i's understood by the 'applicant to be of a temporary nature and that -no vested right is
granted
J1VDEWNflY The applicant understands and by hislher signature to this application, agrees to hold the City of Edmonds
harmlessfrom any injuries, damages or claims ofany kind or description whatsoever, foreseen or unforeseen, that may
be made against the applicant orthe City ofEdmonds, or any of its departments or employees, including but not limited
to the defense or any legal proceedings including defense costs, court costs, and attorneyfees by reason ofgranting this
permit. In addition, the application understands that the City shall be provided a Certificate ofInsurance to indemnity
and hold harmless the City of Edinondsfrom all claims andlor property damage, and naming the City of Edmonds as an
additional insured
CODEAPPLIC4TION.- By signing the application below the applicant,warrants that s1he has read or had the
opportunity to read Chapter 18 of the Edmonds Community Development Code and &1he understands that all terms of the
adopted ordinance are incorporated herein as ifsetforth in full and this application andpermits therefore are subject to
the terms of that Chapter.
�R
DATE
S'IRUSEHO.DOCJLG/2-95'
SIGNATURE OFAPPROVAL FROM ABUTTING PROPERTY OWNERS
When applicable, if the street use proposal directly impacts any adjacent business or private property
owner the applicant.must obtain written approval from the affected parties. This requirement is
evaluated by City §taff after the initial submittal of the application.
Signature— Address
Signature,
Address
Signature Address
Signature Address I .
DO NOT WRITE BELOW. THIS LINE --FOR CITY USE ONLY
Planning Division Review: ADB# 4
Approved By� Date
Public Works Review:
Fire Department Review:
Police Department 'Review:
I
Approved Byk�.La(.-1, —Date
Approved B .,4�;�CUC_Gue,=patej 7 (2-1
Approved Byz//ff//1,76/-__,/"ate
Permit Coordinator Review: Certificate of Insurance Verified _(�4 lvzvr.
Engineering Division Review: Bond Required A* Amount $
Approved B Pated
Remarks or Comments: 1.;kr11e1t9af1e1t_ a 1,v_-ra4414� 106qe1,We,
PERMIT 7 5--2_ -DATE OF ISSUANCE_,.// Z7 Iq 7
RELEASED By, RECEIPT 4 ItI4 V-,t�,D
STRUSEHODOOLGi2-95
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CITY OF EDMOM
121 5'h Avenue North - Edmonds, WA 98020
Phone: 425.771.0220 - Fax: 425.771.0221 - Web: www.ci.edmonds.wa.us
. C. I DEVELOPMENT SERVICEs DEPARTMENT: PLANNiN6 DivISION *10
ADMINISTRATivE DESIGN RmEw 74XJ
-STAFFDEasioN-
BLD2009044 7 Project Proposal:
Steve Koho, Wastewater Treatment Plant Manager, has submitted a building permit application
(BLD20090447) for improvements to the existing wastewater treatment plant facility located at 200 2 nd
Ave. S. The site is within the Public Use (P) zone. As part of the proposal, a small portion of the existing
retaining wall near the northeast comer of the site will be shifted to the north by approximately 6 to 8 feet.
Additionally, the existing landscaping located adjacent to this portion of the wall will be replaced with
new landscaping.
Property Owner:
City of Edmonds
121-5 th Ave. N
Edmonds, WA 98020
Design Review Process:
Applicant.
Steve Koho, Manager
Wastewater Treatment Plant
2.00-2 nd Ave. S
Edmonds, WA 98020
The proposed project requires General Design Review. Projects that remain under the SEPA threshold
are reviewed by staff with the building permit, and the design review is considered an administrative Staff
Decision subject to the requirements of ECDC 20.11 (General Design Review) and 20.01 (Type I Staff
Decision — No Notice Required).
Analysis:
The building plans for the proposed screening wall state "wall finish on outside face and above grade to
match existing adjacent walls." Therefore, the new wall will blend in with the style of the existing walls.
Since the style of the new screening wall will be the same as existing, the only noticeable change visible
from outside the treatment plant (when looking towards the plant from Dayton Street) would be the height
of the wall, which will be approximately 4.5 feet taller than the existing wall to be removed. The new
wall, however, will be approximately 18 feet above grade level, which complies with the maximum
allowed height for the Public Use (P) zone of 25 feet pursuant to ECDC 16.80.030.13 and will provide for
screening of the equipment to be located behind the wall. The wall exceeds the minimum required
setback of 20 feet from the property lines adjacent to the street as required by ECDC 16.80.030.A.
The existing row of Viburnum tinus (planted at three foot centers) adjacent to the portion of the existing
screening wall that is to be relocated will need to be removed in order for the relocation of the screening
wall. The applicant has proposed to replace this row of Viburnum tinus with Arborvitae "Emerald
Green" to be planted four feet tall on 18 inch centers directly in front of the new screening wall. The
proposed height and spacing complies with the minimum requirements for large shrubs in ECDC 20.13
(Landscaping Requirements).
Page I of 2
*Administrative Design Review
Wastewater Treatment Plant
Building Permit No. BLD20090447
Technical Revt,eiw':
The Engin'eiedng,D ivi s ion, Building Division, and Fire Department have reviewed the building permit
application (File No. BLD20090447) for this project. Any comments from these depar tments will be
provid&d,a7s part of their review of the building permit application.
Public Comments:
Projects that remain under the SEPA threshold are reviewed by staff with the building permit, and the
design review is considered an administrative Staff Decision (Type 1) subject to the requirements of
ECDC 20.11 (General Design Review) and 20.01 (Staff Decision —No Notice Required). Therefore, no
public notice was required for the subject application. The City has not received any comment letters for
this project.
Decision:
Based on the facts and conclusions of this report, staff finds that the design review for this project (File
No. BLD20090447) is APPROVED with the following condition:
1. The applicant must obtain a building permit for the proposed work, and individual elements of
this project are required to meet all applicable city codes.
I have reviewed the application for compliance with the Edmonds Community Development Code.
Machuga, Planning Uvision Date
Appeals:
Pursuant to ECDC 20.01.003.C, Type I decisions are only subject to judicial appeal. Pursuant to ECDC
20.07.006, the City's final decision on an application may be appealed by a party of record with standing
to file a land use petition in Snohomish County superior court. Such petition must be filed within 21 days
after issuance of the decision, as provided in Chapter 36.07C RCW.
Page 2 of 2
.Propeily of
CITY OF EDMONDS
ONDS ASW INFORMATION SHEET
N2 04697
STREET
J FILE
NEW ASSET NO.
11 ADDITION
n RETIREMENT
ADDITION TO ASSET NO.
DESCRIPTIOy
SERIAL NO.
::2 of) a !D
7-7
LOCATION
DEV. NO.
CITY OF EDMO NDS -- PUBLIC -WORKS DEPARTMES
BACKFLO14 DEV ICE TEST REPORT
:E OF PREMISES -
VICE ADDRESS
D
ATION OF DEVICE.
ICE:
Manufacturer
Model
Size
_�e r _ia I No.
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DIFFERENTIAL PRESSURE RELIEF VALVE
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REDUCED PRESSU�_E
2. DID NOT OPEN
CLEANED
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ABOVE REPORT IS CERTIFIED TO BE T UE: ct y (y (I
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OF DATE
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TEST PERFORMED BY OF DATE
CITY OF EDMONDS -- PUBLIC WORKS DEPARTMENT
BACKF L014 DtVICE TEST REPORT
:E OF PREMISES
VICE ADDRESS
ATION OF DEVICE
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ICE:
Ila n . ufacturer Model Size Serial No.
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ABOVE REPORT IS CERTIFIE TO BE TRUE-
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TEST PERFORMED BY OF DATE
CITY OF EDMONDS -- PUBLIC WORKS DEPARTMENT
BACKFLOW.DEVICE TEST REPORT
:E OF PREMISES -
VICE ADDRESS
ATION OF DEVICE 0 0
ICE:
Manufacture—r Model
Size Serial No.
'E PRESSURE AT TIME OF TEST LBS.
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CITY OF EDMONDS -- PUBLIC WORKS DEPARTMENT
BACKFLO14 DEVICE TEST REPORT
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VICE ADDRESS i�)
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ICE:
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Ir DAT&"�%�
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CITY OF EDMONDS —PUBLIC WORKS DEPARTMENT
BACKFLO14 DEVICE TEST REPORT
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VICE ADDRESS
AT I ON 0 F D E V I C E D 0-)'�AT�
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Flanufacturer Model Size Serial No.
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REPLACED:
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0
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0
UPPER
0
LOWER
0
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0
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REDUCED PRESSURTE
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ABOVE REPORT IS CERTIFIED TO BE TRUE-:-,
V'
DATE
TIAL TEST PERFORMED By OF 0
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k,Ul WiU141 I I OLMV iLLJ ULriAk I 1*1L14 i
250 5th Ave N
0 771-3202
TE ISSUED
PERMIT NO.
PL-E
Name of Applicant:
Mailing Address:
Telephone Number:
APPLICATION FOR STREET USE PERMIT 'REET FILECEIVED
—Wright Schuchart Harbor Co. OR 3 0 1988
425 Pontius Ave. North, Seattle, WA. 98109 PUBLIC WONS
(206) 447-7593 Date:
Description of Public Place or Portion thereof desired to be used: (exhibit
may be attached) Portion, of 2nd Ave. S. P from Dayton St. to 140 feet South of Alder St.
Also a portion of South 1/2 of the South lane of Dayton St., between 2nd Ave. S. & SR 104
as shown on Sheet 7, Edmonds Wastewater Treatment Plant,' attached.
I
Type of Use desired to be made of Public.Place: Various construction activities
associated with construction of the Edmonds Wastewater Treatment Plant
If applicable, attach plans and specifications for any utility or structure to
be erected and/or maintained on the Public Place: see attached Sheet 7
Note: Street restoration will be required on all areas of streets used under this permit.
TEMPORARY PERMIT: Unless otherwise designated herein, this permit is understood
by applicant to be wholly of a temporary nature, that it vests no permanent right
whatsoever. If the permitted use becomes dangerous or such structure shall
become insecure or -unsafe or shall not be constructed, maintained or used in
accordance with the provisions of this title, the same may be revoked and the
structure and obstructions ordered removed by order of the City Engineer. If this
application is for a specified period of time,, the terms of said application is:
)�w-cr,cp C01YS7XU67-1,Q,11 R) /W 601q&e160
INDEMNITY: Applicant understands and by.his 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 of Edmonds, or any of its department or employees,
including but not limited to the defense or any legal proceedings including defence
costs,,court costs, and attorney fees by reason of granting this permit. In
addition, applicant understands that the City shall be provided a certificate of
insurance to indemnify and hold the City of Edmonds harmless from all claims
and/or property damage, naming the City of Edmonds as an also insured.
APPLICATION OF CHAPTER 18.70 OF THE COMMUNITY DEVELOPMENT CODE: Applicant warrants
that he has read, or had the opportunity to read, Chapter 18.70 o� the Community
Development Code, attached herewith, and understands that all terms of that
Ordinance are incorporated herein as if set.forth in full and this application
and permit therefore are subject to the terms of that Chapter of the Edmonds City
Code.
Apoli,�nt's Signature
Da tt!
City of Edmonds, Community Services Department
APPLICATION FOR STREET USE PERMIT - - Page 2 _
Approval (and Agreement, if applicable) of Abutting Property Owners:
SIGNATURE
PRINTED NAME
ADDRESS
DATE
I
DO NOT WRITE BELOW THIS LINE (To be completed by'Issuing Agency)
City Council Approval (if appl-k-able)(Attach Minute Entry): 09*'t
ADB Approval (if applicable)(Attach Minute� Entry): OX
Building Official Approval (if applicable): 04
Signature Date
Provision for Indemnity: !:;�c j51.!;ti9+Ct /417-ev
Terms and Provision of Performance Bond, if applicable:
PERMIT AUTHORIZATION BY:
iOature
PERMIT NO. by-16 Date Issued: 12-7-1—o2?
RELEASED BY RECEIPT NO. 1Y
R emarks/Comments:
Date
Permit Fee: 41114 -6 6 0 60
BUILDING PERMIT #-
vvd
7'A Y/,T C ^I
FIRE DEPARTMENT APPROVAL DATE
POLICE DEPARTMENT APPROVAL DATEZ,-,?
ENGINEERING DEPARTMENT APPROVAL
0
Computer ID
BACKFLOW PREVENTION ASSEMBLY
TEST REPORT
RETURN NO LATER THAN
NAME OF PREMISES Fe4,,, Fmgl� 1+ 21 L IQONTACTPERSON Aow-ef- c.:)r-
MA
SERVICE ADDRESS—,-.
LOCATION OF ASSEMBLY,
ASSEMBLY
LINE PRESSURE AT TIME OF TEST
MODEL
LBS. TYPE OF ASSEMBLY
/01
Reduced Pressure Assemblies
Pressure Vacuum
Breaker
Relief
Double Check Assemblies
Air Inlet
Check Valve
1 st Check
2nd Check
Opened at
psid
psid
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Initial
Test
DC -closed tight
Rp. 7,6psid
Closed tight
Leaked
Opened at
psid
Did not open
Leaked
Leaked
Repairs
and
Materials
Used
Test After
DC -closed tight
Closed tight J
Opened at
Opened "at
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RP- _ psid
psid
psid
psid
AIR GAP I
REMARKS:
ION* qui ed minimum air gap
... Yes � No 0
THE ABOVE REPORT IS CERTIFIED TO BE TRUE:
INITIAL TEST PERFORMED BY /4"-9rD4)Z CERT. NO. 3,25-6 DATE
REPAIRED BY
DATE
FIN AL TEST PERFORMED BY -64!��drl;44 CERT. NO. :3 ok�L DATE 7
0
Computer ID #
BACKFLOW PREVENTION ASSEMBLY
TEST REPORT
RETURN NO LATER THAN
NAME OF PREMISES 7'r&,. VA' CONTACTPERSON '51k W0,11je
SERVICi ADDRESS D PLI So
LOCATION OF ASSEMB e-- L A6, S;;Lp-
ASSEMBLY ER P:;2- All 74 - R
MODEL
LINE PRESSURE AT TIME OF TEST — LBS.
TYPE OF ASSEMBLY R. P—
NO.
Reduced Pressure Assemblies
Pressure Vacuum
Breaker
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Double Check Assemblies
Air Inlet
Check Valve
1st Check
2nd Check
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psid
psid
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RP- 7,9 psid
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AIR GAP INSEPCTION: Requi
REMARKS:
minimum air gap separation pr,6)Vided ... Yes D No D
THE ABOVE REPORT IS CERTIFIED TO BE TRUE:
INITIAL TEST PERFORMED BY ,Aj 1(, CERT. NO
REPAIRED BY
FIN AL TEST PERFORMED BY CERT. NO
DATE
DATE
,� -2 S—A DATE -7-/(:, `7
9�
0
0 0
Computer ID #
BACKFLOW PREVENTION ASSEMBLY
TEST REPORT
RETURN NO LATER THAN 0/
NAME OF PREMISES Ed.= nA 5 CONTACT PERSON
77-e�p-+"w-cdq�- Ple,^3c'
SERVICEADDRESS— (),-i,,rJ
LOCATION OF ASSEMB Y goo sc�- ujol�
ASSEMBLY
MODEL
LINE PRESSURE AT TIME OF TEST LBS. TYPE OF ASSEMBLY
NO.
Reduced Pressure Assemblies
Pressure Vacuum
Breaker
Relief
Double Check Assemblies
Air Inlet
Check Valve
I st Check
2nd Check
Opened at
psid
psid
Valve
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DC -closed tight
Closed tight ly
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DC -closed tight
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RP- _ psid
psid
psid
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AIR GAP INSJEi?CTION: Required minimum air gap separ4top provided ... Yes D No D
.1 1 : 9
THE ABOVE REPORT IS CERTIFIED TO BE TRUE:
INITIAL TEST PERFORMED BY CERT. NO.
- DATE
REPAIRED BY DATE
FIN AL TEST PERFORMED BY CERT. NO. 579', DATE '7 7/�
-IF
CITY OF EDMONDS —PUBLIC WORKS DEPARTMENT
BACKFLOW DEVICE TEST REPORT
IME OF PREMISES r.= D P7 0 XJD S 7-Ri=_47-t76AjT- PMAjT'
:RVICE ADDRESS -?00 :Z:,>4V7-v_M 57--
)CATION OF DEVICE oN z/AUZ 4V& ;i, j57xj7-eoqAj cc- 4sgs"mip
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Manufacturer -M-odel - Size SerlaT 146.
INE PRESSURE AT TIME OF TEST / 0.7 6:1 LBS.
;�ESSURE DROP ACROSS FIRST CHECK VALVE 4 - !;-- LBS.
CHECK VALVE NO.
1
CHECK VALVE NO.
2
DIFFERENTIAL PRESSURE RELIEF VALVE
NITIAL
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0
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El
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TEST
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ffr__2_-
CLOSED TIGHT
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2. DID NOT OPEN
0
CLEANED
0
CLEANED
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CLEANED
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REPLACED:
REPLACED:
REPLACED:
DISC -------------
0
DISC -------------
El
DISC.UPPER ----------------------
El
R
SPRING -----------
0.
SPRING -----------
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13
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El
SPRING --------------------------
C3
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PIN RETAINER -----
0
PIN RETAINER -----
El
DIAPHRAGM, LARGE
A
HINGE PIN --------
13
HINGE PIN --------
13
UPPER -----------------------
I
SEAT -------------
13
SEAT -------------
El
LOWER -------------------------
0
R
DIAPHRAGM --------
0
DIAPHRAGM - -------
(3
DIAPHRAGM, SMALL
S
OTHER, DESCRIBE
0
OTHER, DESCRIBE
UPPER ---------------- 7 - - - - - -
LOWER ---------------
E3
SPACER, LOWER
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FINAL
OPENED AT LBS.
TEST
CLOSED TIGHT -----
El
CLOSED TIGHT -----
0
REDU ED PRESSURE
EMARKS:
'HE ABOVE REPORT IS CERTIFIED TO BE TRUE:
NITIAL TEST PERFORMED BYL,5jj� OF c i 7� y > r- bb�17 oiy Z) I -DATE G. --,6
0 AIRED BY -DATE
AL TEST PERFORMED BY OF DATE
A
so
op
CITY OF EDMONDS —PUBLIC WORKS DEPARTMENT
BACKFLOW DEVICE TEST REPORT
NAME OF PREMISES rst'r-f C>r_r-_3)"0JU3)'s . 7-R r-wrm am r P(4m T- KI &AM -
SERVICE ADDRESS Ai� I)Rfl-OM ZJ-kr=i�5 T—
PIZ46
LOCATION OF DEVICE riAsT e> F top-irtl vArr-_
DEVICE: C:LA_�-J_ V A L-V r=. A 'p — -2 _. —to (10
Manufacturer Model Size Serial No.
LINE PRESSURE AT TIME OF TEST 1;2 4 LBS.
PRESSURE DROP ACROSS FIRST CHECK VALVE 12- .1 4 LBS.
CHECK VALVE NO.
1
CHECK VALVE NO.
2
DIFFERENTIAL PRESSURE RELIEF VALVE
INITIAL
1. LEAKED
1. LEAKED
11
1. OPENED AT Vmg;�4-r _LBS.
TEST
2. CLOSED TIGHT
C1
2. CLOSED TIGHT
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. REDUCED PRESSURE
2. DID NOT OPEN
C3
CLEANED
2r
CLEANED
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CLEANED
REPLACED:
REPLACED:
DISC -------------
13
REPLACED:
DISC.UPPER ----------------------
El
R
DISC -------------
SPRING -----------
13
SPRING -----------
0
DISC.LOWER ----------------------
13
E
GUIDE ------------
El
GUIDE ------------
0
SPRING --------------------------
13
p
PIN RETAINER ------
I]
PIN RETAINER -----
El
DIAPHRAGM, LARGE
-
A
HINGE PIN ---------
El
HINGE PIN --------
El
UPPER ------------------------7
or
93'
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SEAT -------------
0
SEAT -------------
0
LOWER -------------------------
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DIAPHRAGM --------
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DIAPHRAGM -; -------
Cl
DIAPHRAGM, SMALL
s
OTHER, DESCRIBE
El
OTHER, DESCRIBE
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SPACER, LOWER
OTHER, DESCRIBE
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OPENED AT aw 7 LBS.
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CLOSED TIGHT -----
CLOSED TIGHT -----
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REDUCED PRESSURE
0 Fp
REMARKS: I'C" fZF_v Sr,b .2 C(46CK C14L_(1r_-
THE ABOVE REPORT IS CERTIFIED TO BE TRUE:
INITIAL TEST PERFORMED BY
'_19
'AIRED BY Li5r- 4- e0tJ
FINAL TEST PERFORMED B
OF DATE _? —J/ -80
DATE 3-3' S6
OFCxrY dr- ab/70M.D.S ccs-2g-_? DATE 3 -31—c?O
Z11R I
CITY of EMPAONDS
Civic Center - Edmonds, Was6ington 98020 - Telephone (206) 775-2525
January 24, 1977
Mr. Herb Gilbo
Mayor's Administrative Assistant
Edmonds Civic Center
Edmonds, Washington 98b2O
Dear Herb:
Enclosed please find a memorandum regarding
Strecker v. City of Edmonds.
Please make a sufficient nuTiu:)er of copies to
distribute to the Mayor and Meinbers of the City
Council.
Oi`j 2 1977
q
IAN 2 6
.41,00m t'71f. 0 404
Thank you for your cooperat3lon in this matter.
Very -�'--ruly yours,
OFFICE OF THE CITY ATTORNEY
Joh?rD 1 T —�a )ce
J DW , d'ID
Enclosure
1p
CITY of EDMONDS
Civic Center - Edmonds, Washington 98020 Telephone (206) 775-2525
January 24, 1977
MEMORANDUM TO: Mayor and Members of the City Council
FROM: John D. Wallace, City Attorney
RE: Strecker v. City of Edmonds
This is to advise you that the lawsuit entitled
Strecker v. City of Edmonds has been dismissed with pre-
judice.
The plaintiffs instituted this suit over a year
ago alleging damages by virtue of the construction of
the Public Works and Treatment Plant adjacent to their
property.
The -lawsuit subsequently became moot when the
property was sold apparently for more money than the
plaintiffs had been asking for. Accordingly the case
has been dismissed and cannot be restarted.
RECEIVED
JAN 2 6 1977
11"4 4a. Dm
STREET FILE
DAYTON STREET
MEN
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PLANTING KEY SYMBOL...
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TREES: DAYTON STREET
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JUL 14 2009
BUILDING DEPARTMENT
CITY OF 'EDMONDS
Report
Geotechnical Engineering Services
Project C-311 - Odor Control Improvements
Edmonds Wastewater Treatment Plant
Edmonds, Washington
June 23, 2009
Prepared for
City of Edmonds
2002 nd Avenue South
Edmonds, Washington 98020
LANDAU
ASSOCIATES
130 2nd Avenue South
Edmonds, WA 98020
(425) 778-0907
I
TABLE OFICONTENTS
1.0 INTRODUCTION
1.1 PROJECT BACKGROUND
1.2 SCOPE OF SERVICES
2.0 REVIEW OF AVAILABLE GEOTECIINICAL INFORMATION
3.0 SITE CONDITIONS
3.1 GENERAL GEOLOGIC CONDITIONS
3.2 SURFACE CONDITIONS
3.3 SUBSURFACE SOIL CONDITIONS
3.4 GROUNDWATER
4.0 CONCLUSIONS AND RECOMMENDATIONS
4.1 EARTHWORK
4.1.1 Temporary Excavations
4.1.2 Excavation Dewatering
4.1.3 Reuse of Site Soil
4.1.4 Structural Fill and Compaction Criteria
4.2 TEMPORARY SHORING
4.2.1 Lateral Earth Pressures
4.2.2 Shoring Installation Considerations
4.3 SEISMIC DESIGN CONSIDERATIONS
4.4 FOUNDATION SUPPORT
4.5 RETAINING WALLS
4.5.1 Lateral Earth Pressures
4.5.2 Dynamic Lateral Earth Pressures
4.5.3 Resistance to Lateral Loads
4.5.4 Retaining Wall Backfill and Drainage Considerations
4.6 CONCRETE SLABS -ON -GRADE
5.0 GEOTECHNICAL CONSULTATION AND CONSTRUCTION MONITORING
6.0 USE OF THIS REPORT
7.0 REFERENCES
6/23/09 \XEdmdata\prqjects\074\1 58\Fi1eRm\R\Fins1 EWWTP Gwiech Rpt\Ge0tech_rpt.doc
. ii
Page
1-2
2-1
3-1
3-1
3-1
3-1
3-2
4-1
4-1
4-1
4-2
4-2
4-2
4-3
4-3
4-3
4-4
4-4
4-5
4-6
4-6
4-7
4-7
4-8
5-1
6-1
7-1
LANDAu AssocIATES
LIST OF FIGURES
EjF.—ure Title
I Vicinity Map
2 Site and Exploration Plan
3 Design Latera ' I Earth Pressures — Temporary Excavation Shoring
4 Surcharge Pressures
LIST OF APPENDICES
Appendix Title
A Field Explorations and Laboratory Testing
B Selected Aerial Photographs (1989 to 199 1)
6/23/09 MEdmdaWprqjects\074\J 58\Fi1eRm\R\FinaJ EWW7*P Geotech RpOGeotechrpt.doc LANDAu AsSOCIATES
1.0 INTRODUCTION
This report summarizes the results of Landau Associates' geotechnical engineering services
conducted for the planned C-311 odor control improvements project at the Edmonds Wastewater
Treatment Plant (WWTP) located at 200 2 "d Avenue South in Edmonds, Washington. The general project
location is shown on the Vicinity Map (Figure 1). The general configuration of the project area, located
between Final Clarifier No. I and No. 2, and some of the existing site features are shown on the Site and
Exploration Plan (Figure 2). Note that Final Clarifier No. I is located further south than Final Clarifier
No. 2, which has a pergola constructed on its roof and a wheel chair access ramp to the pergola located
just north of the project area.
This geotechnical report has been prepared based on the results of our previous geotechnical
studies at the site (Landau Associates 1988); project design drawings and information provided by
Brown and Caldwell; selected aerial photographs taken between 1989 and 1991 during construction of the
existing WWTP facilities; supplemental data collected during our recent field exploration program; and
our experience on similar projects. All elevations noted in this report refer to the mean lower low water
(MLLW) datum.
1.1 PROJECT BACKGROUND
The City of Edmonds (City) has retained Brown and Caldwell to provide structural and civil
engineering design services for the planned odor control improvements project. The planned
improvements will create a larger service area between Final Clarifier No. I and No. 2 to house a new
carbon absorption tower and fan. This will require relocating an existing retaining/screening wall farther
north and setting the slab on grade elevation of this new service area to match the existing lower pit slab
elevation of about 14.6 ft. The existing elevations in the areas to be lowered are currently at about 18.5 ft
and 21.5 ft.
Based on communications with Brown and Caldwell, we understand that the design criteria for
the four main structural elements that will require foundation support include the following:
The carbon absorption tower will be supported on a concrete pad and spread footing founded
near elevation 12 ft and impose a load of about 800 pounds per square foot (psf)
The slab -on -grade for the new service area will be founded near elevation 14 ft and impose a
load of about 200 psf
The new concrete retaining/screening wall will be supported on a spread footing founded -near
elevation 12 ft and impose a load of about 3,600 pounds per lineal foot of wall, or about
1,200 psf for a 3-ft wide footing. We understand that the north -south segment of the wall will
have an eccentrically loaded footing that may impose a load of about 3,300 psf.
6/23109 \\Edmdata\pmjcctsW74\15$\FileRm\R\FinalEw\kl?C�techRpt\C�t",b_rpt.dDC . LANDAu ASSOCLATES
0 Two grade beams founded near elevation 12 ft will be situated in a north -south direction
between the new retaining/screening wall and Final Clarifier No. 1.
The concrete stairs proposed between the existing electrical substation and the new lowered
service area will be supported by both a concrete wall with a 3-ft wide eccentrically loaded
footing founded near elevation 12 ft and a short wall segment founded on a thickened
slab -on -grade. The structure will impose a load of about 1,000 pounds per lineal foot.
1.2 SCOPE OF SERVICES
The following summarizes Landau Associates' scope tasks for the geotechnical engineering
support services for the project.
• Compiling and reviewing readily available geotechnical data for the project area, including
review of selected photographs of the project area taken during the WWTP expansion
• Advancing 2 shallow borings to a maximum depth of about 15 ft below ground surface
(BGS) at accessible locations within the vicinity of the relocated retaining wall to
characterize soil and groundwater conditions in the area
• Obtaining representative soil samples from the explorations
• Logging each exploration and recording pertinent information, including soil sample depths,
stratigraphy, soil engineering characteristics, and groundwater occurrence
• Conducting limited geotechnical laboratory testing on selected soil samples
• Evaluating data derived from the subsurface investigation and laboratory testing programs
• Developing geotechnical engineering conclusions and recommendations to support design
and construction of the planned improvements, including:
- temporary excavation slopes and excavation shoring considerations
- shallow foundation support, including allowable soil bearing pressures, and subgrade
preparation required to obtain the allowable bearing pressures
- lateral earth pressures acting on below grade walls (including seismic loads), and soil
friction and passive earth pressures to resist lateral loads
- retaining wall backfilling and drainage requirements.
0 Preparing and submitting this written report summarizing our findings, conclusions, and
recommendations for the project. This report includes:
a site plan showing pertinent site features and the approximate locations of the
explorations completed for this study, based on a site plan provided by Brown and
Caldwell
- descriptive logs of the explorations and results of geotechnical laboratory testing
- a discussion of the near -surface soil and groundwater conditions observed in the
explorations conducted for this project
6/23/09 %\Edmdaia\prqjects\074\1 58\Fi1eRm\R\FinaJ EWWTP C�tech RpAGeotech_rpi.dDc LANDAu ASSOCIATES
1-2
- a discussion of the results of our review of readily available geotechnical information for
the project area
- geotechnical recommendations to support design of the planned improvements
- recommendations for geotechnical monitoring and consultation during construction.
Coordinating with the Brown and Caldwell design team to discuss design and construction
issues and constraints.
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2.0 REVIEW OF AVAILABLE GEOTECHNICAL INFORMATION
As part of this project, Landau Associates reviewed the results of our previous geotechnical
studies at the site conducted as part of the design for the WWTP expansion (Landau Associates 1988), as
well as selected aerial photographs taken between 1989 and 1991 during construction of the existing
WWTP facilities that are available at the WWTP office.
The soil profile in the project area prior to the WWTP expansion generally consisted of near -
surface fill materials overlying a silty sand/sandy silt recessional deposits overlying dense glacial till. A
layer of dense sand with some hard silt and peat layers underlie the glacial till unit. The thickness and
elevation of these soil layers varies considerably, but generally the glacial till unit slopes downward in an
east -to -west direction (i.e., the till is present at a shallower depth along 2 d Avenue South and at a much
deeper depth along SR 104). An unconfined shallow groundwater aquifer was present at a shallow depth
in the soils above the glacial till, and a confined groundwater aquifer in the sand unit below the glacial till
is under near -artesian pressure conditions. Refer to the results of our previous geotechnical studies
(Landau Associates 1988) for additional background information.
As part of the former WWTP expansion, an excavation shoring/groundwater cutoff wall was
installed around the perimeter of the WWTP; and this shoring/cutoff wall remains in place. Soil within
the shoring/cutoff wall was dewatered and soil was removed as needed to allow construction of
foundations and utilities for the existing WWTP facilities. The excavation within the shoring/cutoff wall
was backfilled around the new structures up to existing grade. We understand that drainage faciliti . es are
present in certain structures and function in a manner that controls groundwater levels within the
shoring/cutoff wall segments that remain in place around the WWTP.
A review of certain aerial photographs taken between 1989 and 1991 during construction of the
existing WWTP facilities was conducted as part of this study. Copies of selected aerial photographs are
included in Appendix B. These photographs are useful in gaining a better understanding of the existing
subsurface conditions in the vicinity of the planned odor control improvements located between Final
Clarifier No. I and No. 2.
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3.0 SITE CONDITIONS
This section briefly summarizes the general geologic setting of the project area and describes the
surface and subsurface conditions observed at the subject site at the time of our field investigations.
3.1 GENERAL GEOLOGIC CONDITIONS
General geologic information for the project area was obtained from the Composite Geologic
Map of the Sno-King Area: (Booth, et a] 2004), published by the University of Washington. According to
this source, the general project area is underlain by undifferentiated pre -Fraser deposits.
3.2 SURFACE CONDITIONS
The ground surface north of the existing retaining/screening wall is covered by a narrow strip of
shrubbery and a concrete sidewalk at an elevation of about 21.5 ft, which is bounded by a wheelchair
access ramp to the north. The ground surface south of the existing retaining/screening wall is covered by
a concrete slab at an elevation of about 18.5 ft that is located adjacent to Final Clarifier No. 1, and a lower
pit slab at an elevation of about 14.6 ft located between Final Clarifier No. I and No. 2.
3.3 SUBSURFACE SOIL CONDITIONS
Subsurface conditions near the alignment of the new retaining/screening wall were explored by
advancing borings B-1 and B-2 through the existing concrete sidewalk at the approximate locations
shown on the Site and Exploration Plan (Figure 2). Both borings were advanced to depths of about 14 ft
below ground surface (BGS) using a limited access, hollow -stem auger drill rig. A discussion of the field
exploration and laboratory test procedures, edited logs of the exploratory borings, and the laboratory test
results are presented in Appendix A.
The near -surface soils in the project area consist of fill materials placed during construction of the
existing WWTP facilities within the perimeter shoring/cutoff wall. The subsurface conditions
encountered in borings B-1 and B-2 consisted of approximately 9 ft of loose to medium dense, fine to
medium sand (fill), overlying dense, silty, fine to medium sand with gravel (reworked glacial till fill).
The upper 5 ft of the sand fill is relatively loose, while the lower portion is in a medium dense state. The
underlying dense glacial till fill encountered in the borings is likely till material that was reworked and
recompacted as part of the former construction access ramp and/or regrading within the former WWTP
excavation. The depth to the underlying very dense, native glacial till in the project area was not
specifically determined for this study but would be expected to vary based on the proximity to deep
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excavations made for construction of the existing clarifier units. Thus, it is anticipated that the depth of
fill materials, and thus the depth to the native glacial till unit, will increase to the south toward the
location of Final Clarifier No. 1.
3.4 . GROUNDWATER
Groundwaterwas not encountered within the explored depths of the explorations advanced as
part of this study. However, some wet soil was encountered at the base of the sand fill in exploration B-2.
This wet soil is likely the result of some irrigation or storm water perched on the surface of the reworked
glacial till fill material.
As noted in Section 2.0, we understand that certain drainage facilities are present at the facility to
control groundwater levels within the shoring/cutoff wall segments that remain in place around the
perimeter of the WWTP. Thus, it has been assurn ed that the design groundwater elevation is below the
depth of the subject improvements.
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4.0 CONCLUSIONS AND RECOMMENDATIONS
Based on the results of our field investigation and geotechnical evaluations, it is our opinion that
the currently planned odor control improvements at the Edmonds WWTP are feasible from a geotechnical
engineering perspective, provided that the recommen dations presented in this report are implemented
during design and construction. Our conclusions and recommendations for design and construction of the
proposed improvements are provided below.
4.1 EARTHWORK
Earthwork to accommodate construction of the proposed improvements is expected to consist of
clearing and grubbing of the existing shrubbery; removal of existing concrete slabs and demolition of the
existing retaining/screening wall; and excavations and subgrade preparation for new foundations and
slabs.
4.1.1 TEMPORARY ExCAVATIONS
We understand that excavations up to about 10 to 12 ft in depth will be required to facilitate
installation of some of the proposed structures. Based on the soil conditions observed in our explorations,
we anticipate that the onsite soils can be excavated with c onventional heavy duty construction equipment.
We anticipate that both temporary shored excavations and some unsupported excavations will be used
during construction.
For planning purposes relative to temporary unsupported excavations, the guidelines presented in
Safety Standardsfor Construction Work Part N, Washington Administrative Code (WAC) 296-155-657,
may be used. Per these guidelines, the existing on -site fill and the underlying reworked glacial till are
classified as Type C soils. Temporary unsupported excavations within Type C soils should be sloped no
steeper than ]!/2H:]V. The recommended maximum slopes are applicable to temporary excavations
above the water table only; flatter side slopes will be required for excavations in areas where groundwater
seepage is encountered.
Actual slope configurations during construction and maintenance of safe working conditions,
including temporary excavation stability, shoul ' d be the responsibility of the contractor, who is able to
monitor construction activities and has direct control over the means and methods of construction. All
applicable local, state, and federal safety codes should be followed. All open cuts should be monitored by
the contractor during and after excavation for any evidence of instability. If instability is detected, the
contractor should flatten the side slopes or install temporary shoring (see Section 4.2).
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4.1.2 ExCAVATION DEWATERING
Groundwater was not encountered within the explored depths of the explorations advanced as
part of this study. However, some wet soil was encountered at the base of the fill in exploration B-2. If
any water seepage is observed within an excavation, we expect that open sump pumping should be
adequate to control seepage into the excavation.
4.1.3 REUSE OF SITE SOIL
Soil generated from planned excavations will likely consist of the sand fill and the underlying
. silty sand till fill material. Both material types are considered suitable for reuse as onsite fill during dry
weather periods; however, the till fill material is likely to be moisture sensitive and may require moisture
conditioning (i.e., drying) in order to be reused as compacted fill.
We currently understand that excess soil will be generated from the project and that the need to
reuse onsite soil as fill material will be limited. Excess soil should be disposed offsite at a location
approved by the City.
4.1.4 STRUCTURAL FILL AND COMPACTION CRITERIA
Structural backfill placed beneath footings and slabs -on -grade should consist of imported crushed
rock meeting the requirements for Crushed Surfacing in Section 9-03.9(3) of the 2008 Washington State
Department of Transportation (WSDOT) Standard Specifications for Road, Bridge, and Municipal
Construction (WSDOT Standard Specifications). If imported fill is placed during periods of wet weather
or under wet conditions, the amount of fines should be limited to 5 percent by dry weight, based on the
fraction passing the 3/4-inch sieve. Structural fill placed against walls should consist of the onsite sand fill
materials or imported crushed rock.
Structural fill soils should be moisture conditioned to within about 3 percent of optimum moisture
content, placed in loose, horizontal lifts I ess than about 6 to 8 inches in thickness, and compacted to at
least 95 percent of the maximum dry density, as determined by the American Society for Testing and
Materials (ASTM) D 1557 test procedure (Modified Proctor).
Earthwork can be performed most economically during periods of dry weather. Compaction
should take place immediately after subgrade preparation, and the newly prepared areas should be
protected against saturation from precipitation. If protective measures are not provided, and the subgrade
soils become saturated and spongy due to rain and/or construction activities, the soft soils should be
removed, and imported crushed rock should be placed to bring the affected area to proposed grade.
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4.2 TEMPORARY SHORING
As indicated on Figure 2, temporary shoring is planned for certain excavations; however, limited
space (approximately 1-ft wide) is available for installation of shoring materials. We understand that it is
likely that temporary shoring materials will be abandoned in place due to site constraints and to limit
further disturbance to adjacent materials. We currently envision that the most feasible shoring method for
this application would be driven steel sheet piling (using a section with a limited web height); however, a
soldier pile and timber lagging system could also be potentially used.
4.2.1 LATERAL EARTH PRESSURES
Temporary shoring should be designed and constructed to resist active lateral earth pressures.
The use of active lateral earth pressures assumes that sufficient defori-nation of the soil behind the wall
(on the order of 0.001 to 0.002 times the height of the wall) could occur to develop an active condition.
This lateral deformation is likely to be accompanied by minor vertical settlement behind the wall.
For cantilevered shoring systems that are free to rotate at the top, the active and passive earth
pressures shown on Figure 3 are recommended for use in design. No seismic lateral earth pressures are
provided for the shoring system because it is assumed to be a temporary structure. Given site
groundwater conditions, hydrostatic pressures can be ignored for shoring design.
If the shoring system will be subjected to the influence of surcharge loading within a horizontal
distance equal to or less than the exposed height of the shoring system, the shoring system should be
designed for the additional horizontal pressure. It is typical practice to accommodate traffic and
construction equipment loading with a vertical surcharge pressure of 250 psf. Lateral loads due to
uniform surcharge are also shown on Figure 3. For non -uniform surcharge loading (such as crane
loading), refer to Figure 4.
4.2.2 SHORING INSTALLATION CONSIDERATIONS
Based on anticipated subsurface conditions, we expect that the temporary sheet pile shoring can be
installed using a vibratory hammer. While not encountered during our site explorations, cobbles within the
glacial till materials may impede sheet pile installation. Consequently, the contractor should anticipate the
presence of such obstructions and should be prepared to implement measures to facilitate sheet pile
installation where obstructions are encountered. Installation of sheet pile shoring using a vibratory
hammer will produce ground vibrations and may induce some ground settlement in the vicinity of the
shoring system.
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4.3 SEISMIC DESIGN CONSIDERATIONS
The Pacific Northwest is seismically active and the site could be subject to strong ground shaking
from a moderate to major earthquake. Consequently, moderate levels of earthquake shaking should be
anticipated during the design life of the proposed structures and they should be designed to resist
earthquake loading using appropriate design methodology.
We understand that the proposed improvements will be designed using the seismic design
provisions of the 2006 International Building Code (IBC 2006). For IBC 2006, an earthquake with a
2 percent probability of exceedance in 50 years (2,475-year return interval) is used for structural design.
The subject site is underlain by relatively dense glacially compacted soil, and, therefore, the site is
classified as Site Class C according to Table 1613.5.2 in IBC 2006. We obtained estimates of spectral
response accelerations for an earthquake with a 2,475-year return interval from the USGS National
Seismic Hazard Maps (USGS 2008). Based on the project location (Latitude 48.8094 and
Longitude -122.3822), the following spectral accelerations should be used to estimate the design response
spectrum:
Spectral Acceleration for short periods (Ss): 120.3% of gravity (1.203g)
Spectral Acceleration for I -second period (Sl): 42.2%of gravity (0.417g)
For Site Class C and the above spectral accelerations, a value of 1.0 should be used for site
coefficient F,,, and 1.378 for site coefficient F,
The density of the onsite soils and the general absence of saturated conditions effectively
preclude se ism ical ly- induced soil liquefaction within the existing WWTP shoring/cutoff wall. In
addition, it is anticipated that the project area would not be subject to seismically -induced lateral
spreading or other ground failure.
4.4 FOUNDATION SUPPORT
We recommend that footings for the proposed improvements be founded on conventional spread
footings bearing directly on dense glacial deposits, or on 2 ft of compacted structural fill placed over
properly prepared subgrade materials. Bearing soil disturbed during foundation excavation should either
be properly recompacted or removed and replaced with compacted structural fill. Soils directly below
and around footings should be compacted to at least 95 percent of its maximum dry density as determined
by ASTM D 1557prior to placement of forms and reinforcing steel.
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Where compacted structural fill is used for foundation support, the limits of the overexcavation
should extend laterally beyond the edge of each side of the footing a distance equal to about one-half the
depth of the excavation below the base of the footing. A lean mix concrete may be used as backfill in place
of compacted structural fill. If lean concrete is used, the limits of the overexcavation do not need to extend
beyond the width of the footing.
Prior to placement of structural fill below foundation elements, the upper I ft of the underlying
subgrade should be prepared and compacted to at least 95 percent of its maximum dry density as
determined by ASTM D 1557 to provide proper support. The compacted subgrade should be observed
and probed by a qualified geolechnical engineer to check for the presence of soft, loose, and/or disturbed
areas. Any areas of soft, loose, and/or disturbed soil or areas exhibiting significant deflection, pumping,
or weaving that cannot be adequately reworked and/or compacted should be overexcavated and replaced
with compacted structural fill as described in Section 4.1.4 of this report. .
All exterior footings should be founded at least 18 inches below the lowest adjacent finished
grade; interior footings may be founded a minimum of 12 inches below top of slab. We recommend
minimum footing widths of 18 and 24 inches for continuous strip and isolated footings, respectively.
Provided the footings are founded as described above, they may be designed for a maximum net
allowable soil bearing pressure of 3,300 psf. The term "net allowable soil bearing pressure" refers to the
pressure that can be imposed on the soil at foundation level resulting from the total of all dead plus live
loads, exclusive of the weight of the footing or any backfill placed above the footing. The net allowable
bearing pressure may be increased by one-third for transient wind or seismic loads.
Lateral loads may be resisted by passive earth pressures on the sides of the footings and by
friction on the base of the footings and slabs. Passive and frictional resistance may be evaluated using the
design parameters presented in Section 4.5.3.
Settlement of spread foundations depends on foundation size and bearing pressure, as well as the
strength and compressibility characteristics of the underlying bearing soil. Assuming the foundation
materials are prepared as recommended herein, we estimate the total settlement of the foundations will be
less than I inch and differential settlement between two adjacent load -bearing components supported on
competent soil should be less than about 1/2 inch. The settlement is expected to be relatively elastic in
nature with most of the settlement occurring as loads are applied.
4.5 RETAINING WALLS
The foundation support recommendations presented in Section 4.4 above may be used to
proportion the footings for the new retaining wall segments.
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Cast -in -place retaining walls should be designed to resist lateral earth pressures presented in,
Sections 4.5.1 and 4.5.2 below. Sliding resistance and passive earth pressures acting on buried elements
of the wall may be used to resist lateral earth pressures, and such recommendations for resistance to
lateral loads are provided in Section 4.5.3. A discussion related to retaining wall backfill and drainage
considerations is provided in Section 4.5.4.
4.5.1 LATERAL EARTH PRESSURES
The magnitude of lateral earth pressures that develop against below -grade walls will depend upon
the inclination of any adjacent slopes, type of backfill, degree of wall restraint, method of backfill
placement, degree of backfill compaction, drainage provisions, magnitude and location of any adjacent
surcharge loads, and the degree to which the wall can yield laterally during or after placement of backfill.
When the wall is restrained against lateral movement or tilting, the soil pressure exerted is the at -rest soil
pressure. Such wall restraint may develop if a rigid structural network is constructed prior to backfilling,
or if the wall is inherently stiff or is otherwise restrained from rotation. In contrast, active soil pressure
will be exerted on a subsurface structure or wall if its top is allowed to rotate or yield a distance of
approximately 0.001 times its height or greater.
We understand that below -grade walls for this project will be designed as yielding walls with
level backfill under drained conditions. Accordingly, we recommend the below -grade walls be designed
for an equivalent fluid den sity of 35 lbs per cubic ft (pcf) for active soil conditions.
The above recommendation regarding active earth pressures assumes no'adjacent surcharge loads.
If the subsurface walls will be subjected to the influence of surcharge loading within a horizontal distance
equal to or less than the height of the walls, the walls should ' be designed for the additional horizontal
pressure. For yielding walls with level backfill, a uniformly distributed lateral pressure of 0.28 times the
surcharge pressure should be included. For non -uniform surcharge loading, refer to Figure 4.
4.5.2 DYNAMic LATERAL EARTH PRESSURES
Dynamic lateral earth pressures from a seismic event with a 10 percent probability of exceedance
in a 50-year period (1-in-475 year event) should be included in the design of the cast -in -place concrete
walls. A peak horizontal ground acceleration of 0.31g was assumed in computing the dynamic lateral
earth pressures.
I A uniform lateral pressure of 6H psf.(H is the vertical height of the below -grade wall in feet)
should be added to the static lateral earth pressures for yielding walls with level backfill. The
recommended uniform lateral pressure should be applied over the height of the below -grade wall and the
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resultant should be assumed to act at a point 0.6H above the base of the wall. The recommended lateral
earth pressure assumes that the wall will be free to rotate and translate during a strong motion earthquake.
4.5.3 RESISTANCE To LATERAL LOADS
Resistance to lateral loads may be assumed to be provided by friction acting on the base of
foundations, and by passive lateral earth pressures acting against the below -grade portion of structures.
For design purposes, the passive resistance of well -compacted f ill placed against the sides of the retaining
wall may be considered equivalent to a fluid with a density of 250 pcf. The recommended value includes
a safety factor of about 1.5 and is based on the assumption that the ground surface adjacent to the
structure is level in the direction of movement for a distance equal to or greater than twice the embedment
depth. In design computations, the upper 12 inches of passive resistance should be neglected if the soil is
not covered by slabs or pavement.
We recommend that an allowable coefficient of friction between concrete and soil of 0.4 may be
used to calculate resistance to sliding at the base of foundations. This value should be applied to vertical
dead loads only. If passive and frictional resistance are considered together, one half the recommended
passive soil resistance value should be used because larger strains are required to mobilize the passive soil
resistance as compared to frictional resistance. A safety factor of about 1.5 is included in the base friction
design value. We do not recommen d increasing the coefficient of friction to resist seismic or wind loads.
4.5.4 RETAINING WALL BACKFILL AND DRAINAGE CONSIDERATIONS
Free -draining sand and gravel material, meeting the requirements for Gravel Backfill for Walls in
Section 9-03.12(2) of the 2008 WSDOT Standard Specifications, should be used as retaining wall
backfill. However, in certain areas where the space between the excavation shoring and the permanent
below -grade wall is limited, a flowable fill material may need to be used as wall backfill. Within 3 ft of
the back of the wall, backfill should be compacted to about 90 to 92 percent of the maximum dry density
as determined by ASTM D 1557.
Unless the proposed retaining walls are designed to resist hydrostatic pressures, subsurface
drainage provisions should be incorporated into wall design to prevent infiltrating irrigation or storm
water from building up and exerting hydrostatic pressures behind the wall. Several types of wall drainage
materials are available; however, for this application we recommend installation of a prefabricated wall
drainage composite material that is hydraulically connected to a base drain that discharges to weep holes
in the wall or to another approved location.
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4.6 CONCRETE SLABS -ON -GRADE
Conventional slab -on -grade construction is considered feasible for the planned odor control
improvements. Concrete slabs may be supported on compacted structural fill placed directly over
competent and properly prepared subgrade soils.
We recommend that concrete slabs be underlain by at least 8 inches of crushed rock meeting the
requirements for Crushed Surfacing in Section 9-03.9(3) of the WSDOT Standard SpecificLtions. The
underslab gravel should be placed and compacted in accordance with Section 4.1.4 of this report.
Prior to placement of the underslab gravel, the upper I ft of the underlying subgrade should be
prepared and compacted to at least 95 percent of its maximum dry density as determined by ASTM
D 1557 to provide a smooth, unyielding surface for slab support. The compacted subgrade should be
proof -rolled in the presence of a qualified geotechnical engineer to check for the presence of soft, loose,
and/or disturbed areas. Any areas of soft, loose, and/or disturbed soil or areas exhibiting significant
deflection, pumping, or weaving that cannot be adequately reworked and/or compacted should be
overexcavated and replaced with compacted structural fill as described in Section 4A.4 of this report.
The exterior concrete slabs may be designed based on a subgrade reaction modulus of 100 pounds
per cubic inch (pci), assuming the floor slab subgrade materials are prepared as recommended in this
report.
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5.0 GEOTECHNICAL CONSULTATION AND CONSTRUCTION
MONITORING
We recommend that Landau Associates review the geotechnical-related portions of the project
plans and specifications to determine if they are consistent with the recommendations presented in this
report. We also recommend that monitoring, testing, and consultation be provided during construction to
confirm that the conditions encountered are consistent with those indicated by our explorations; to
provide expedient recommendations should conditions be revealed during construction that differ from
those anticipated; and to evaluate whether geotechnical-related construction activities comply with project
plans and specifications and the recommendations contained in this report. Such geotechnical-related
activities include installation of temporary shoring, subgrade preparation for concrete slabs and footings
and foundation installation for the proposed improvements.
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6.0 USE OF THIS REPORT
Landau Associates prepared this report for the exclusive use of the City of Edmonds and
Brown and Caldwell for specific application to the design of the planned C-311 Odor Control
Improvements project at the Edmonds Wastewater Treatment Plant in Edmonds, Washington. Use of this
report by others or for another project is at the user's sole risk. Within the limitations of scope, schedule,
and budget, Landau Associates' services have been conducted in accordance with generally accepted
practices of the geotechnical engineering profession; no other warranty, express or implied, is made as to
the professional advice included in this report.
The conclusions and recommendations contained in this report are based in part on the subsurface
data obtained from the explorations completed for this project. There may be some variation in
subsurface soil and groundwater conditions at the site, and the nature and extent of the variations may not
become evident until construction. Accordingly, a contingency for unanticipated conditions should be
included in the construction budget and schedule.
If variations in subsurface conditions are encountered during construction, Landau Associates
should be notified to review the recommendations of this report and make revisions, if necessary. If there
is a substantial lapse of time between submission of this report and the start of construction, or if design
requirements change, we recommend that we review this report to determine the applicability of the
conclusions and recommendations contained herein.
We appreciate the opportunity to provide geotechnical services on this,project and look forward
to assisting you as needed during the final design and construction phases of the project. If you have any
questions or comments regarding the information contained in this report, or if we may be of further
service, please contact us.
LANDAU ASSOCIATES, INC.
< - 6( �( 4e
David A. Pischer, P.E.
Senior Associate
Steven R. Wright, P.E.
Senior Associate
DAP/SZW/JJB/rgm
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7.0 REFERENCES
Booth, D. B., Cox, B. F., Troost, K. G., and Shimel, S. A., 2004, Composite Geologic Map of the
Sno-King Area: University of Washington, Seattle -Area Geologic Mapping Project, scale 1:24, 000.
International Code Council. 2006. 2006 International Building Code. International Code Council.
Landau Associates. 1988. Geolechnical Report and Technical Memoranda, Edmonds Waste Water
Treatment Plant, Edmonds, Washington. Prepared for CWC-HDR, Inc' April 15.
USGS. 2008. Earthquake Ground Motion Parameters Softivare Program. Version 5.0.9. U.S.
Geological Survey.
WSDOT. 2008. Standard Specifications for Road, Bridge and Municipal Construction. M41 -10.
Washington State Department of Transportation.
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0 10 20
. so MM"
Scale in Feet
LANDAu .
LA ASSOCIATES
Base map source: Brown and Caldwell, 2009
Edmonds Wastewater
Treatment Plant
Odor Control Improvements Site and Exploration Plan
I Edmonds, Washington I . I I
i
9
9
z
(6
W
L)
0
U)
D
z
F-
H
S
0.28qs
[--41OD------�
�--270+301)---d
Passive Earth
Active Earth
Active
Pressure
Pressure
Surcharge
(Static)
(Static)
Earth
Pressure
Notes:
1. Active pressure diagram assumes cantilevered sheeting.
2. Solve for D by summation of moments about bottom of sheeting.
3. The passive pressure presented is an allowable value and includes a factor of safety of about 1.5.
4. Active and passive pressures are in terms of pounds per square foot, with all dimensions in feet.
5. Ignore upper 2 ft of passive pressure.
W
Edmonds Wastewater Figure
Treatment Plant Design Lateral Earth Pressures
LANDAU Odor Control Improvements Temporary Excavation Shoring
LA ASSOCIATES Edmonds, Washington 1 3
�NUAV A0Z1LJWA I tb. INk I VAU14%10tSNU I U%U I iw%"gure 4AN
A. Strip Footing
Cross Section View
Ground Surface
q d
P/2
D
'V6AWM9
h=K*0.64q(0-sin0cos2a)
Base of Excavation
Definition of Units
Q Footing Load in Pounds
D Excavation Depth below Footing in Feet
d Depth to Base of Footing in Feet
G Lateral Soil Pressure in PSF
q h Unit Loading Pressure in PSF
q' Footing Load in Pounds per Foot
a, P Radians
A1ANDAU
ASSOCIATES
B. Small Isolated Footing
Cross Section View
Ground Surface
0 x=mD d
C
11
N
' cr
7h
D
Base of Excavation
B. Plan View
Orh a 0 a
E h
CFh=K* oh COS 2 (1.1 a
(For m > 0.4)
Cyh=K* 1.770
M2n2
D2
�M2.n2)3
(For m :5 0.4)
oh=K* 0.28Q
n2
D2
CO.16+n2)3
Edmonds Wastewater
Treatment Plant
Odor Control Improvements
Edmonds, Washington
Notes:
C. Continuous Wall Footing
Parallel to Excavation Footing
Cross Section View
Ground Surface --,
, ' N, ;\ �
q' x=mD d
q=m D
D
a h
(For m > 0.4)
Cyh=K*I. m 2 n
D TM-2+n2)2
(For m :5 0.4)
Gh=K*!g: 0.2n
D (0.16+n�2
Line Load
Pressure
I I \ ""�"
Base of
Excavation
1. For sheet pile walls, use k = 0.30.
2. Lateral pressures due to adjacent structures should be added to
lateral pressures shown on Figure 3.
3. Wall footings acting other than parallel to the excavation can be
treated as series of discrete point loads, using approach B.
4.. Contact Landau Associates for surcharge recommendations if
necessary.
Figure
Surcharge Pressures 1 4
APPF=Kjniy A
Field Explorations and Laboratory Testing
APPENDIX A
FIELD EXPLORATIONS AND LABORATORY TESTING
Subsurface conditions at the project site were explored on May 26, 2009. The exploration
program consisted of advancing and sampling two exploratory borings (B-1 and B-2) at the approximate
locations illustrated on the Site and Exploration Plan (Figure 2). The exploratory borings were advanced
to depths of about 14 feet (ft) below ground surface (BGS) using a limited access, hollow -stem auger drill
rig. CN Drilling of Seattle, Washington advanced the borings under subcontract to Landau Associates.
The explorations were located approximately in the field by hand-tapifig from existing physical features
and referencing a site plan provided by Brown and Caldwell. Ground s"Urface elevations at the
exploratory boring locations were estimated from design drawings and site layout information provided
by Brown and Caldwell.
The field exploration program was coordinated and monitored by a Landau Associates
geotechnical engineer who also obtained representative soil samples, maintained a detailed record of
observed subsurface soil and groundwater conditions, and described the soil encountered by visual and
textural examination. Each representative soil type observed in our exploratory borings was described
using the soil classification system shown on Figure A-], in general accordance with American Society
for Testing and Materials (ASTM) D2488, Standard Recommended Practice for Description of Soils
(Visual -Manual Procedure). Logs of the exploratory borings are presented on Figures A-2 and A-3.
These logs represent Landau Associates' interpretation of subsurface conditions identified during the field
exploration program. The stratigraphic contacts shown on the summary logs represent the approximate
boundaries between soil types; actual transitions may be more gradual. The soil and groundwater
conditions depicted are only for the specific date and locations reported and, therefore, are not necessarily
representative of other locations and times. A further discussion of the soil and groundwater conditions
observed is contained in the text portion of this report.
Disturbed samples of the soil encountered in the exploratory borings were obtained at selected
intervals using a 1.5-inch insidei-diameter Standard Penetration Test (SPT) split -spoon sampler. The
sampler was driven up to 18 inches into the undisturbed soil ahead of the auger with a 140-pound hammer
falling a distance of approximately 30 inches. The number of blows required to drive the sampler for the
final 12 inches of soil penetration, or part thereof, is noted on the boring logs, adjacent to the appropriate
sample notation. Samples collected in this manner were taken to our laboratory for further examination
and testing. Upon completion of drilling and sampling, the boreholes were abandoned in general
accordance with the requirements of Chapter 173-160 WAC.
6/23109 X\Edmdata\projects\074\158\FileRm\R\FinaI EW%%7P C�tech Rpt\Rpt_apa.doc LANDAu AssocIATES
A-]
The laboratory testing program, which was performed in general accordance with the ASTM
standard test procedures described below, was limited -to visual inspection to confirm our field soil
descriptions and determination of natural moisture contents and grain size distributions. The natural
moisture contents of selected soil samples obtained from our exploratory borings were determined in
general accordance with ASTM D2216 test procedures. The results from the moisture content
determinations are indicated adjacent to the corresponding samples on the summary logs. The grain siz'e
distribution of a selected soil sample obtained from our exploratory borings was determined in general
accordance with ASTM D422 test procedures. The results are presented in the form of a grain size
distribution curve on Figure A-4.
6123/09 \EdmcbWprqjcct074k I 58\FiIeRm\R\FinaI EWWTP Geotech Rpt\Rpt_apa doc LANDAu AsSOCIATES
A-2
MAJOR
DMSIONS
Soil Classification System
USCS
GRAPHIC LETTER TYPICAL
SYMBOL SYMBOL!" DESCRIPTIONS'-"3'
GRAVELAND
CLEAN GRAVEL
GW
Well -graded gravel; gravellsand mixture(s); little or no fines
-6
GRAVELLY SOIL
(Little or no fines)
Poorly graded gravel; gravellsand mixture(s); little or no fines
).0 0
GP
U)
2
M (D
W E -U,
(More than 50% Of
coarse fraction
Silty gravel; gravel/sandlsilt mixture(s)
GRAVEL WITH FINES
GM
z - C,
retained on No. 4
(Appreciable amount of
:zc 0 C)
cc , N
sieve)
fines)
GC
Clayey gravel; gravellsand1day miture(s)
006
61 Lnz
SAND AND
CLEAN SAND
..... .. .
SW
Well -graded sand; gravelly sand; little or no fines
U)
cr :5=
< 2? �
SANDY SOIL
(Little or no fines)
Poorly graded sand; gravelly sand; little or no fines
. .. :.-.-
SP
0 0 ED
L) t M
(More than 50% of
coarse fraction passed
Silty sand; sand/silt mixture(s)
SAND WITH FINES
SM
through No. 4 sieve)
(Appreciable amount of
Clayey
SC
fines)
sand; sand/clay mixture(s)
ML
Inorganic sift and very fine sand; rock flour, silty or clayey fine
�5 p
SILT AND CLAY-
sand or clayey silt with slight plasficity
C L
C) C�
U) M C4
E6
Inorganic clay of low to medium plasticity: gravelly clay, sandy
J3 �_
0- 4)
(Liquid limit less than 50)
clay; silty clay; lean clay
>
'�M� <
OL
I
W
z L4
M 0
E
Organic silt; organic, silty clay of low plasticity
in 0
cc - >
2.2
Z ,
SILT AND CLAY
MI
H
Inorganic silt; micaceous or diatomaceous fine sand
E
z 6
(Liquid limit greater than 50)
C,
H
Inorganic clay of high plasticity; fat clay
2
OH
Organic clay of medium to high plasticity-, organic silt
HIGHLY ORGANIC SOIL
PT
Peat; humus; swamp soil with high organic content
, GRAPHIC LETTER
OTHER MATERIALS SYMBOL SYMBOL TYPIrm nF_qrRIPTIr1jPj_q
PAVEMENT
or PC
Asphalt concrete pavement or Portland cement pavement
ROCK
RK
Rock (See Rock Classification)
WOOD
WD
Wood, lumber, wood chips
DEBRIS
DB
Construcdon debris, garbage
NOTES:
1 . USCS letter symbols correspond to symbols used by the Unified Soil Classification System and ASTM classification methods. Dual letter symbols (e.g.,
SP-SM for sand or gravel) indicate soil with an estimated 5-15% fines. Multiple letter symbols (e.g., MUCL) indicate borderline or multiple soil
classifications.
2. Soil descriptions are based on the general approach presented in the Standard Practice for Description and Identificatior? of Soils (Wsual-Manual
Procedure), outlined in ASTM D 2488. Where laboratory index testing has been conducted, soil classifications are based on the Standard Test
Method for Classfication of Soils for Engineering PurPoses, as outlined in ASTM D 2487.
3. Soil description terminology is based on visual estimates (in the absence of laboratory test data) of the percentages of each soil type and is defined as
follows: Primary Constituent: > 50% -"GRAVEL,""SAND,'"SILT,"CLAY,"etc.
Secondary Constituents: > 30% and < 50% - "very gravelly," "very sandy,' "very silly." etc.
> 15% and < 30% - "gravelly,* "sandy," 'silty,' etc.
Additional Constituents: > 5% and< 15% -"with gravel," Wth sand," 'with silt," etc.
< 5% - "trace gravel,' "trace sand," "trace sift," etc., or not noted.
LANDAU
Assoams
Edmonds Wastewater
Treatment Plant
Odor Control Improvements
Edmonds, Washington
Soil Classification System and Key
Figure
A-1
(I of 2)
Drilling and Sampling Key Field and Lab Test Data
SAMPLER TYPE SAMPLE NUMBER & INTERVAL I
Code Description
a 3.25-inch O.D., 2.42-inch I.D. Split Spoon
b 2.OD-inch O.D., 1.504nch I.D. Split Spoon
c Shelby Tube
d Grab Sample
e Single -Tube Core Barrel
I Double -Tube Core Barrel
g Other - See text if applicable
I 300-lb Hammer, 30-inch Drop
2 140-lb Hammer, 30-inch Drop
3 Pushed
4 Rotosonic
5 Air Rotary (Rock)
6 Wash Rotary (Rock)
7 Other - See text 0 applicable
Grou
CDde
Description
Sample Identification Number
PIP = 1.0
Pocket Penetrometer, tsf
Recovery Depth Interval
TV= 0.5
Torvane, tsf
PID= 100
Photoionization Detector VOC screening, ppm
I- Sample Depth Interval
W = 10
Moisture Content, %
Portion of Sample Retained
D = 120
Dry Density, pcf
for Archive or Analysis
-200 = 60
Material smaller than No. 200 sieve, %
GS
Grain Size - See separate figure for data
AL
Atterberg Limits - See separate figure for data
VST
Vane Shear Test
GT
Other Geotechnical Testing
CA
Chemical Analysis
�Z Approximate water elevation at time of drilling (ATD).
Approximate water elevation at other time(s). When multiple water levels are
obtained other than ATD, only a representative range is shown. See text for additional
information.
Note: Groundwater levels can fluctuate due to precipitation, seasonal conditions, and other
factors.
Gra
I Above -Ground
Monument
10-20 Sand
Pro NO
Flush -Mount
Monument
PVC Blank Casing
PVC Screen
FWI—(0.010-inch Slot Size)
Fa7L
End Cap
Edmonds Wastewater
LANDAU Treatment Plant Soil Classification System and Key
Odor Control Improvements
ASSOCLATES Edmonds, Washington I
Figure
A-1
(2 of 2)
B-1
LAIProjectNo: 074158.010
SAMPLE DATA
SOIL PROFILE
Moisture Content (%)
PhW
% Uqad
Ur Urm
10 20 30 40
4)
-6
Drilling Method: Hollow -Stem Auger
E
CL
.0
E
.6
-
A SPT N-Value A
i=
C
Z
>1
)z
—
0
M
>�
U)
E
Ground Elevation (fty 22
t:r
.0
-
R
0
u-
—
M
0
U)
10 20 30 40
CL
>
'a m
EE
CL
E
—
CL
U)
0
X Fines Content (%) X
S?
W
M —
U) -a
M
U)
0
Co
U)
Z)
JJB 05/26/09
Logged By. — Date:
2
—0
—22
0
10 20 30 40
PC
8" Concrete Sidewalk
SP
Tan to brown, fine to medium SAND with
trace sift and gravel (loose to medium
si
b2
7
dense, moist)
(FILL)
2
—20
.2
C.........
...... ....... ......
W
S2
152
8
z
4
—18
r
P
6
-
—16
S3f
b2
15
W�11
GS
X ipL
8
—14
-
S4
b2
14
— - —
Sm
— — — — — — — — — — — — — — — — — — — —
Gray, silty, fine to medium SAND with
-
gravel (dense, moist)
0� —10
—12
(REWORKED GLACIALTILL FILL)
0
z
FX
0-
S5
b2
33
W=9
0-
q —12
—10
9-
sr.
b2
39
A
U
(Depth to native glacial till not determined)
0 —14
—8
X -
IL
C
Boring Completed 05/26/09
Total Depth of Boring = 14.0 ft.
: IF- 16
Notes: 1. Strafigraphic contacts are based on field interpretations and are approximate.
2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions
t2 3. Refer to "Soil Classification System and Key" figure for explanation of graphics and symbols.
I Edmonds Wastewater Figure
LANDAU Treatment Plant Log of Boring B-1
Odor Control Improvements
14 MSOMM Edmonds, Washington I I A-2
0
0
0
to
a,
e
ai
I
B-2
LAI Project No: 074158.010
SAMPLE DATA
SOIL PROFILE
Moisture Content (%)
Plastic Liquid
UM 1 — I U,,*
10 20 30 40
Drilling Method: Hollow -Stem Auger
E
CL
E
75
m
-
A SPT N-Value A
Z
;-1
—
0
>1
E
Ground Elevation (ft): 22
N�St.;idardWVAA
0
10 20 30 40
X Fines Content (%) X
CL
> EE
E
CL
0
C
CD
T M —
Lu U) ca
M
U)
0
to
10
Logged B 05/26/09
Y' JJB Date:
2
0
10
—00
22
20 30 40
-
PC
7" Concrete Sidewalk
-
SP
Tan to brown, fine to medium SAN D with
trace silt and gravel (loose to medium
S11
b2
6
dense, moist)
A
--20
(FILL)
—2
. .............. ... ......
S21
b2
NA
-obstruction encountered at 2.5 ft bgs.
0
L)
C
W
NA
Blow counts not representative of soil.
Z
density.
4
—18
6
- S3
—16
b2
14
A
.............. ......
8
—14
S4
b2
24
W=15
A
becomes wet, potentially perched water
on reworked glacial till
Gray, silty, fine to medium SAND with
gravel (dense, moist)
—10
—12
(REWORKED GLACIAL TILL FILL)
. ..............
S5
b2
37
A
—12
—10
. ......... ................. ......
W 2
S
18 61
b2
37
L
A
(Depth to native glacial till not determined)
—14
Boring Completed 05/26/09
Total Depth of Boring = 14.0 ft.
�— 16
Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate.
2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions.
3. Refer to "Soil Classification System and Key" figure for explanation of graphics and symbols.
Edmonds Wastewater Figure
LANDAU Treatment Plant Log of Bodng B-2
Odor Control Improvements A-3
ASSOCLAM Edmonds, Washington
74158,01 W3/09 NkEDMDATAkGl�MGINT7NPROJECTSkO74158.010.GPJ GRAIN SIZE FIGURE
10
9
8
A
6C
50
LL
Z
(D
2 40
30
20
10
U.S. Sieve Opening in inches U.S. Sieve Numbers Hydrometer
3 4 6 8 10 14 16 20 30 40 5060 100 140 200
so
=11111 OEM
IN
No
no
Grain Size in Millimeters
Cobbles Coarse Gravel Sand F Silt or Clay
I I Fine I I
Symbol
Exploration
Number
Sample
Number
Depth
(ft)
Natural
Moisture (%)
Soil Description
Unified Soil
Classification
B-1
S3
5.0
11
Fine to medium SAND with trace silt and gravel
SID
Edmonds Wastewater Figure
14 LANDAU Treatment Plant Grain Size Distribution
ASSOCLATES Odor Control Improvements
Edmonds, Washington A-4
APPENDIX B
Selected Aerial Photographs (1989 to 1991)
APPE�DIX B
SELECTED AERIAL PHOTOGRAPHS (1989 TO 1991)
Selected aerial photographs taken between 1989 and 1991 during construction of the existing
WWTP facilities are presented in this Appendix to provide a better understanding of existing subsurface
conditions in the vicinity of the planned odor control improvements located between Final Clarifier No. I
and Final Clarifier No. 2.
6/231D9 \\Edmdata\pmjects%074\158\FileRm\R\FinaI EWWTP C�tech RpARpt_apb,doc LANDAu AsSOCIATES
B-1
CO
I
GENERAL
G 1 SCOPE
THE GENERAL NOTES AND TYPICAL DETAILS ARE GENERAL AND APPLY TO
THE ENTIRE PROJECT EXCEPT WHERE THERE ARE SPECIFIC INDICATIONS
TO THE CONTRARY.
G 2 PRECEDENCE
IF THERE IS A CONFLICT BETWEEN PROJECT SPECIFICATIONS AND
STRUCTURAL DRAWINGS, INCLUDING STRUCTURAL NOTES, CONTACT THE
STRUCTURAL ENGINEER OF RECORD FOR CLARIFICATION. SPECIFIC
NOTES AND DETAILS ON DRAWINGS TAKE PRECEDENCE OVER GENERAL
NOTES AND TYPICAL DETAILS.
G 3 DIMENSIONS
STRUCTURAL DIMENSIONS CONTROLLED BY OR RELATED TO THE
MECHANICAL OR ELECTRICAL EQUIPMENT SHALL BE VERIFIED BY THE
CONTRACTOR -PRIOR TO CONSTRUCTION. CONTRACTOR IS RESPONSIBLE
FOR COORDINATING ALL CONSTRUCTION DIMENSIONS AND NOTIFYING
CONSTRUCTION MANAGER OF DISCREPANCIES IN ATIMELY FASHION.
G4 PROVISIONS FOR EQUIPMENT
MECHANICAL AND ELECTRICAL EQUIPMENT SUPPORTS, ANCHORAGES,
OPENINGS, RECESSES AND REVEALS NOT SHOWN ON THE STRUCTURAL
DRAWINGS BUT REQUIRED BY OTHER CONTRACT DRAWINGS SHALL BE
PROVIDED PRIOR TO CASTING CONCRETE.
G 5 MEANS, METHODS & CONSTRUCTION LOADS
CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED
STRUCTURE. CONTRACTOR IS RESPONSIBLE FOR MEANS. METHODS AND
SEQUENCE OF CONSTRUCTION, AND SHALL MAKE ADEQUATE PROVISION
TO MAINTAIN THE INTEGRITY OF ALL STRUCTURES AT ALL STAGES OF
CONSTRUCTION. DETERMINATION OF AND PROVISIONS FOR
CONSTRUCTION LOADING SHALL BE PROVIDED BY THE CONTRACTOR.
G 6 SAFETY
CONTRACTOR SHALL TAKE ADEQUATE PRECAUTIONS TO ENSURE THE
SAFETY OF WORKERS AND VISITORS TO THE SITE, INCLUDING BUT NOT
LIMITED TO SHORING, BRACING AND ACCESS RESTRICTION. COMPLY WITH
ALL FEDERAL, STATE AND LOCAL SAFETY CODES AND STANDARDS.
G 7 LIVE LOAD SIGNS
LIVE LOAD SIGNS SHALL BE PROVIDED IN AREAS DESIGNATED BY THE
ENGINEER OR REQUIRED BY THE BUILDING OFFICIAL. SIGNS SHALL BE AS
REQUIRED IN THE SPECIFICATIONS.
G 8 DRAINAGE SURFACES
SLOPE DRAINAGE SURFACES UNIFORMLY TO DRAIN. SLOPE SHALL BE 1/8"
TO 1/4' PER FOOT EXCEPT WHERE NOTED OTHERWISE ON THE PLANS.
G 9 OPENINGS
OPENINGS THROUGH NEW AND EXISTING WALLS AND SLABS FOR PIPES,
DUCTS, CONDUITS, ETC., ARE NOT ALL SHOWN ON THE STRUCTURAL
DRAWINGS. THE CONTRACTOR SHALL PROVIDE THESE OPENINGS IN
ACCORDANCE WITH THE OTHER CONTRACT DRAWINGS.
DESIGN CRITERIA
D 1 GOVERNING BUILDING CODE
2006 INTERNATIONAL BUILDING CODE. THE ABOVE SHALL GOVERN EXCEPT
WHERE OTHER APPLICABLE CODES OR CONTRACT PROVISIONS ARE MORE
RESTRICTIVE.
D 2 LIVE LOADS
1. CATWALK AT CLARIFIER #2 .................................................................. 100 PSF
2. COVER OVER SCUM SUMPS AT CLARIFIER #2 ................................... 100 PSF
3. CARBON SCRUBBER AREA AT CLARIFIER #2 .................................... 100 PSF
D3 MAJOR EQUIPMENT LOADS
1. CARBON SCRUBBER AT SECONDARY CLARIFIER .......................... 15,000 LB
(EQUIP OPERATING WEIGHT)
2. CARBON SCRUBBER AT AERATION BASIN ........................................ 20,000 LB
(EQUIP OPERATING WEIGHT)
3. EXHAUST FAN FOR CARBON SCRUBBER .......................................... 1,265 LB
D 4 ROOF SNOW LOAD ........................................................................................ 25 PSF
+DRIFT
'FOR- !�Peztm' lw'f57Ct?&Kj.5
eka�-
Coo-g-oo7_
E
Ca
V1
'DIBROWN AND CALDWELL
SEATTLE, WASHINGTON
Lltff IS 2 IN HES
:
EXTERNAL
AT ��
LL 'M
(w. NoT r - sxE Acco�ao
DESIGNED: DRJ
EDMS.TBK.G
JUW-088131f
DRAWN: jil
DESIGN CRITERIA (continued)
D 5 WIND
BASIC WIND SPEED .................................................................................
85 MPH
EXPOSURE CATEGORY ............................................................................
C
IMPORTANCE FACTOR .............................................................................
I = 1.15
06 SEISMIC
'MCE ACCELERATION, SHORT PERIOD ..................................................
S. = 1.20
MCE ACCELERATION, 1-SEC PERIOD ....................................................
S, = 0.42
SITECLASS ...............................................................................................
D
DESIGN ACCEL, SHORT PERIOD ............................................................
S. = 0.82
DESIGN ACCEL. 1 -SEC PERIOD ..............................................................
S�, = 0.44
STRUCTURAL OCCUPANCY CATEGORY ...............................................
III
SEISMIC IMPORTANCE FACTOR ........................................
I = 1.25 IP = 1.00,
EXCEPT FOR FIRE PROTECTION SYSTEM ......................................
Ip = 1.50
SEISMIC DESIGN CATEGORY ..................................................................
D
FOUNDATION
F 1 DESIGN BASIS
FOUNDATION DESIGN IS BASED ON RECOMMENDATIONS CONTAJNED IN
THE GEOTECHNICAL REPORT, GEOTECHNICAL ENGINEERING SERVICES,
PROJECT C-31 1- ODOR CONTROL IMPROVEMENTS EDMONDS
WASTEWATER TREATMENT PLANT, BY LANDAU ASSOCIATES, DATED JUNE
23,2009. CONTRACTOR SHALL FOLLOW THE PROJECT SPECIFICATIONS
AND TAKE INTO CONSIDERATION RECOMMENDATIONS CONTAINED IN THE
REPORT. NOTIFY THE CONSTRUCTION MANAGER OF CONFLICTS BETWEEN
SPECIFICATIONS AND THE REPORT RECOMMENDATIONS FOR RESOLUTION.
F 2 ALLOWABLE BEARING PRESSURE
SHALLOW FOUNDATIONS SHALL BEAR ON AT LEAST 2 FEET OF
STRUCTURAL FILL AND HAVE BEEN DESIGNED FOR AN ALLOWABLE
BEARING PRESSURE OF 3,000 PSF.
F 3 MINIMUM FOUNDATION PREPARATION
ALL NEW FOUNDATIONS AND SLAB ON GRADE FLOORS SHALL BE
SUPPORTED ON A MINIMUM OF 2 FEET OF PROPERLY PLACED AND
COMPACTED STRUCTURAL FILL (SEE GEOTECHNICAL REPORT).
F 4 DIFFERING CONDITIONS
FOUNDATION CONDITIONS NOTED DURING CONSTRUCTION WHICH DIFFER
FROM THOSE INDICATED IN THE REPORT SHALL BE IMMEDIATELY
BROUGHT TO THE ATTENTION OF THE CONSTRUCTION MANAGER.
CONTRACTOR IS RESPONSIBLE FOR REPLACING WORK CONDUCTED
AFTER SUCH NOTIFICATION BUT BEFORE CONSTRUCTION MANAGER
PROVIDES ADDITION DIRECTIONS.
F 5 EXCAVATION, DE -WATERING & SAFETY
CONTRACTOR SHALL PROVIDE FOR ALL DE -WATERING OF EXCAVATIONS,
AND DESIGN I PROVIDE ALL CRIBBING, SHORING AND BRACING REQUIRED
FOR SAFETY AND TO ALLOW CONSTRUCTION OF THE WORK PRESENTED
HEREIN. REFER TO FIGURE 3 OF THE GEOTECHNICAL REPORT FOR
TEMPORARY SHORING LOADS.
CONCRETE
C I APPLICABLE CODE
CONCRETE CONSTRUCTION SHALL CONFORM TO THE LATEST EDITION OF
THE ACI BUILDING CODES (ACI-318 FOR BUILDINGS AND ACI-aW FOR
LIQUID CONTAINING STRUCTURES).
C 2 REINFORCING STEEL DETAILS
ALL DETAILING, FABRICATION AND ERECTION OF REINFORCING BARS,
UNLESS OTHERWISE NOTED, SHALL BE IN ACCORDANCE WITH MANUAL OF
STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE
STRUCTURES (ACI-315), LATEST EDITION.
C 3 DESIGN STRENGTH
- 1. CONCRETE ......................................................................... fc = 4,000 PSI
41
Y
9
ISSUED FOR CONSTRUCTION
60
REVISIONS
DESCRIPTION
CONCRETE (continued)
C 4 CONCRETE COVER
CONCRETE COVER FOR REINFORCING BARS SHALL CONFORM TO ACI 350
AND AS FOLLOWS WITH MINIMUM COVER OF ONE BAR DIAMETER:
1. CONCRETE CAST AGAINST EARTH ......................................................... 3'
2. CONCRETE EXPOSED TO EARTH,
WASTEWATER, CHEMICALS OR WEATHER ........................................... 2-
3. CONCRETE NOT EXPOSED TO EARTH,
WASTEWATER, CHEMICALS OR WEATHER
BEAMS AND COLUMNS ................................................................... 1-1r2"
SLABSOR WALLS .................................................................................. I
C5 BAR DEVELOPMENT AND LAP SPLICE LENGTH
SEE TABLE AT THE END OF THESE STRUCTURAL NOTES.
C6 WELDING REINFORCING BARS
ALL REINFORCING TO BE WELDED SHALL CONFORM TO ASTM A706. REBAR
WELDING SHALL BE IN ACCORDANCE WITH AWS DIA.
C 7 STANDARD HOOKS
BARS ENDING IN RIGHT ANGLE BENDS OR HOOKS SHALL CONFORM TO THE
REQUIREMENTS OF PARAGRAPH 7.1 ACI-318. PROVIDE STANDARD HOOK IN
BARS WHICH TERMINATE AT WALL OR SLAB INTERSECTIONS THAT
PROVIDE LESS THAN THE SPECIFIED DEVELOPMENT LENGTH.
C 8 CHAMFERS
EXCEPT AS OTHERWISE REQUIRED, EXPOSED CONCRETE CORNERS AND
EDGES SHALL HAVE 3/4* CHAMFERS. RE-ENTRANT CORNERS SHALL NOT
HAVE FILLETS.
C 9 ANCHOR BOLTS
ANCHOR BOLTS SHALL BE STAINLESS STEEL TYPE 316 MATERIAL UNLESS
OTHERWISE NOTED (SEE SPECIFICATIONS).
C 10 COMPATIBLE FINISHES
CURING COMPOUNDS AND OTHER SURFACE TREATMENTS. CONCRETE
AND MIXTURES AND SUB -SLAB DRAINAGE SHALL BE REVIEWED BY
CONTRACTOR AND CERTIFIED COMPATIBLE WITH FINISHES TO BE APPLIED
LATER IN THE CONSTRUCTION SEQUENCE.
GROUT
G I PRECISION NON -SHRINK CEMENT GROUT FOR STRUCTURAL STEEL COLUMNS
AND TRUSS BEARING BASE PLATES: MASTERFLOW 928 GROUT OR EQUAL
APPROVED BY OWNER.
G 2 EQUIPMENT GROUTING
SEE MECHANICAL SPECIFICATIONS AND SPECIFICATION SECTION 03600,
GROUT.
G 3 EPDXY ADHESIVE GROUT AT ANCHORS INTO CONCRETE: HILTI HIT -RE 5OD-SD
EPDXY ADHESIVE ANCHOR SYSTEM BY HILTI INC. OR EQUAL APPROVED BY
ENGINEER OF RECORD.
CITY OF ED
8 ILUNG DEF
'�Vn
WORK W, 7
TV
ADDRESS f-
OWNER - WE,
DOWELS
01 LOCATE HOLES IN EXISTING CONCRETE TO MISS MAIN REINFORCING BARS,
STIRRUPS AND EMBEDMENTS. THIS MAY INVOLVE RELOCATING DOWELS
FROM POSITIONS SHOWN. NOTIFY THE OWNER OF ANY DOWEL RELOCATIONS.
PRIOR TO DRILLING HOLES, FIELD VERIFY AND MARK THE LOCATION OF
NEARBY EXISTING REINFORCING BARS. STIRRUPS AND EMBEDMENTS USING A
PACHOMETER, IF THEY ARE HIT DURING DRILLING, NOTIFY THE OWNER.
D 2 CLEAN AND PREPARE HOLES IN ACCORDANCE WITH THE EPDXY
MANUFACTURER'S RECOMMENDATIONS. AS A MINIMUM, BLOW COMPRESSED
OIL -FREE AIR FROM THE BOTTOM OR INSIDE OF HOLE TOWARDS THE
SURFACE. DRY AND CLEAN HOLE OF CONTAMINANTS AND COATINGS.
D 3 PRESSURE GROUT ALL HOLES DEEPER THAN TWO FEET. SUBMIT PROCEDURE
AND TECHNIQUE FOR PRESSURE GROUTING TO OWNER FOR APPROVAL PRIOR
TO PLACING EPDXY.
D 4 FILL EACH HOLE WITH A SUFFICIENT AMOUNT OF EPDXY TO COMPLETELY
SURROUND THE DOWEL. INSERT THE DOWEL AFTER THE EPDXY IS PLACED IN
THE HOLE.
STEEL
STI ALL STRUCTURAL STEELWORK SHALL BE IN ACCORDANCE WITH THE AISC
*SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS- (AJSC 360-05) AND AISC
*CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES"
(AISC 303-05).
ST 2 MATERIALS
I . SUBMIT CERTIFIED MILL TEST REPORTS TO CONSTRUCTION MANAGER
FOR REVIEW.
2. ALL STAINLESS STEEL SHALL BE TYPE 316 MEETING ASTM A276 FOR
BARS AND SHAPES, AND ASTM A240 FOR PLATES, UNLESS OTHERWISE
SPECIFIED. ALL STAINLESS STEEL SHALL BE PASSIVATED PER
ASTM 380.
ST 3 WELDING
1. WELDING SHALL CONFORM TO AWS D1.2 (FOR ALUMINUM) AND
AISC 341-05.
2. ELECTRODES FOR SHOP AND FIELD WELDS SHALL CONFORM TO
AWS A5.1 OR A5.5 CLASS E70XX.
3. SUBMIT WELD PROCEDURES AND WELDER CERTIFICATIONS TO
CONSTRUCTION MANAGER FOR REVIEW.
4. STAINLESS STEEL WELDING SHALL CONFORM TO AWS D11.6 WITH
A5.4 OR A5.9 ELECTRODES.
ST 4 BOLTS
STRUCTURAL BOLTS AT ALUMINUM FRAMING SHALL BE STAINLESS STEEL
CONFORM TO ASTM A193 (TYPE 304).
ST5 EXPANSION ANCHORS SHALL BE STAINLESS STEEL"KWIK BOLT TZ"
BY HILTI INC.
U-2006 Nitioa IRC w/WAC Anmwxb wto
W006 Edition IBC wfWAC Amendments
C-12006 Edition UPIC w/WAC Amendments
and Appendices A, 9, Q I
02006 Edition IMC w--'Vv'AC Amendments
020% Edition IFGC w/WAC Amendments
02006 Edition lFC wlWAC Amendments
APPROVED DATE 9r/w6l f C32006 Edition VTAQ WAC 51-13
BLDG OFFICIAL 10, .
:: t 02006 Edition WSEC WAC 5 1 -11
;2pz
PERMITN BER App�'ROVED�''l By PLANNING
ln)61 raa
APPROVED BY ENGINEERIRY�--� =0 IS
AUG 19 2009
STREET FILE BULE)ING qEPARTMENT
Oate: 0TYOF E)MONDS
Of IVAJ, FILENAMr
ODOR CONTROL IMPROVEMENTS 136859-S-0001
b, PROJECT NUMBER
EDMONDS STRUCTURAL 136859
SUBMITTAL DATE
WASTEWATER GENERAL NOTES - 1 AUGUST 2009
TREATMENT DRAWING NUMBER
PLANT I 000-S-001
SHEET NUMBER
OF
IT
ALUMINUM
A 1 APPLICABLE CODE
ALUM:NUIVI CONSTRUCTION SHALL CONFORM TO THE LATEST EDITION OF THE
ALUM NUM DESIGN MANUAL OF THE ALUMINUM ASSOCIAT`ION.
A 2 MATERIAL
I . ALUMINUM STRUCTURAL SHAPES SHALL BE ALLOY 6061-T6 PER ASTM B308.
2. ALUMINUM PIPE AND TUBING SHALL BE ALLOY 6061-T6 PER ASTIVI B241.
3. ALUMINUM PLATE SHALL BE ALLOY 6061-T6 PER ASTM B209.
4, ALUMINUM RAISED PATTERN (CHECKERED PLATE) PLATE SHALL BE ALLOY
6061-T6 TREAD PLATE PER ASTM B632.
A3 DISSIMILAR MATERIALS
WHERE ALUMINUM IS IN CONTACT WITH CONCRETE OR MASONRY SURFACES,
CONTACT SURFACE SHALL BE COATED WITH A HEAVY COAT OF
ALKALI -RESISTANT BITUMINOUS PAINT.
ALUMINUM GRATING
AGA UNLESS OTHERWISE NOTED, ALL GRATING AND GRATING STAIR TREADS
SHALL BE ALUMINUM.
AG 2 ALUMINUM GRATING AND TREADS SHALL BE OF ALLOY 6061-T6 CONFORMING
TO ASTM B221. GRATING THICKNESS SHALL BE 1 lrT UNLESS NOTED
OTHERWISE ON THE DRAWINGS. THE MINIMUM BEARING BAR WIDTH SHALL
BE 3/16'. BEARING BAR CLEAR SPACING SHALL NOT EXCEED I* AND
CROSS BAR SPACING SHALL NOT EXCEED 4'CENTER TO CENTER.
AG 3 ALUMINUM GRATING SHALL BE ANCHORED TO SUPPORT FRAMING WITH 1/4'
DIAMETER SELF TAPPING STAINLESS STEEL SCREWS PLACED THROUGH
STAINLESS STEEL U-CLIPS ENGAGING TWO MAIN BEARING BARS. MINIMUM
FOUR CLIPS PER GRATING PANEL. MAXIMUM DISTANCE BETWEEN CLIPS
SHALL BE THREE FEET.
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FRP STRUCTURES
FS 1 FIBERGLASS REINFORCED PLASTIC (FRP) SUPPORT STRUCTURES SHALL BE
MANUFACTURED FROM VINYL ESTER RESIN. FLAME SPREAD TO BE LESS
THAN 25 PER ASTIVI E84 AND SHALL BE SELF -EXTINGUISHING PER ASTM D635.
ALL FRP STRUCTURES SHALL BE MANUFACTURED WITH A ULTRA -VIOLET (UV).
INHIBITOR. IN ADDITION, AN INDUSTRIAL GRADE POLYURETHANE UV
RESISTANT COATING SHALL BE FACTORY APPLIED TO ALL FRP PRODUCTS
AND FABRICATIONS.
FS 2 FRP STRUCTURES SHALL BE CONNECTED WITH TYPE 316 STAJNLESS STEEL
BOLTS.
FS 3 PULTRUDED FRP STRUCTURAL SHAPE SHALL HAVE THE FOLLOWING MINIMUM
ULTIMATE COUPON PROPERTIES:
1. TENSILE STRESS IN LONGITUDINAL DIRECTION .................
30,000 PSI
2. COMPRESSIVE STRESS IN LONGITUDINAL DIRECTION
30,000 PSI
3. FLEXURAL STRESS IN LONGITUDINAL DIRECTION ...............
30,000 PSI
4. SHORT BEAM SHEAR IN LONGITUDINAL DIRECTION ...........
4,500 PSI
5. TENSILE STRESS IN TRANSVERSE DIRECTION ....................
7,000 PSI
6. COMPRESSIVE STRESS IN TRANSVERSE DIRECTION ...........
15,000 PSI
7. FLEXURAL STRESS IN TRANSVERSE DIRECTION .................
10,000 PSI
B. MODULUS OF ELASTICITY, FULL SECTION ..........................
2,800 KSI
TEMPORARY BRACING
TB 1 CONtRACTOR SHALL PROVIDE TEMPORARY 13RACING FOR THE STRUCTURE
AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN
COMPLETED IN ACCORDANCE WITH THE PLANS.
SPECIAL INSPECTIONS
S11 AN INDEPENDENT TESTING COMPANY RETAINED BY THE OWNER AND
APPROVED BY THE BUILDING OFFICIAL SHALL INSPECT THE FOLLOWING
(SEE EXPANDED LIST ON DRAWINGS 00&-S4M AND 000-S-004, AND
SPECIFICATIONS):
1 . SOIL COMPACTION AT FOUNDATIONS
2. REINFORCING BAR, CONCRETE PLACEMENT AND TAKING OF CONCRETE
TEST SPECIMENS
3. ANCHOR BOLTS
4. FIELD WELDING OF ALUMINUM.
5. SHOP WELDING OF ALUMINUM EXCEPT WHERE WELDING IS DONE IN AN
APPROVED FABRICATOR'S SHOP IN ACCORDANCE WITH THE PROVISIONS
OF THE GOVERNING BUILDING CODE
6. EXPANSION ANCHOR INSTALLATION
7. ANCHORS INSTALLED USING EPDXY ADHESIVE.
8. MECHANICAL EQUIPMENT, PERIODIC SPECIAL INSPECTION OF
STRUCTURAL COMPONENTS OF:
A. CARBON SCRUBBER VESSEL.
S12 CONTRACTOR SHALL NOTIFY THE TESTING COMPANY FOR ALL INSPECTIONS.
SUBMITTALS
Sl THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ENGINEER OF RECORD
FOR REVIEW: (SEE SPECIFICATIONS FOR COMPLETE LIST).
CONCRETE MIX DESIGNS
STEEL REINFORCING BAR SHOP DRAWINGS
GRATING SHOP DRAWINGS
ALUMINUM COVER PLATE DRAWINGS
GUARDRAIL, HANDRAIL DRAWINGS
FRP SUPPORT DRAWINGS
ANCHOR BOLT SHOP DRAWINGS
S2 THE FOLLOWING ITEMS SHALL BE SUBMITTED ASA DEFERRED SUBMITTAL TO
THE CITY OF EDMONDS FOR REVIEW:
-TEMPORARY SHORING WALL CALCULATIONS AND DESIGN.
-EQUIPMENT ANCHORAGE SHOP DRAWINGS.
S 3 SHOP DRAWING REVIEW: CONTRACTOR SHALL REVIEW AND STAMP
DRAWINGS PRIOR TO REVIEW BY ENGINEER OR RECORD. NOTE THAT
DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF
RECORD. THE CONTRACTOR MUST VERIFY THEM.
TENSION DEVELOPMENT AND LAP SPLICE LENGTHS (IN INCHES) FOR UNCOATED BARS
IN NORMAL -WEIGHT CONCRETE WITH f c'= 4,000 PSI OR HIGHER
THIS TABLE GOOD ONLY FOR CENTERICENTER SPACING OF REINFORCING BARS EQUAL TO THE MINIMUM SHOWN OR GREATER. NO
TRANSVERSE REINFORCING ASSUMED. -
CONCRETE COVER = 1.00 IN.
CONCRETE COVER = 1.50 IN.
CONCRETE COVER = 2.00 IN.
CONCRETE COVER = 3.00 IN.
BAR
SIZE
APPLICATION
TOP OTHER
MIN C/C
TOP OTHER
MIN C/C
TOP OTHER
MIN C/C
TOP OTHER
MIN C/C
SPACING
SPACING
SPACING
SPACING
DEVELOPMENT
12 112
2.50
12 12
3.50
12 12
4.50
12 12
6.50
#3
LAP SPLICE
16 16
2.75
16 16
3.75
16 16
4.75
16 16
6.75
DEVELOPMENT
15 12
2.50
is 12
3.50
15 12
4.50
15 12
6.50
#4
LAP SPLICE
20 16
3.00
20 16
4.00
20 16
5.00
20 16
7.00
DEVELOPMENT
22 17
2.75
19 15
3.75
19 15
4.75
19 15
6.75
#5
LAP SPLICE
29 22
3.25
24 19
4.25
24 19
5.25
24 19
7.25
DEVELOPMENT
31 24
2.75
22 17
3.75
22 17
4.75
22 17
6.75
#6
LAP SPLICE
40 31
3.50
29 22
4.50
29 22
5.50
29 22
7.50
DEVELOPMENT
50 38
3.00
37 28
4.00
33 25
5.00
33 25
7.00
#7
LAP SPLICE
64 so
3.75
48 37
4.75
42 33
5.75
42 33
7.75
DEVELOPMENT
62 48
3.00
47 36
4.00
37 29
5.00
37 29
7.00
#8
LAP SPLICE
80 62
4.00
60 47
5.00
48 37
6.00
48 37
8.00
DEVELOPMENT
76 58
3.25
57 44
4.25
46 36
5.25
42 32
7.25
#9
LAP SPLICE
98 76
4.25
74 57
5.25
60 46
6.25
55 42
8.25
DEVELOPMENT
92 70
3.25
70 54
4.25
57 44
5.25
47 36
7.25
#10
LAP SPLICE
120 92
4.50
91 70
5.50
74 57
6.50
61 47
8.50
DEVELOPMENT
108 83
3.50
84 64
4.50
68 53
5.50
52 40
7.50
1 LAP SPLICE
144 Ill
4.75
110 85
5.75
90 69
6.75
68 52
8.75
NOTES:
1. TABULATED VALUES ARE BASED ON GRADE 60 REINFORCING BARS AND NORMAL -WEIGHT CONCRETE.
2. TENSION DEVELOPMENT LENGTHS AND TENSION LAP SPLICE LENGTHS ARE CALCULATED PER ACI 318-05,
SECTIONS 12.2.3 AND 12.15. RESPECTIVELY.
3. LAP SPLICE LENGTHS ARE LAP CLASS B = 1.3 Id (ACI 318-05, SECTION 12.15.1).
4. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12 IN. OF FRESH CONCRETE CAST BELOW THE BARS.
R EIES u B
AUG 1 j 2009
BLALQINQ,�&A,FrrMENT
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BROWN AND CALDWELL
SEATTLE, WASHINGTON
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EDMONDS
WASTEWATER
TREATMENT
PLANT
ODOR CONTROL IMPROVEMENTS
STRUCTURAL
GENERAL NOTES 2
FILENAME
136859-S-0002
E8 d�
IF � r - SC�E ACCOFWNMY)
DESIGNED: DFU
ZONE
REV.
DESCRIPTION
BY
DATE
APP.
PROJECT NUMBER
136859
5 �=Wl
SU8MFTTAL DATE
AUGUST 2009
DRAWING NUMBER
DRAWN: jjj
CHECKED: DIEM
CHEQ(ED1.
000-S-002
APPROVED:
1
SHEET NUMBER
OF
ISSUED FOR CONSTRUCTION
DRJ
81 14109
PLW
cl)
TABLE 1
REQUIRED SPECIAL INSPECTIONS - STRUCTURAL SYSTEMS
SYSTEM OR MATERIAL
'REQUIRED INSPECTION
FREQUENCY OF INSPECTION
REMARKS
CONTINUOUS
PERIODIC
SOILS
VERIFY EXCAVATIONS ARE EXTENDED TO PROPER
DEPTH AND HAVE REACHED PROPER MATERIAL
X
VERIFY SOIL MATERIALS BELOW FOOTINGS ARE
X
ADEQUATE TO ACHIEVE DESIGN BEARING CAPACITY
PRIOR TO PLACEMENT OF CONTROLLED FILL, OBSERVE
SUBGRADE AND VERIFY THAT SITE HAS BEEN
X
PREPARED PROPERLY
PERFORM CLASSIFICATION AND TESTING OF
CONTROLLED FILL MATERIALS
X
VERIFY USE OF PROPER MATERIALS, DENSITIES AND
LIFT THICKNESSES DURING PLACEMENT AND
X
COMPACTION OF CONTROLLED FILL
CONCRETE
INSPECT FORMWORK FOR LOCATION AND DIMENSIONS
OF MEMBER BEING FORMED
X
VERIFY MATERIAL FOR REINFORCEMENT
CONTRACTOR TO SUBMIT CERTIFIED
X
MILL TEST REPORTS
REINFORCING STEEL PLACEMENT
X
INSPECT ANCHORS TO BE CAST IN CONCRETE
PRIOR TO AND DURING CONCRETE
X
PLACEMENT
INSPECT POST -INSTALLED CONCRETE ANCHORS
INSPECTION TO CONFORM TO IBC AND
TO ANCHOR MANUFACTURERS
X
RECOMMENDATIONS AND ICC
REPORTS
VERIFY USE OF REQUIRED CONCRETE MIX DESIGN(S)
X
AT THE TIME FRESH CONCRETE IS SAMPLED TO
CONTINUOUS DURING PREPARATION
FABRICATE SPECIMENS FOR STRENGTH TESTS,
OF SAMPLES
PERFORM SLUMP AND AIR CONTENT TESTS, AND
X
TEMPERATURE OF CONCRETE
CONCRETE PLACEMENT
X
INSPECTION FOR MAINTENANCE OF CURING
VERIFY APPROPRIATE CURING
PROCEDURES AND TEMPERATURE
X
METHOD HAS BEEN IMPLEMENTED
AFTER EACH POUR
VERIFY IN -SITU CONCRETE STRENGTH PRIOR TO
REMOVAL OF SHORES AND FORMS FROM STRUCTURAL
X
SLABS AND BEAMS
STRUCTURALSTEELAND
FABRICATION OF STRUCTURAL STEEL ELEMENTS
FABRICATOR SHALL BE APPROVED IN
ALUMINUM
ACCORDANCE WITH IBC, CHAPTER 17
TO PERFORM WORK WITHOUT
SPECIAL INSPECTION
VERIFY MATERIAL OF ANCHOR BOLTS AND THREADED
CONTRACTOR TO SUBMIT
RODS
X
MANUFACTURER'S CERTIFIED TEST
REPORTS
VERIFY MATERIAL OF HIGH -STRENGTH BOLTS. NUTS
CONTRACTOR TO SUBMIT
AND WASHERS
X
MANUFACTURER'S CERTIFIED TEST
REPORTS
E
a
'01BROWN AND CALDWELL
c�
0 SEATTLE, WASHINGTON
LI�LE IS 2 INCHES _S
AT roLL SUr_ --i ENCE FILE
IF � r - WALE ACCO�Y) *v
'01
ISSUED FOR CONSTRUCTION
DESCRIPTION
TABLE 1 (Continued)
REQUIRED SPECIAL INSPECTIONS - STRUCTURAL SYSTEMS
SYSTEM OR MATERIAL
REQUIRED INSPECTION
FREQUENCY OF INSPECTION
REMARKS
CONTINUOUS
PERIODIC
VERIFY MATERIAL FOR STRUCTURAL STEEL AND
X
CONTRACTOR TO SUBMIT CERTIFIED
ALUMINUM SHAPES, PLATES, BARS, ETC.
MILL TEST REPORTS
VERIFY MATERIALS FOR WELD FILLER MATERIALS
X
VERIFY WELDER QUALIFICATIONS
CONTRACTOR TO SUBMIT WELDERS
X
CERTIFICATES
VERIFY USE OF PROPER WELDING PROCEDURES
X
INSPECT COMPLETE AND PARTIAL -PENETRATION
GROOVE WELDS, MULTI -PASS FILLET WELDS, AND
X
SINGLE -PASS FILLET WELDS GREATER THAN 5/16"
INSPECT SINGLE -PASS FILLET WELDS LESS THAN OR
VISUALLY INSPECT ALL WELDS
EQUAL TO &16'
X
INSPECT HIGH -STRENGTH BEARING -TYPE BOLTED
CONNECTIONS
X
INSPECT HIGH -STRENGTH SLIP CRITICAL -TYPE BOLTED
CONNECTIONS
X
VERIFY TYPE. DEPTH AND GAGE OF DECKING AND
GRATING
X
INSPECT INSTALLATION (ATTACHMENT) OF DECKING
AND GRATING
X
INSPECT WELDING OF HEADED STUDS IN COMPOSITE
STRUCTURALSLABS
X
INSPECT STEEL FRAME AND TRUSSES TO VERIFY THAT
BRACING, STIFFENERS, MEMBER LOCATIONS AND JOINT
DETAILS COMPLY WITH APPROVED CONSTRUCTION
X
DRAWINGS
QUALITY ASSURANCE NOTES
1. THE QUALITY OF THE WORKMANSHIP AND THE QUAUTY OF THE MATERIALS OF CONSTRUCTION ARE GOVERNED BY
THE INTERNATIONAL BUILDING CODE. 2006 EDITION (IBC).
2. ALL NEW STRUCTURES AND MODIFICATIONS TO EXISTING STRUCTURES TO BE CONSTRUCTED AS A PART OF THIS
PROJECT ARE CLASSIFIED AS OCCUPANT CATEGORY III, WASTE WATER TREATMENT FACILITY, IN ACCORDANCE
WITH THE IBC. THE STRUCTURES ARE CLASSIFIED AS SEISMIC DESIGN CATEGORY D.
3. TO ASSURE THE QUALITY OF THE CONSTRUCTION OF THIS PROJECT. STRUCTURAL TESTS, SPECIAL INSPECTION
AND STRUCTURAL OBSERVATION WILL BE PERFORMED IN ACCORDANCE WITH IBC. CHAPTER 17.
4. WHERE FREQUENCY OF INSPECTION IS SPECIFIED TO BE CONTINUOUS, THE SPECIAL INSPECTOR IS EXPECTED TO
BE PRESENT IN THE AREA WHERE THE WORK IS BEING PERFORMED AND PROVIDING FULL-TIME OBSERVATION OF
THE WORK REQUIRING SPECIAL INSPECTION.
5. WHERE FREQUENCY OF INSPECTION IS SPECIFIED TO BE PERIODIC, THE SPECIAL INSPECTOR IS EXPECTED TO BE
PRESENT IN THE AREA WHERE THE WORK IS BEING PERFORMED AT INTERMITTENT TIMES TO PROVIDE
OBSERVATION OF THE WORK. GENERALLY, PERIODIC SPECIAL INSPECT10N IS PERFORMED AT THE COMPLETION OF
THE WORK AND PRIOR TO THE START OF THE NEXT CONSTRUCTION TASK.
6. SPECIAL INSPECTIONS ARE IN ADDITION TO INSPECTIONS BY THE BUILDING OFFICIALS. CONSTRUCTION IS SUBJECT
TO INSPECTION BY THE BUILDING OFFICIAL. COORDINATE WITH BUILDING DEPARTMENT TO DETERMINE REQUIRED
INSPECTIONS.
7. CONTRACTOR SHALL PROVIDE ACCESS TO THE WORK FOR REQUIRED INSPECTIONS. CONTRACTOR SHALL PROVIDE
NOTIFICATION IN ADVANCE OF REQUIRED INSPECTIONS, TESTING AND STRUCTURAL OBSERVATIONS.
RE=_%__wUB
All
G I j 2009
BLALUNG MERARTmENT
c3Tyi5f=_mw0NDS
Of ED% FILENAME
d1A ODOR CONTROL IMPROVEMENTS 36859-S-0003
EDMONDS PROJECT NUMBER
STRUCTURAL 136859
suamrrrAL GATE
WASTEWATER. SPECIAL INSPECTION NOTES - 1 AUGUST 20D9
TREATMENT DRAWING NUMBER
PLANT 000-S-003
I SHEI-7 NUMBER
OF
TABLE 1 (Continued)
REQUIRED SPECIAL INSPECTIONS - STRUCTURAL SYSTEMS
SYSTEM OR MATERIAL
REQUIRED INSPECTION
FREQUENCY OF INSPECTION
REMARKS
CONTINUOUS
PERIODIC
FRP
VERIFY MATERIAL FOR FRP SHAPES, PLATES, BAR, ETC.
X
VERIFY BOLTS, NUTS AND WASHERS USED AT FRP
CONNECTIONS
X
VERIFY TYPE AND DEPTH OF FRP GRATING
X
INSPECT ATTACHMENT OF FRP GRATING TO SUPPORTS
X
TABLE 2
REQUIRED SPECIAL INSPECTIONS - NONSTRUCTURAL
SYSTEMS
SYSTEM OR MATERIAL
REQUIRED INSPECTION
FREQUENCY OF INSPECTION
REMARKS
CONTINUOUS
PERIODIC
ARCHITECTURAL
INSPECT WELDING OF GUARD AND HANDRAIL SYSTEMS
X
EXTERIOR WALL PANELS AND THEIR ANCHORAGE
X
SUSPENDED CEILINGS AND THEIR ANCHORAGE
X
MECHANICAL
INSPECT ANCHORAGE OF FIRE SPRINKLER SYSTEM
X
INSPECT ANCHORAGE OF ALL MECHANICAL SYSTEMS
(INCLUDING EQUIPMENT PIPING, DUCT WORK, ETC.)
X
REQUIRING STANDBY POWER
CERTIFICATE OF COMPLIANCE FOR ALL MECHANICAL
EQUIPMENT MANUFACTURER SHALL
EQUIPMENT REQUIRING STANDBY POWER
PROVIDE CERTIFICATE OF
COMPLIANCE
ELECTRICAL
INSPECT ANCHORAGE OF ELECTRICAL EQUIPMENT FOR
STANDBY POWER
X
I
INSPECT ANCHORAGE OF ALL OTHER ELECTRICAL
EQUIPMENT REQUIRING STANDBY POWER
X
CERTIFICATE OF COMPLIANCE FOR ALL ELECTRICAL
EQUIPMENT MANUFACTURER SHALL
EQUIPMENT FOR STANDBY POWER AND ALL
PROVIDE CERTIFICATE OF
ELECTRICAL EQUIPMENT REQUIRING STANDBY POWER
COMPLIANCE
EMERGENCY LIGHTING
X
TABLE 3
REQUIRED TESTING FOR SPECIAL INSPECTIONS
TESTING
SYSTEM OR MATERIAL
CODE OR STANDARD
REMARKS
FREQUENCY
I
REFERENCE
GEOTECHNICAL
PREPARED SUBGRADE DENSITY
ASTM D6938
EACH 300 SF OF
PER GEOTECHNICAL REPORT
PREPARED SUBGRADE
FILL IN -PLACE DENSITY
ASTM D6938
EACH 300 SF OF EACH
PER GEOTECHNICAL REPORT
LIFT PLACED EACH DAY
CONCRETE
FOR EACH CLASS OF
CONCRETE: MINIMUM
ONE EACH DAY; NOT
CONCRETE COMPRESSIVE
ASTM C31ASTM
LESS THAN ONE FOR
STRENGTH
C39ASTMI C172
EACH 100 CY; NOT LESS
THAN ONE FOR EACH
5000 SF OF SLAB OR
WALL SURFACE AREA
CONCRETE SLUMP
ASTMI C143
WHENEVER CYLINDERS
ARE CAST
CONCRETE AIR CONTENT
ASTM C231
WHENEVER CYLINDERS
ARE CAST
CONCRETE TEMPERATURE
ASTM C 1064
WHENEVER CYLINDERS
ARE CAST
11f4a
AUG i j 2009
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'L�;� PROJECT NUMBER
EDMONDS STRUCTURAL 136859
.0 DESIGNED: M WAS EWATER SUBMITTAL DATE
BROWN AND CALDWELL ! Ws=� I SPECIAL INSPECTION NOTES - 2 AUGUST 2009
0 SEATTLE, WASHINGTON DRAWN: im
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m
PROVIDE GROOVE JOINT W1 BACKER ROD
AND SEALANT AT ABOVE GRADE EXPOSED
ROUGHENAND 1/2' 1/2" WALLS
CLEAN
EXTERIOR FACE 6- PVC WATERSTOP CONTINUOUS, STOP
1 1/2- FROM TOP OF WALL, SEE NOTE 2
�2 , —\\ 1; /—
LAP REINFORCEMENT AS
INDICATED ON PLANS,
STAGGER LAPS
ci
FIRST POUR I — NOTE 2
PROVIDE TYPICAL I
REINFORCEMENT BAR 4"
CLEAR EACH SIDE —
BEND TYPICAL SLAB
REINFORCEMENT TO
CLEAR
-'d ' '4
6" PVC WATERSTOP
NOTE I
NOTE 3
BLOCKxCONTxWATERSTOP THICKNESS
2x6 EDGE FORM PIECES WOOD
BLOCK OR STYROFOAM BETWEEN
BARS
==t
NOTES.
�1-
1. ALL REINFORCING SHALL BE CONTINUOUS THROUGH JOINT.
U)
ONE REINFORCING MAT
NOTES:
2. WATERSTOP REQUIRED AT LIQUID HOLDING BASINS AND/OR
BELOW GRADE WALLS.
NOTES:
1.
UTILIZE RETARDANT AND ROUGHEN SURFACE FOR BOND, SEE SPECIFICATIONS.
VERTICAL WALL CONSTRUCTION JOINT
1. UNLESS NOTED OTHERWISE, SIZE AND SPACING OF CORNER OR INTERSECTION REINFORCING SHALL MATCH
.2.
ALLOW MINIMUM 3 DAY CURE PRIOR TO PLACING.
HORIZONTAL REINFORCING SHOWN IN SPECIFIC SECTIONS OR DETAILS. VERTICAL REINFORCING NOT SHOWN
FOR CLARITY.
DETAIL t2B
3.
MINIMUM 3* CONCRETE BELOW WATERSTOP FOR 6- SLAB, THICKEN WITHIN 8- OF JOINT TO
VAR
PROVIDE COVER.
2. UNLESS NOTED OTHERWISE, BAR SPLICE SHALL BE LOCATED OUTSIDE OF CORNER OR INTERSECTION AREA TO
SCALE: NO SCALE
AVOID CONGESTION. CONTRACTORS OPTION TO PROVIDE SINGLE BENT BAR IN LIEU OF SPLICE
SLAB CONSTRUCTION JOINT WITH WATERSTOP
CONFIGURATION AT ONE END ONLY.
3. SEE GENERAL STRUCTURAL NOTES FOR SPLICE LENGTH.
DETAIL
VAR
TYPICAL HORIZONTAL WALL REINFORCING
LAP LENGTH - SEE
GENERALSTRUCTURALNOTES
0 SCALE: NO SCALE
z
END OF EXISTING WALL OR SLAB
W
U)
DETAIL (i)
VAR
w
0
w
SCALE: NO SCALE
MINIMUM EMBEDMENT
w
0)
Z
of
THICKNESS, SEE PLANS
C6
W
I-
z
LU
V)
w
IL
(') S
_j
w
LU
z
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I.)
5
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LU
w
co
NEW WALL OR SLAB
9
/-HOLE DIAMETER AS 0
z
2
PROJECTION AS
SPECIFIED BY ADHESIVE z
LU
LU
ADHESIVE ANCHOR
REQUIRED, TYPI CAL
THREADED ROD
MANUFACTURER
z
FACE OF EXISTING
4
WALL OR SLAB
EXISTING REINFORCING
EXPANSION ADHESIVE
ANCHOR ANCHOR
NOTES:
1. MINIMUM EMBEDMENT LENGTH PER SCHEDULE UNLESS INDICATED
OTHERWISE ON DRAWINGS.
2. CONFORM TO ICC EVALUATION SERVICE REPORT (ES REPORT)
REQUIREMENTS AND MANUFACTURER'S RECOMMENDATIONS FOR
INSTALLATION.
3. THREADED RODS SHALL BE ASTM A320 TYPE 316 STAINLESS STEEL
MATERIAL UNLESS INDICATED OTHERWISE ON THE DRAWINGS.
4. ADHESIVE ANCHOR VALUES ARE BASED ON HILTI Hrr-RE 500-SD ADHESIVE
IN 4000 PSI CONCRETE. SUBMIT ICC ES REPORT FOR ALTERNATE
PRODUCTS.
5. EXPANSION ANCHOR VALUES ARE BASED ON HILTI KWIK BOLT TZ
STAINLESS STEEL ANCHORS IN 4000 PSI NORMAL WEIGHT CONCRETE,
SUBMIT ICC EVALUATION SERVICE REPORT (ES REPORT) FOR ALTERNATE
PRODUCTS.
LINE ;[I�HES
AT S
OF � T - WALE ACCOWNGLY)
,�IBROWN AND CALDWELL DESIGNED: DRJ
0 SEATTLE, WASHINGTON DRAWN: iii
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C-4 CHFCKFD- DBA
MINIMUM EMBEDMENT LENGTH, L
DIAMETER
EXPANSION ANCHOR
ADHESIVE ANCHOR
W8.
4'
4 1/2"
1/2"
5-
6-
5/8'
51/2"
71/2"
3/4"
6 11T
9"
7/8"
10 1/2*
1
12"
CONCRETE ANCHORS
D
DETAIL a)
VAR
SCALE: NO SCALE
ISSUED FOR CONSTRUCTION
REBAR DOWELS, SEE
DRAWINGS FOR SIZE
AND SPACING —
NEW WALL OR
SLAB EXTENSION —
REVISIONS
DESCRIPTION
DOWEL
SIZE
MINIMUM
EMBEDMENT
#3
5-
#4
7-
#5
8.
#6
10"
#7
12"
#8
14"
#9
EXISTING REINFORCING
ADHESIVE ANCHOR
NOTES:
I . EMBEDMENT LENGTHS IN TABLE ARE BASED ON DOWELS SET WITH HILTI HIT -RE 500-SD ADHESIVE ANCHOR SYSTEM. PROVIDI
EMBEDMENT LENGTH PER TABLE UNLESS NOTED OTHERWISE ON DRAWINGS. SUBMIT ICC EVALUATION SERVICE REPORT (ES
REPORT) IF ALTERNATE SPECIFIED PRODUCT IS USED.
2. DOWELS SHALL BE SET IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS AND ICC ES
REPORT ESR-2322.
3. SPECIAL INSPECTION IS REQUIRED FOR ALL DOWELS SET WITH ADHESIVE. SPECIAL INSPECTION SHALL BE IN ACCORDANCE
WITH ICC ES REPORT ESR-2322 AND IBC 2006.
4. LOCATE DOWELS CENTERED IN WALL OR SLAB UNLESS NOTED OTHERWISE ON DRAWINGS. WHERE 2 ROWS OF DOWELS ARE
INDICATED, STAGGER SPACING AND LOCATE ALTERNATING DOWELS AT MINIMUM EDGE DISTANCE FROM OPPOSITE FACES.
;-"UB
REBAR DOWELS SET WITH ADHESIVE RES
DETAIL (Z Aim 2009
VAR mwb
SCALE: NO SCALE Hl r-alkin r')FPAFrrMEPTr
A Of FOA40 4,
EDMONDS
WASTEWATER
TREATMENT
m"vc. W1390 PLANT
ODOR CONTROL IMPROVEMENTS
FILENAME
136859-S-0005
STRUCTURAL
PROUECT NUMBER
136859
TYPICAL STANDARD DETAILS - 1
SUBMITTAL DATE
AUGUST 2009
DRAWING NUMBER
000-S-005
SH NUMBER
OF
A
B c
D E F G I. H
I K L m
N 0 P
EQUIPMENT PAD NOTES:
4" MIN ALL
AROUND OR AS REQUIRED
EQUIPMENT
1. PAD SIZE SHALL BE MINIMUM INDICATED OR AS SHOWN ON
BY ANCHORAGE CALCULATIONS
THE PLANS OR AS INDICATED BY THE MANUFACTURER AND
APPROVED BY THE PROJECT REPRESENTATIVE.
#4 @ 12- EW
4 1/2" MIN ALL AROUND
2. THE SIZE, NUMBER, TYPE, LOCATION, AND THREAD
EQUIPMENT PAD
EQUIPMENT BASE
PROJECTION OF THE ANCHOR BOLTS SHALL BE
3" MIN ALL AROUND
/C314* CHAMFER TYP
#4@12- EW F---1
DETERMINED BY THE EQUIPMENT MANUFACTURER AND AS
APPROVED BY THE PROJECT REPRESENTATIVE.
1 1
ANCHOR BOLT, SEE DETAIL 3
EQU:PMENT MANUFACTURER'S OR CONTRACTOR'S
MAX
THIS SHEET
ENG NEER SHALL DESIGN ANCHOR BOLT EMBEDMENT
GROUT
(CONTRACTOR COORDINATE RESPONSIBILITIES) IF NOT
3/4- CHAMFER, TYP
CALLED OUT ON DESIGN DRAWINGS. ANCHOR BOLTS SHALL
ANCHOR BOLT SLEEVE
BE HELD IN POSITION WITH A TEMPLATE OR OTHER
244 @ TOP OF PAD
ACCEPTABLE MEANS, MATCHING THE BASE PLATE, WHILE
PAD IS BEING PLACED.
Lx
RUCTION JOINT, ROUGHEN &
ADD #4@6-
:3
CLEAN PRIOR TO PLACING PAD SEE NOTE 5
FOR PAD HT > 10"
3. EQUIPMENT BASES SHALL BE INSTALLED LEVEL UNLESS
INDICATED OTHERWISE.
SLAB. SEE PLANS FOR THICKNESS
Z.
4. ANCHOR BOLTS MAY BE USED FOR LEVELING WITH DOUBLE
#4 DOWEL IN EPDXY ADHESfVE
NUTS. HOWEVER. PRIOR TO TIGHTENING, THE BASE PLATE
co
Z: w
GROUT @ 12- OC @ PERIMETER UNO
MUST BE HARD -SHIMMED AND THE LEVELING NUTS BACKED
MIN PER PAD FOR AB OFF. EACH ANCHOR BOLT MUST HAVE ITS OWN SHIM PACK
c') 3:
0
SUSPENDED SLAB OR SLAB
(4) (#5@12-
34- 0 OR LARGER). DRILL AND GROUT
AND THE NUT FULLY TIGHTENED PRIOR TO GROUTING.
<
ON GRADE; FOR REINF AND
DOWELS WHERE EQUIPMENT PAD IS
WEDGES OR SHIMS THAT ARE LEFT IN PLACE SHALL NOT BE
NOTES: n
THICKNESS NOT SHOWN SEE
LOCATED ON EXISTING SLAB.
EXPOSED TO VIEW.
1. EQUIPMENT SHALL BE ANCHORED TO PAD. ANCHORAGE SHALL BE DESIGNED PLANS
CONSTRUCTION JOINT
5. HEIGHT OF PADS SHALL BE MINIMUM REQUIRED FOR
TO RESIST EARTHQUAKE FORCES.
ANCHOR BOLT CLEARANCE TO KEEP ANCHOR BOLT ABOVE
2. CONCRETE PADS FOR ELECTRICAL EQUIPMENT SHALL BE 31/2"HIGH UNLESS
SUPPORTING SLAB. WHERE EQUIPMENT OR PIPING
NOTED OTHERWISE.
ELEVATION REQUIRE A PAD HEIGHT LESS THAN THE
r.-
MINIMUM SHOWN, PROVIDE BLOCKOUTS IN SLAB FOR
TYPICAL HOUSEKEEPING PAD
TYPICAL EQUIPMENT PAD
ANCHOR BOLTS.
DETAIL
DETAIL
VAR
VAR
0 _J
ca 0
It SCALE: NO SCALE
SCALE: NO SCALE
0
0
CID
0
co
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0 Of
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STEEL EQUIPMENT
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REQUIRED EMBED LENGTH OF ANCHOR BOLT
ROUGHENED SURFACE AT
EXCEEDS PAD HEIGHT (6- MIN. EMBED INTO BASE
TOP OF BASE SLAB
SLAB)
#4 x 6" MINIMUM
NOTE: REINFORCING STEEL
1. ANCHOR BOLTS SHALL BE MINIMUM SIZE AND LENGTH SHOWN OR
LONGER AS REQUIRED BY EQUIPMENT MANUFACTURER.
R ESS'l mull B
ANCHOR BOLT FOR EQUIPMENT MCHOPAGE
DETAIL
2009
VAR
SCALE: NO SCALE
OULON(3 DEERARTMENT
t-� r-,F EOMONCIIS
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FILENAME
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APP.
EDMONDS
�-OIAW
IEdwa
PROJECT NUMBER
STRUCTURAL
136859
SUBMITTAL DATE
AUGUST 2009
co
�,IBROWN AND CALDWELL
DESIGNED:
WASTEWATER
GREW
TYPICAL
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CONCRETE WALL (SHOWN) OR CMU WALL
(GROUT CELLS SOLID AT MOUNTING
EXPANSION JOINT. ALIGN
BRACKET LOCATIONS) OR FACE OF
c:) VERTICAL ALL RAILS AND
LATCH
GUARDRAIL
TOEPLATE AT 24'ON
ASSEMBLY
2 1/2"MIN
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TOEBOARD. PROVIDE
CURB WHERE SHOWN.
DETAIL
VAR
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GUARDRAIL
POST
FACE OF CONCRETE
PLAN
1/2" DIA STAINLESS
STEEL ADHESIVE
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LW'i
BASE FLANGE
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DETAIL (i)
VAR
SCALE: NO SCALE
LINE IS 2 INCHES EXTERNAL REFERENCE F17S
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REVISIONS
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.;'-0" MAY
DETAIL (2)
VAR
SCALE: NO SCALE
GUARDRAIL GUARDRAIL POST
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CONCRETE
EDGE OF
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0
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SHIM MATERIAL SHALL MATCH BEAM
MATERIAL AND SHALL BE FULL SIZE OF
GUARDRAIL MOUNTING BRACKET.
DETAIL
VAR
SCALE: NO SCALE
Of EDAJO 41
EDMONDS
WASTEWATER
TREATMENT
PLANT
I'vc. W1590
1/2"
SECTION A -A
GENERAL NOTES:
1. UNLESS OTHERWISE NOTED, HANDRAJL.
GUARDRAIL, AND MOUNTING APPURTENANCES
SHALL BE ANODIZED ALUMINUM.
2. ALL FASTENERS SHALL BE STAINLESS STEEL.
3. NUMBER OF ANCHORS AND SIZE OF ANCHORS
ARE MINIMUM. PROVIDE LARGER ANCHOR SIZE IF
NECESSARY TO MEET LOAD REQUIREMENTS.
CONTRACTOR'S SUPPLIER AND ENGINEER ARE
RESPONSIBLE FOR DETERMINING ANCHOR
EMBEDMENT DEPTH INTO CONCRETE AND
ANCHOR EDGE DISTANCES TO RESIST LOADS
BASED ON CONFIGURATION OF SUPPLIED
BRACKET.
4. UNLESS SPECIFICALLY INDICATED OTHERWISE.
GUARDRAIL MOUNTING MAY BE BY ANY SHOWN
METHOD AS APPLICABLE.
5. RAILING POST LOCATION SHALL BE FIELD
MEASURED AND RAILING FABRICATED TO FIT.
RA LING WHICH DOES NOT FIT MOUNTING
ILI
PREVIOUSLY SET IN CONCRETE WILL BE
REJECTED.
6. THE SPACING OF EXPANSION JOINTS IN
GUARDRAILS AND TOEBOARDS SHALL NOT
EXCEED 24 FEET.
7. ALL ALUMINUM SURFACES IN CONTACT WITH
CONCRETE, GROUT, OR DISSIMILAR METALS
SHALL HAVE CONTACT SURFACE PROTECTED IN
ACCORDANCE WITH SPECIFICATIONS.
B. REFER TO SPECIFICATION 05520 FOR DESIGN
INFORMATION OF PREFABRICATED ALUMINUM
RAILS AND POSTS.
I SIDES
W1% = s—
RE UB
AI
UG I ij 2009,
BLAL04NO DEPARTMENT
OITY OF EDMONDS
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112122 WE.— EDMONDS PROJECT NUMBER
JUNG-DEB131E d� SITE 136859
DESIGNED: DFU WASTEWATER SUBMITTAL DATE
DxOWN AND CALDWELL DRAWN: LU OVERALL STRUCTURAL SITE PLAN AUGUST 2009
C> SEATTLE, WASHINGTON
C� TREATMENT DRAWING NUMBER
C4 CHECKED: DEM
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A B c D E F G H K L m IN 0 p
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DEMO EXIST DOOR
AND FRAME
DEMO EXIST
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CONTRACTOR TO REMOVE AND REROUTE �
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AREA, REFER TO 1/400-S-01 1 FOR NEW
PLANTER AREA LOCATION
DEMO EXIST SCREEN WALL W/ TOP OF
CONCRETE EL 27.50'AND FOUNDATION, SEE
400-R-01 I AND 400-R-01 3 FOR INFO ON
EXISTING STRUCTURE
DEMO EXIST SLAB ON GRADE AT EL 116.6!
DEMO EXIST WALL. FOOTING, RAILING AND LADDER,
SEE 400-R-01 1, 400-R-012 AND 400-R-014 FOR INFO ON
EXISTING STRUCTURE
DEMOLITION
C.)
PARTIAL PLAN
DETAIL
050-S-011
SCALE: 1/411'4r
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AUG 9 2009
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EDMONDS
SECONDARY CLARIFIERS
PROJECT NUMBER
0� BROWN AND CALDWBLL
DESIGNED: D.
12:21ffiD
WASTEWATER
DEMOLITION PARTIAL PLAN
136859
SUBMITTAL DATE
0)
0
0 SEATTLE, WASHINGTON
DRAWN: JJJ
TREATMENT
AUGUST 2009
DRAWING NUMBER
cm
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CHECKED: DEM
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NEW STEEL DOOR AND STEEL FRAME WITH EXISTING ADJACENT WALLS 10"WALL EL 32.00'
TOC EL 15.01' CLOSURE. DOOR SHALL BE McMASTER CARR TOP OF WALL
MODEL#10365A EL 32.09 1/2' EXP JOINT WITH PRE -MOLDED
A #8@12- @ q OF JOINT FILLER AND WATER SEALANT AT TOP
! I400-S-011 400-S-012 TOP OF EXIST WALL
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I — — — — — — 1/400-S-01 I FOR REINF
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LA
EL 13.50'
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DOWNWARD TO SLAB ON GRADE. TEMPORARY SHORING,
ABANDON IN -PLACE NOTE: PLAN VIEW 04
PREFABRICATED DRAINAGE PANEL BY MIRADRAIN, OR 3 1. NOTIFY ENGINEER IF FIELD 19 2009
APPROVED EQUAL, SHALL BE CONNECTED TO A BASE DRAIN SECTION VERIFICATION IS DIFFERENT SECTION rAL 6
THAT DISCHARGES TO THE WEEP HOLES IN WALL. 400-S-011 FROM WHAT IS SHOWN. 400-S-011 SECTION ll�
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EXTERNAL REFEREKCE FILES
REVISIONS
41 .4 Of EVA40 41.
EDMONDS
WASTEWATER
TREATMENT
PLANT
ODOR CONTROL IMPROVEMENTS
SECONDARY CLARIFIERS
REFERENCE DRAWING
� I , —
136859-R-4014
AT FULL SIZE
(IF NOT r - SC&E �INMY)
DESIGNED: DRJ
EDMS-TBK4W000-0Id,9
ZONE
REV.
DESCRIFrnON
BY
DATE
APP.
PROJECT NUMBER
136859
SUBMITTAL DATE
AUGUST2M
DRAWING NUMBER
DRAWN: JjJ
CHECKED: DEM
CHECKED:
P4
---1
400-R-014
APPROVED:
I SHEETINUMBER
F
ISSUED FOR CONSTRUCTION
DRJ
8114=
PtW
A B c
D E F G H
K
L
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0
1 p
lb
4 7
STREET FILE
RE%B
AUG 2009
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EXISTINGGATE ...................... . ......................
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STAGING AREA 7 32'- 13'
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PE�ZTY LIN ."In EXIT cl)
. . . .... . ....... . .... . . . ..... ...... .....
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20
PUMPING STATION
PARKING
FINAL CLARIFIER NO-1
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21
CONTROL
. ......... . .... . ........
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TEMPORA
-101 FOR DETAIL
FACILITIES, SEE G 71-
CILITIES -1
REPLACE
AREATION NOTE: TEMPORARY FA
TO BE PERMITTED SEPARATELY
G
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BASINS BY CONTRACTOR
CEILING TILES
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JUN 2 5-1�[J
Ed monds Engr. Dept.
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