202 5TH AVE S.PDF111111111111
5173
202 5TH AVE S
ADDRESS: 2- - 6-111 -A ve- :5 00
TAX ACCOUNT/PARCEL NUM13ER:
BUILDING PERMIT (NEW STRUCTURE):
COVENANTS (RECORDED) FOR:
CRITICAL AREAS: *1�( I fv-fq - DETERMINATION: E] Conditional Waiver E] Study Required jj��aiver
DISCRETIONARY PERMIT #'S: /4p/3 - q/-/ - qt�? �W -&) - 4
DRAINAGE PLAN DATED:
PARKING AGREEMENTS DA
EASEMENT(S) RECORDED
PERMITS
PLANNING DATA CHECKLIS
SCALED PLOT PLAN DATED
SEWER LID FEE $:
LID #:
SHORT PLAT FILE: LOT: BLOCK:
SIDE SEWER AS BUILT DATED:- SIDE SEWER PERMIT(S) #:-
SOILS REPORT DATED:
STREET USE / ENCROACHMENT PERMIT
FOR:
LATEMPOST'sTonnAStreet File Checklist-doc
X�
6 PLANNING DATA *
New Commercial / Multi -Family Projects
ii S TREE T =FILE I
Name:
t e:
rDat� e: 7
Site Address: -0
P I
Plan Ch�eck #: BLD
Project Description:
Use(s) Proposed:
Allowed Use;e�ES I NO)
CUP File Number: C M —' 4006, OM
To Allow What Uses: ArWe, -
Legal Nonconforming Land Use Determination Issued: (YES / NO)
Reduced Site Plan Provide C_(YE 0)
Zoning:
Map Page:
Comp Plan Designation:
67yz.1
Corner Lote�_NO)
Flag Lot: (YE r2),
AD13 File Number ftle-wai%Mq): 0(9
LotArea: 112_lci
wom
Plans Match ADB Approved: (YES / NO)
S eline Required: (YES 1(!g>
Critical Areas Determination .
El Study Required
��Waiver
SEPA Determination: pw+ re
Exempt '.5m
El Needed (for sites with 500 cubic yards of grad ng orFwithin 20=7of Puget Sound or Lake
Ballinger. Requires: (1) Fee, (2) Environmental Checklist, and (3) APO List with notarized form).
Required Setbacks
Street: I
Side: 0
1 Side: 0
Rear: 0
ActualSetbacks
Street:
Side: 0/
Side: ol
Rear:
Lot Coverage/FAR Required: IVA
Lot Coverage/FAR Provided:
Lot Coverage/FAR Calculations: IVA -49
Building Height
Datum Point:
Datum Elevation:
Maximum Height:
Actual Height:
Subdivision:
Lot Aggregation Required:
Landscaping
Landscaping Matches ADI3 Approved:
Landscaping Bid Provided: (YES / NO)
Bond Amount (100% Bid). -
Plan Review By:
Is PLANNING DATA 46
New Commercial / Multi -Family Projects
11 STREEiEil
Commercial f�arking Analysis
Business Name
Type/Use
Parking
Ratio
Tenant
Area
Required
Parking
Total Parking Required. -
Total Parking Provided.
Vuld-Famfly Parking Anal is
# Bedrooms per Dwelling Unit
Parking Ratio
# Units
Required
Parking
Studio
1.2/D.U.
I Bedroom
1.5/D.U.
2 Bedrooms
/ W_000,�'
1.89
3 + Bedrooms
2.0/D.U.
Total Parking Required. -
Total Parking Provided.-
Othdr
AVV iq 6,
Plan Review By: t?4�
A I
0 46
O� p4l
CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS,WA 98020
PHONE� (425) 771-0220 - F,,xX (425) 771-0221
STATUS: ISSUED
Ex' ra ion-- ate'��'l 1312-00T
P,
'02 5TH AW 91) M 0 NDS I ,
Project Addl'Fss:2..
Parcel No: 27032' )00407700
PROPERTYOWNER APPLICANT CONTRACTOR
BP WEST COAST PRODUCTS LLC ALEXIA INIQUES ESE CORPORATION
P 0 BOX 5015 1 10 1 1 WALLER RD
BUENA PARK, CA 90622 TACOMA. WA 93446
425-25 1-6222 233-53*;-31 12
LICENSE# eseco"235QA EXP 10/4/2006
JOB DESCRIPTION
REMOVE312K UNDER GROUND STORAGETANKS
VALUATION: $0
PERMIT TYPE: Commercial
PERMIT GROUP 70 -Tanksfhiel
GRADING: N CYDS 0
TYPE OF CONST RUCTION
RETAININGWALL ROCKERY: N
OCCUPANT GROUP.
OCCUPANT LOAD.
FENCE: N ( OXO FT-)
CODE
OTHER N ------- OTHER DESC
ZONE BC
NUMBER OF STORIES: 0
VESTED DAT E
OF DWELLING UNITS. 0
EUSMG AREA
IBASEMENT: 0 1 ST FLOOR- 0 2ND FLOOR: 0 _7BA-SEMENT
PROPOSED AREA
0' 1 ST FLOOR 0 2ND FLOOR 0
13RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0
13RD FLOOR 0 GARA GE. 0 DECK 0. OTHER: 0
FRONTSETBACK SIDESETBACK PLEARSETBACK
REQUIRED: PROPOSED: �REQUIRED: PROPOSED: IREQUIRED PROPOSED.
HEIGHT ALLOWED:O PROPOSED:O IREQUIRED: PROPOSED
SET BACK NOT ES: SEPA DNS issued 6/2/06; appeal expires 6/16/06
I AGREE TO COMPLY WIT H CIT Y AND ST ATE LAWS REGULAT ING CONST RUCT ION AND I N DOI NG T HE WORK ALIT HORIZED
T HEREBY, NO PERSON W ILL BE EMPLOYED IN VIOLAT ION OF T HE LABOR CODE OF T HE ST AT E OF WASHINGTON RELAT ING TO
WORKMEN'S COMPENSATION INSURANCE AND RC%V 18 27
HIS APPLICATION IS NOT A PERJAIT UNTIL SIGNED BY T HE BUILDING OFFICIAL OR HISIHER DEPUT Y AND ALL FEES ARE PAID
Signature Print Name Date
Relea
ATTENTION
ITIS UNLAVVFUL TO USE OROCCUPYA BUILDING OR STRUCTURE UNTIL A FINIAL INSPECTION HAS BEfN MADE AND APPRO\'.M- OR A CERTIFICATE OF
OCCUPANCYHAS BEEN GRANTED. UBCI09 IBCIIO IRCIIO
E:1 ARCHIVE F-1APPLICANT F—] ASSESSOR OTHER
0 40
01.
STATUS: ISSUED
CITY OF EDMONDS,
121 5TH A%TNUE NORTH - EDMONDSMA 98020
PHONE (425) 77 1-0220 - FAX: (425) 771-0221
e)r it
Tiiii�ti6id-WW" /13/2-607;
Jrr6jett Addres' 'S'... 2027 5TH AVE S, EOMONDS'
Parcel No: 27032300407700
PROPERTYOWNER APPLICANT CONTRACTOR
BP WEST COAST PRODUCTS LLC BARGAUSEN CONSULTING ENGINEERS ESE CORPORATION
PO BOX 5015 18215 72ND AVE WEST I 10 1 1 WALLER RD
BUENA PARK. CA 90622 KENT. WA 98032 TACOMA. WA 98446
42 5-25 1-622 253-535-3112
LICENSE #� ESECO**235QA EXP 10/4/2006
DEMO 1000SF CONVENIENCE STORE- 713SF CANOPY
VALUATION: $0
PERMIT TYPE. Commercial
STATUS: ISSUED
CITY OF EDMONDS,
121 5TH A%TNUE NORTH - EDMONDSMA 98020
PHONE (425) 77 1-0220 - FAX: (425) 771-0221
e)r it
Tiiii�ti6id-WW" /13/2-607;
Jrr6jett Addres' 'S'... 2027 5TH AVE S, EOMONDS'
Parcel No: 27032300407700
PROPERTYOWNER APPLICANT CONTRACTOR
BP WEST COAST PRODUCTS LLC BARGAUSEN CONSULTING ENGINEERS ESE CORPORATION
PO BOX 5015 18215 72ND AVE WEST I 10 1 1 WALLER RD
BUENA PARK. CA 90622 KENT. WA 98032 TACOMA. WA 98446
42 5-25 1-622 253-535-3112
LICENSE #� ESECO**235QA EXP 10/4/2006
DEMO 1000SF CONVENIENCE STORE- 713SF CANOPY
VALUATION: $0
PERMIT TYPE. Commercial
PERMIT CROUP 23 - Demolition
GRADING. N CYDS. 0
TYPE OF CONsT RUCT ION DEMO
RETAINING WALL ROCKERY N
OCCUPANT GROUP
OCCUPANT LOAD
FENCE� N 1 0 X 0 FT.)
CODE. 2003
OTHER: N ------- OTHER DESC:
ZONE.
NUMBER OF STORIES: 0 .
VESTED DATE
INUMBER OF DWELLING UNIT& I
I
EXISW�G AREA
1BASEMENT. 0 Mr FLOOR 0 2ND FLOOR 0
PRO PO S ED AREA
1 BASEMENT: 0 IST FLOOR 0 2ND FLOOR: 0
13RD FLOOR 0 GARAGE. 0 DECK: 0 OT HER- 0
13 RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER- 0
FRONT S ETBACK SWESETBACK REAR SETBACK
,EQUIRED: PROPOSED. REQUIRED� PROPOSED: IRT-QUIRED. PROPOSEI)i
1EIGHT ALLOWED-0 PROPOSED:O IREQUIRED. PROPOSED
,ET BACK NOTES
I AGREE TO CONIPLYWITH ciTYAND STATE LAWS REGULATING CONSTRUCTION AND IN DOINGTHE WORK AUTHORIZED
THEREBY., NO PERSON "'ILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATINGTO
WORKMEN'S COMPENSAT ION INSURANCE AND RCW 18-27
THISAPPLICATION ISNOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR I-IIS/HER DEPUTY AND ALI-FEESARF PAID
; 0�, " �V� �, L - — , , &,, � '/'-, /, �,�2, ". " � 7 - ,, - " � &,W& '711,4101,
Signature Print Narne Date Released By
Date
ATTENTION
IT IS UN LA �% FLIL TO USE OR OICCUPYA BUIL DING OR STRUCTU RE UNTIL A FINAL INSPE(-nON HAS BEEN MADE AND APPROVAL ORA CERTIFICATE Of
OCCUPANCN'HAS BEEN GRANTED UBC109 IBC1 101 IRCI 10
F-1ARC1111VE = APPLICANT F--] ASSESSOR x 01-1-IFR
41) C. I g9�
0
City of Edmonds PERMIT NO: 983 ' 5
PERMIT EXPIRES
SIDE SEWER PERMIT
LID #
Address of Construction:
Property Tax Account Parcel No. /,'7032 30C)eVoy700
Attach copies of all access and utility easements Verified and Approved by
v 'd
Owner and/or Contractor:
Contractor License czc", E� _4� n I Building Permit
4 L
No
El Single Family Invasion into City *Right -of Way: jg..Yes F
M Multi -Family (No. of Units *RW Construction Permit #.AL;k)Lf
Commercial (No. of Units
D Public
Cross other "Private Property: El Yes tallo
"Attach legal description and copy of recorded easement.
Ownspler contractor signature and acknowledgement statement:
By signing for this permit I certify that I have read the City's public handout entitled
Side Sewer Specifications, and shall comply with all City requirements outlined therein.
Date
2 CALL DIAL -A -DIG (1-800-42�1'_5555) BEFORE ANY EXCAVATION W
W FOR INSPECTION CALL 425-771-0220 extension ia&—w
24 HOUR NOTICE REOUIRED FOR ALL INSPECTION REOUESTS
Permit Fee $ -- -Repair Fee Issued By:
Trunk Charge $
M114 4-Li
City Permit Surcharge Fee
Date Issued:
Receipt No:
Total Fees Paid $
NOTE: IF JOB SITE IS NOT READY FOR INSPECTION WHEN
INSPECTOR ARRIVES A $45 RE -INSPECTION FEE WILL BE CHARGED.
Job Site Ready YES NO —Date: Initial:
Partial Inspection: Date: Initial:
Partial Inspection: Date: Initial:
FINAL INSPECTION APPROVED: Date: Initial:,-Z-/-/ As -built to Street File:
1,� PERMIT MUST BE POSTED ON JOB SITE t-
White Copy: File Green Copy: Inspector Buff Copy: Applicant
L;temp;bldg;forms;ssperTnitjlg4/00
do
0 1
111'1=
CAP vAicb-T SVAAAep- FK WORM?-'Ul uktrp
.VJVT% Tw%&-T:ptA&% -
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01pir" mr lot 4�
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in a PA�
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me um A P=
=am-=
am= No=
vmsw�
5TH AVENUE SOUTI+
z
0
--.>- Z
APPROVED AS NOTED
By ENGINEERING
Date:
4 INS-TkU—
_4CF, 6gt:.�
ftowl= of Am-
DAYTON ST.
202
DON C.O.
7XIE71N(;7T07E ;BAN
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4)' >
<
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C.O. In
15 1
0
C. .
C.O. 6"
ED* CITY OF EDMONDS SIDE SEWER AS- BUILT
0
11 -Wool ADDRESS HOMEOWNER
202 — 5th Avenue South Thuesen
CONTRACTOR SCALE
Evergreen Environmental Service NTS
DATE DRAWN PERMIT
1890 4-8-2004 IBY K. Haney NO. 9835
�UT FILE 0
Critical Areas Checklist'
Site Information
ARCO AM/PM
Project Name- - MINI -MARKET
Site Location: 202 SO. 5TH AVE.
Permit Number
Property Tax Account Number. 232703-4077
Approximate Site Size (acres or square feet):
Have you filled out a Critical Areas Checklist for a project on this site before?
General Site Conditions
NO
1. Has the site bem cleared or logged? NO Date of most recent action: —
Soils / Topography
2, in the Suohomish County Soil Survey, what is the mapped soil typo(s)?
3. Describe the general site topography. Chock all that apply.
X Flat less than 5 feet elevation chang� over entire site.
Rolling: slopes on site generally less than 15% (a vertical rise of 10 feet over a
horizontal distance of 66 feet.)
11illy: slopes present onsite of more than 15% and less than 300/* ( a vertical rise
of 10 fbet.of horizontal distance.)
Steep: grades of greAW than 30% present on site.
Comments
Hydrology/Vegetation. -
4. Site contains areas of year-round standing water. NO
5. Site contains areas of seasonal standing waten NO —Approx. Depth:
6. Site is in the floodway NO floodplain _NOof a water course.
7. Site contains a creek or an area where water flows across the grounds surface? flows
are year-round? NO Flows are seasonal? NO
8. Site is primarily: forested meadow shrubs _; mixed DEVELOPED
9. Obvious wetland is present on site: NO
10. Wetland inventory or map indicates wetland present on site: NO
11. Critical Areas inventory or map indicates any Critical Area on site: NO
0 6
C
It U
0-1991 PERMIT COUNTER
CitY of Edmonds
Critical Areas Checklist
T1110 Critical Areas Checklist contained on
dis fOm is to be filled -out by any Person
Preparing a Development 1?crmit
Application for the City of Edmonds prior
to his/her submittal of a development permit
to the city.
111C Purpose of the Checklist is to enable
City staff to determine ''whether any potential
Critical Areas am or may be present on the
subject Pr0PcrtY- Thc information needed to
comPlft the Chccidist should be easily
available fiom observations of the site or
data available at City Hall (Critical Areas
inventories, maps, or soil surveys).
An Vplicant� or his/her representative, must
f '11 out the choe'dLS', sign and date, it, and
submit it to the City- The City will reic,,,
the chccldist, make a precursory site visit,
and makc a determination of the mbscquent
Steps necessary to complete a development
Permit application.
With a signed copy of this form� the
applicant Should also submit a vicinity map
of the parcel with enough detail am City
staff can find and identify the subject
Parcel(s). In addition, the applicant is
encouraged to include any other pertinent
information or studies in conjunction with
this Checklist to assist staff in completing
their Preliminary assessment of the site.
� have completed the attached Critical Area Checklist and attest that the answers provided -are
factual, to the best of my knowledge (fill out the appropriate column below).
Owner / Applicant:
ATLANTIC RICHFIELD COMpANy
DALE FRATES
Name
Tide
18215 72ND AVENUE SOTUH
Street Address
KFNL WA 9,9n'19 f2O6) 251-6222
City, State, Zip Phone
Applicant Representative:
BARGHAUSEN CONSULTING ENGINEERSS INC.
FRED WILHELM
Name
PROJECT PLANNER
Title
18215 72ND AVENUE SOUTH
Street Address
KENT, WA 98032
City. State, Zip
(206) 251--6222
Phone
Date
Signature
Date
e,
c 4'. f ECIxii0n,1131S
e
ical ..--'Areas
C
The Critical Arm. ChecIffist contained on
this form is tolm filled out biyl. -my- Wtuson
prepu
. . n si ID0401opmOt Petwt
Application -for the City. of Edmbnds
to his/her submittal of ad'evel'opment,
t to.the city.
.7ho purpose of. the Checidist is -to emble,
er 211Y,
Potential th'dcqi:Ar-e-�� -am or:
is may be
th
i6ededl "t th,
0
:Ch��*t.shouldbi-.�'
fle..ftom
ns* 4 the ��-Qr,dati R�awle, at
Y -W (Critical Ai�is lhvlp� ma
j
An applicant, or his/her representative,
muit fill -out the checkfist, sign and date i4
FILE
T
bec''Ust
and submit it to die City. The city will
review the chedgg, maim a pmmftory site
AA and malm a determination of the
submqueat step nec Mary Complete a
dCVC10Pmeftt Permit 4plication.
With a sigmed MPY of this form, the
applicant should "-submit a' Wcinity map
Or -Plot plan fbr hdividual lots I of the parcel
wil dW City staff can find
and idenfif� ote.-sub' i - -
P=d(s)'. In
4dMon,th Akiiit-00-
_W�de
U
"to asft
staff in completMg the1r'.Prdbd=ry
assessment of the 91te.
I have completed the attached Critical Area Checklist and aft= that the -answers provided are
.&Ctual' to the best of my Imowlefte (fU- out the apprOpriate column below).
Owner / Applicant. -
ATLANTIC RICHFIELD COMPANY
DALE-FRATES, REAL ESTATE -ENGINEER
Nam
C/O BARGRAUSEN CONSULTING ENGINEERS
18215 72ND AVENUE SOUTH
SUW Addr(=
KENT, WA 98032 251-6222
city, stite, zip Phone
Applicad Reprwentafive:
BARGHAUSEN CONSULTING ENGINEERS
JOHN ELLINGSEN, PROJECT PLANNER
Time
18215 72ND AVENUE SOUTH
Skut AAdress
KENT,_WA 98032 .. 251-6222
U Ve
4:
18025
September 15, 2006
Mr. Joe Runte
The Bank of Washington
19424 58th Place West
Lynwood, Washington 98036
Project No. E-12643
Dear Mr. Runte:
Bureau Veritas North America, Inc.
Geotecbnxal Semxes Department
We are pleased to submit our report titled "Geotechnical Engineering Study, The Bank of
Washington, 202 Fifth Avenue South, Edmonds, Washington." This report presents the
results of our engineering analyses based on review of subsurface information collected by
Delta Environmental Consultants, Inc. on July 7, 2004. The purpose and scope of our study
were outlined in our proposal PRA 2643, dated September 7, 2006.
We appreciate this opportunity to have been of continued service to you. If you have any
questions, or if we can be of further assistance, please call.
Respectfully submitted,
BUREAU VERITAS NORTH AMERICA, INC.
Eric L. Woods
Senior Staff Geologist
ELW/KMW/skp
Earth Consultants, Inc.
A Bureau Veritas Company
1805 136th Place, N.E., Suite 201
Bellevue, WA 98005
Kristina M. Weller, PE
Associate Principal
Main: (425) 643.3780
Fax: (425) 746.0860
RECEIVED
SEP 1 5 2006
BUILDING DEPT.
GEOTECHNICAL ENGINEERING STUDY
THE BANK OF WASHINGTON
202 FIFTH AVENUE SOUTH
EDMONDS, WASHINGTON
September 15, 2006
Project No. E-12643
Mr. Joe Runte
The Bank of Washington
19424 58th Place West
Lynnwood, Washington 98036
BUREAU VERITAS
North America, Inc.
1805 136th Place N.E.
Suite 201
Bellevue, WA 98005
(425) 643-3780
Toll Free (888) 739-6670
TABLE OF CONTENTS
E-12643
PAGE
INTRODUCTION......................................................................................................................... 1
General................................................................................................................................... I
ProjectDescription ............................................................................................................... I
Scopeof Services ................................................................................................................. 2
SITE CONDITIONS
..................................................................................................................... 2
Surface...................................................................................................................................
2
Subsurface.............................................................................................................................
2
Groundwater..........................................................................................................................
3
DISCUSSION AND RECOMMENDATIONS .............................................................................. 3
General................................................................................................................................... 3
Site Preparation and General Earthwork ............................................................................ 3
Erosion Control and Stripping .......................................................................................... 4
TemporarySlopes ............................................................................................................ 4
StructuralFill ..................................................................................................................... 4
Foundations........................................................................................................................... 5
Slab -on -Grade Floors ........................................................................................................... 5
RetainingWalls ..................................................................................................................... 6
Seismic Design Considerations .......................................................................................... 6
GroundRupture ................................................................................................................ 6
Liquefaction...................................................................................................................... 7
GroundMotion Response ................................................................................................ 7
SiteDrainage ......................................................................................................................... 7
PavementAreas .................................................................................................................... 7
LIMITATIONS........ : ..................................................................................................................... 8
AdditionalServices ............................................................................................................... 8
TABLE OF CONTENTS, Continued
E-12643
ILLUSTRATIONS
Plate 1 Vicinity Map
Plate 2 Monitoring Well Location Plan
Plate 3 Typical Footing Subdrain Detail
APPENDICES
Appendix A Field Exploration
Plates Al through A4 Well/Boring Logs
GEOTECHNICAL ENGINEERING STUDY
THE BANK OF WASHINGTON
202 5TH AVENUE SOUTH
EDMONDS, WASHINGTON
E-12643
INTRODUCTION
General
This report presents the results of the geotechnical engineering study completed by Bureau
Veritas North America, Inc. (BVNA) for the proposed bank development to be located at 202
Fifth Avenue South in Edmonds, Washington. The general location of the site is shown on the
'Vicinity Map," Plate 1.
The purpose of this study was to review subsurface information collected by Delta
Environmental Consultants, Inc. on July 7, 2004, and, based on the conditions encountered,
to provide recommendations for developing the site with a new bank and associated drive and
parking areas.
Project Description
The subject site consists of an approximately 0.257-acre, irregular -shaped site located at 202
Fifth Avenue South in Edmonds, Washington. The subject site is bordered to the north by
Dayton Street, to the east by Fifth Avenue South, to the south by a commercial development,
and. to the west by an alley and an apartment building.
BVNA understands it is proposed to develop the site with a new one-st.ory bank with a drive-
thru lane and associated paved parking and drive areas. We understand the bank will be of
relatively lightly loaded wood frame construction with brick veneer.
We anticipate wall loads will be on the order of 6 to 8 kips per lineal foot and column loads on
the order of 40 to 70 kips. We estimate slab -on -grade floor loads will be up to 250 pounds. per
square foot (psf).
The site is currently vacant. At the time our study was performed, the property, proposed
buildings, and the exploratory locations were approximately as shown on the "Monitoring Well
Location Plan," Plate 2.
The conclusions and recommendations in this study are based on our understanding of the
proposed development, which is in turn based on the project information provided us. If the
above project description is incorrect or the* project information changes, we should be
consulted to review the recommendations contained in this study and make modifications, if
needed.
BUREAU VERITAS Page 1
North America, Inc.
Geotechnical Engineering Study
September 15, 2006
Scope of Services
12643
We prepared this study in general accordance with the scope of services outlined in our
September 7, 2006, proposal. On this basis, our study addresses the following:
• Evaluation of general subsurface conditions and description of types, distribution, and
engineering characteristics of subsurface materials
• Evaluation of general groundwater conditions and potential impact on design and
construction
• General recommendations for earthwork, including site preparation, excavation, site
drainage, and the placement of structural fill
• Determination of the seismic design parameters
• Evaluation of project feasibility and suitability of on -site soils for foundation and fill support
• Recommendations for suitable foundation systems and provision of allowable soil bearing
capacities, associated settlement estimates, and lateral pressures and resistances under
various loading conditions
• Recommendations for subgrade preparation for floor slab and slab -on -grade support
• Recommendations for utility trench excavation and backfill
• Recommendations for temporary and permanent slopes
SITE CONDITIONS
Surface
The subject site consists of an approximately 0.257-acre, irregular -shaped, asphalt -paved lot
located at 202 Fifth Avenue South in Edmonds, as shown on Plate 1. The site is relatively
level with a slight slope to the southwest. The maximum elevation change across the site is
approximately 4 feet over a horizontal distance of 180 feet.
Subsurface
Subsurface conditions at the site were evaluated -by reviewing four boring logs by Delta
Environmental Consultants, Inc. which were drilled at the approximate locations shown on
Plate 2. The borings were drilled to a maximum depth of 21.5 feet below existing grade. The
well/boring logs are included as Plates Al through A4. Please refer to the well/boring logs for
a detailed description of the subsurface conditions encountered at each boring location. The
following is a generalized description of the subsurface conditions encountered.
At each of the boring locations, an approximately 6-inch-thick layer of asphalt was
encountered at the surface. The asphalt was underlain by fill comprised of silty sand (Unified
Soil Classification SM) to depths of 2.5 to 10 feet below existing grade. The fill was generally
medium dense and was characterized by trace amounts of concrete, glass, wire, rebar, and
wood debris.
BUREAU VERITAS Page 2
North America, Inc.
Geotechnical Engineering Study 12643
September 15, 2006
Underlying the fill, native soils comprised of silty sand (SM) and silt (ML) with localized areas
of silt with sand (ML) and clay (CL) were encountered to the maximum depth explored. The
native soils were generally very dense.
Groundwater
A groundwater table was encountered at each boring location at depths of 6.5 to 8.5 feet
below existing grade. The contractor should be aware that groundwater levels are not static.
There will likely be fluctuations in the groundwater level and seepage rate, depending on the
season, amount of rainfall, surface water runoff, and other factors. Generally, the groundwater
level is higher and seepage rates are greater in the wetter winter months (typically October
through May).
DISCUSSION AND RECOMMENDATIONS
General
Based on the results of our study, in our opinion, development of the site with a new bank is
feasible from a geotechnical engineering standpoint. Conventional spread and continuous
footing foundation systems bearing on a minimum 2 feet of compacted structural fill may be
used for support of the proposed structure. Slab -on -grade floors may be similarly supported.
This report has been prepared for specific application to this pmject only and in a manner
consistent with that level of care and skill ordinarily exercised by other members of the
profession currently practicing under similar conditions in this area. This report is for the
exclusive use of The Bank of Washington and their representatives. No warranty, expressed
or implied, is made. This report, in its entirety, should be included in the Oroject contract
documents for the information of the contractor.
Site Preparation and General Earthwork
Based on our under'standing of the proposed development plan, site earthwork will likely
consist of installing erosion control measures, stripping the site, cutting and filling the site to
provide for building pad and parking grades and the installation of. underground utilities,
preparing parking subgrades, and excavating for the building foundation.
BUREAU VERITAS Page 3
North America, Inc.
Geotechnical Engineering Study
September 15, 2006
Erosion Control and Stripping
12643
The site should be stripped and cleared of asphalt, organic matter, and other deleterious
material. Existing utility pipes to be abandoned should be plugged or removed so they do not
provide a conduit for water and cause soil saturation and instability problems.
During construction, the site must be graded such that surface water is collected and
tightlined to an appropriate drainage facility. Water must not be allowed to stand in fill areas or
where buildings, slabs, or pavements are to be constructed. Loose so il surfaces should be
sealed by compacting the surface to reduce the potential for moisture infiltration.
Temporary Slopes
The following information is provided solely as a service to our client. Under no circumstances
should this information be interpreted to mean that BVNA is assuming responsibility for
construction site safety or the contractor's activities; such responsibility is not being implied
and should not be inferred.
In no case should excavation slopes be greater than the limits specified in local, state
(WISHA), and federal (OSHA) safety regulations. Based on review of the information from the
boring logs, the fill and native soils would be classified as Type C by wisHA/oSHA.
Temporary cuts greater than 4 feet in height in Type C soils may be sloped to a maximum
inclination of 1.5H:1V (Hodzontal:Vertical). If slopes of this inclination or flatter cannot be
constructed, temporary shoring may be necessary.
Structural Fill
Structural* fill is defined as compacted fill placed under buildings, roadways, floor slabs,
pavements, or other load -bearing areas. Structural fill should be placed in horizontal lifts not
exceeding 12 inches in loose thickness a * nd compacted to a minimum of 95 percent of its
laboratory maximum dry density determined in accordance with ASTM Test Designation
D1557 (Modified Proctor). The fill materials should be placed at or near their optimum
moisture content.
Bated on review, the on -site soils in the upper 10 feet of the boring logs at the time of the
exploration appear to be near optimum moisture levels and should be suitable for use as
structural fill. The logs indicate the near surface fill and native soils have from 10 to greater
than 50 percen t fines passing the U.S. No. 200 sieve. Soil with fines in excess of 5 percent
will degrade if exposed to excessive moisture, and compaction and grading will be difficult if
the soil moisture increases above its optimum condition.
If the site soils are exposed to excessive moisture or cannot be adequately compacted, it may
be necessary to import a soil that can be compacted. During dry weather, any non -organic,
compactable soil with a maximum grain size of 4 inches can be used. Fill for use during wet
weather should consist of a fairly well -graded, granular material having a maximum grain size
of 4 inches and no more than 5 percent fines passing the U.S. No. 200 sieve based on the
minus 3/4-inch fraction.
BUREAU VERITAS Page 4
North America. Inc.
Geotechnical Engineering Study 12643
September 15, 2006
Foundations
Based on the results of our study and provided our recommendations are followed, in our
opinion, the proposed buildings may be supported on conventional spread and continuous
footing foundation systems bearing on a minimum 2 feet of compacted structural fill.
Exterior foundation elements should be placed at a minimum depth of 18 inches below final
exterior grade. Interior spread foundations should be placed at a minimum depth of 12 inches
below the top of slab, except in unheated areas where interior foundation elements should be
founded at a minimum depth of 18 inches.
With foundation support obtained as described, for design, an allowable soil bearing capacity
of 2000 psf should be used for structural fill. Loading of this magnitude would be provided with
a theoretical factor -of -safety in excess of 3.0 against shear failure. For short-term dynamic
loading conditions, a 1/3 increase in the above allowable bearing capacity may be used.
Continuous and individual spread footings should have minimum widths of 18 and 24 inches,
respectively.
With structural loading as expected and provided the above design criteria are followed, total
settlement of approximately I inch is anticipated, with differential settlement of approximately
0.5 inch. Most of the anticipated settlements should occur during construction as dead loads
are applied.
Horizontal loads can be resisted by friction between the base of the foundation and the
supporting soil and by passive soil pressure acting on the face of the buried portion of the
foundation. For frictional capacity, a coefficient of 0.35 should be used. For passive earth
pressure, the available resistance should be computed using an equivalent fluid pressure of
350 pounds per cubic foot (pcf) for foundations backfilled with structural fill. These lateral
resistance values are allowable values, and a factor -of -safety of 1.5 has been included. As
movement of the foundation element is required to mobilize full passive resistance, the
passive resistance should be neglected If such movement is not acceptable.
Footing excavations should be observed by a representative of BVNA prior to placing forms
or rebar to verify that conditions are as anticipated in this report.
Slab -on -Grade Floors
Slab -on -grade floors should be supported on at least 1 foot of granular structural fill. Loose
native soils or structural fill disturbed during grading must either be recompacted or
overexcavated and replaced with structural fill.
The slab -on -grade floor should be provided with a capillary break consisting of a minimum of
4 inches of free -draining sand or gravel. In areas where slab moisture is undesirable, a vapor
barrier, such as a 6-mil plastic membrane, should be placed beneath the slab.
BUREAU VERITAS Page 5
North America, Inc.
Geotechnical Engineering Study
September 15, 2006
Liquefaction
12643
Liquefaction is a phenomenon in which soils lose all shear strength for short periods of time
during an earthquake. Groundshaking of sufficient duration results in the loss of grain -to -grain
contact and rapid increase in pore water pressure, causing the soil to behave as a fluid. To
have a potential for liquefaction, a soil must be cohesionless with a grain -size distribution of a
specified range (generally sand and silt), it must be loose, it must be below the groundwater
table, and it must be subject to sufficient magnitude and duration of groundshaking. The
effects of liquefaction may be large total and/or dfferential settlement for structures founded in
the liquefying soils.
In our opinion, the potential for liquefaction of the soils encountered at this site should be low.
This conclusion is based on the very dense condition of the native soils.
Ground Motion Response
The 2003 Intemational Building Code (IBC) regulations contain a static force procedure and a
dynamic force procedure for design -base shear calculations. Based on the encountered soil
conditions, it is our opinion Site Class C, "Very Dense Soil or Soft Rock," as defined in Table
1615.1.1 of the IBC, should be used to characterize the site soils.
Site Drainage
A groundwater table was encountered at each boring location at depths of 6.5 to 8.5 feet
below existing grade. If seepage is encountered, the bottom of the excavation should be
sloped to one or more shallow sump pits. The collected water can then be pumped from these
pits to a positive and permanent discharge, such as a nearby storm drain. Depending on the
magnitude of such seepage, it may also be necessary to connect the sump pits by a system
of connector trenches.
Final site grades must allow for drainage away from the structure foundation. The ground
should be sloped at a gradient of 3 percent for a distance of at least 10 feet away from the
structure.
Footing drains should be installed around the perimeter of the structure, at or just below the
invert of the footing, with a gradient sufficient to initiate flow, as shown on the 'Typical Footing
Subdrain Detail," Plate 3. Under no circumstances should roof downspout drain lines be
connected to the footing drain system. Roof downspouts must be separately tightlined to
discharge. Cleanouts; 'should be installed at strategic locations to allow for periodic
maintenance of the footing drain and downspout fightline systems.
Pavement Areas
The adequacy of site pavements is related in part to the condition of the underlying subgrade.
To provide a properly prepared subgrade for pavements, the subgrade should be treated and
prepared as described in the "Site Preparationn section of this report. This means the
subgrade should be compacted.to 95 percent of the maximum dry density (per ASTM D1 557).
BUREAU VERITAS Page 7
North America, Inc.
Geotechnical Engineering Study 12643
September 15, 2006
The subgrade should be proofrolled with a loaded dump truck under the observation of a
BVNA representative prior to the placement of the crushed rock base. Soft, wet, or unstable
subgrade should be removed and replaced with granular structural fill or crushed rock.
Either of the following pavement sections for lightly loaded areas is suggested for site
roadways:
2 inches of asphalt concrete (AC) over 4 inches of crushed rock base (CR13)
material
2 inches of AC over 3 inches of asphalt treated base (AT13) material
We will be pleased to assist in developing appropriate pavement sections for heavy traffic
zones, if needed. The pavement section provided above may be superceded by City of
Edmonds requirements for minimum pavement sections. Pavement materials should conform
to WSDOT specifications.
LIMITATIONS
Our recommendations and conclusions are based on review of the boring logs and
engineering analyses, the design information provided us, and our experience and
engineering judgment. The conclusions and recommendations are professional opinions
derived in a manner consistent with that level of care and skill ordinarily exercised by other
members of the profession currently practicing under similar conditions in this area. No
warranty is expressed or implied.
The recommendations submitted in this report are based on review of the data obtained from
the borings. Soil and groundwater conditions between borings may vary from those
encountered. The nature and extent of variations between the exploratory locations may not
become evident until construction. If variations do appear, BVNA should be requested to
reevaluate the recommendations of this report and to modify or verify them in writing prior to
proceeding with the construction.
Additional Services
As the geotechnical engineer of record, BVNA should be retained to perform a general review
of the final design and specifications to verify that the earthwork and foundation
recommendations have been properly interpreted and implemented in the design and in the
construcfion specifications.
BVNA should also be retained to provide geotechnical services during construction. This is to
observe compliance with the design concepts, specifications, or recommendations and to
allow design changes in the event subsurface conditions differ from those anticipated prior to
the start of construction.
BUREAU VERITAS Page 8
North America, Inc.
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BUREAU VERITAS NORTH AMERICA, INC.
VICINITY MAP
Reference: THE BANK OF WASHINGTON
Snohomish County EDMONDS, WASHINGTON
Map 454 A
By Thomas Brothers Maps NORTH DRWN.DNM PROJ. NO. 12643
Dated 2006
I CHKD. ELW DATE 9/12/06 PLATE 1
DAYrON STREET
DC
..........
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4 01
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AN �4
REFERENCE: DIMENSIONS ARCHITECTURE AND PLANNING, INC., 9/1/06
LLEGEND
MW-1 I Appro)dmate location of monitoring well BUREAU VERITAS NORTH AMERICA, INC.
by Delta Environmental Consultants, Inc.,
July 7, 2004
MONITORING WELL LOCATION PLAN
THE BANK OF WASHINGTON
EDMONDS, WASHINGTON
DRWN.DNM PROJ. NO. 12643
NORTH
NOT TO SCALE CHKD.ELW DATE 9/12/06 PLATE 2
t'
SLOPE TO
DRAIN
4 INCH MIN. DIAMETER
PERFORATED PIPE —
z
2 INCH MIN.
2 INCH MIN.
4 INCH MAX. 12 INCH MIN.
LEGEND
Su ce seal; native soil or other
low peffnea
bility material
Washed rock or pea gravel
Drain pipe; perforated or slotted
rigid Schedule 40 PVC or SDR 35
pipe laid with perforations or slots
facing down; fight jointed; with a
positive gradient. Do not use
flexible corrugated plastic pipe.
Do not tie building downspout
drains Into footing lines.
SCHEMATIC ONLY - NOT TO SCALE
NOT A CONSTRUCTION DRAWING
BUREAU VERITAS NORTH AMERICA, INC.
TYPICAL FOOTING SUBDRAIN DETAIL
THE BANK OF WASHINGTON
EDMONDS, WASHINGTON
DRWN.DNM
PROJ. NO. 12643
CHKD. ELW
I DATE 9/12/06
PLATE 3
APPENDIX A
FIELD EXPLORATION
E-12643
The field exploration was performed on July 7, 2004. Subsurface conditions at the site were
explored by drilling four borings to a maximum depth of 21.5 feet below existing grade. The
borings were drilled by Cascade Drilling, Inc.
The boring locations and elevations were surveyed on July 12, 2004. These approximate
locations are shown on Plate 2.
Logs of the borings are presented on Plates Al through A4. The stratification lines on the logs
represent the approximate boundaries between soil types. In actuality, the transitions may be
more gradual.
Delta Environmental Consultants,. Inc. IWELLIBORING:MW-1
9
Cffy:. Edmonds
[STATE. WA
DRILLER: Caswde
WELUBGRING
g
COMPLETION
Sz X
DRY I I I I
MST
3 9
6
5
6
6
6
7
8
9.
WET
3 8
23/8
10.
5016
12.
14
WET 3 7 3016 Is
Sw
16
17
50/6
19
20
21
WELL CASING. SCH 40 PVC 2"
WELL SCREEN: 4-lW(0.010")
dIffnj 1, Inm SAN PACKU 3-19' (2X "2
0 MING ELEVATION 1 7
:C SURVEY DATE- 7112M
01W. 18.01
DESCPJPTIONILOGGF-D BY: Corvidea Katsaros
Asphalt
SM FILL. SILTY SAND : [an; 10% sill; 80% line sand, 5%
medium send, 5% coarie sand,. trace gravel and places of
concrete.
Sm W SAME AS ABOVE,
CL rdCLAY: dark gray', 76% cla)r. 25% very fine sand, sartd;
occurs In lenses, medium plasticIty; very stiff.
Sm SILTY SAND - grar, 10% slit: 90% medium sand-, trace
coarse sand and gravel.
MLJKAAND� gray; 100A slit 90% fina sand; very dense,
Sm B ' with trace coarse sand and gravel In a 11
lenw
SM Heaving sand, no sample
PLATE A-1
Delta Environmental Consultants, Inc. I WELLOSORING: MW-2
ATE: WA
MW2 -ST
-------- DRILLER: C
WELL/BORING
COMPLEmON Z5 9
Sz T 2 1 0, 1
kqV k
DRY 1 3.7 1 1 1
WELL CASING: SCH 40 PVC 2*
WELLSCREEN: 4-11?(0.0101
1111n Inc. SAN PACK: 3-19IM12)
.j 0 CASING ELEVA71ON 100.26
0 t SURVEY DAM
07W. 7112JO4
16.33
DESCRIPTIONILOGGED 13Y.- Corvidoa I(stgaros
.9m
... FILL SILTY SANQ; gn))r, `10% SIR; 66% One send, 5%
medium sand: trace coarse sand end gravel.
NO s8mPI0 collected, construction debris..
INET 1 218 1 50 '1 10 A ' = 9MY; 100% sill With lenses of fine sand; trace gravel;
I I very dense.
13-
14
WET 2.7 so 15— SM fiMLSMAM graY' , 10% sit 30-60% One sand; 40-60%
16 medlurn sand; trace gravel. i" tense of gray silk very dense..
17
WET 21 60 SM SILTY SAND: grajr, lo% sat; qo% fine sand, grade
16 downward to 30% silt 70% very One sand: very dense.
19
21
PLATE A-2
&41
WqLkffl_0B[N_G LOCATION
P
Deita . Environmental Consultants, Inc.
FWEUJB0R1ft MW-3
!NsTALLA-noN DATE: 717ID4 DRILLING METHOD: Hollow Stem Atmer
r
PROJFZr* AM02-517 SAMPLING MEMOD, QM Spit Spoon
Cum: Adantic Pictiffeld Company 822 BORING MAMETEW. On
LOCOON. 202 Fft Avenue South BORING DEPTH: 111Y
MY. Edmonds WELL CASING: SCH 40 PVC 2"
-A: _E:
TT i WA WELL SCREEN: 4-1 W L0.01
MW-3
DR]
-Cascade Drffhn
Inc. EIAND PACK: 3-1W (919)
VVELU13ORING 5
to
'd
CASINGELEVATION
98.47
SURVEY DATE,
16-30
COMPLETION
H
7/j2to4
DTW.
as
(0
DESCRIPTIONfLOGGED BY., CorvWea Katsaros
Asphalt
MST
283
Sm
FILL SILTY SAND, gray, 10% slit 90% One'sand, trace
gravel, coarse sand and cobbles'. debris wire, glass, 2X4,
places of concrete.
.WV
6—
MST
585
7
10
ML
MM gray. 1100%-silt. trace fine sand; brown organics and a
20
—
6-
cobble. very dense.
SZ
7—
SAME AS ASQW_, slit with Increasing brown organics.
WET
679
20
10—
—
ML
50/6
SM
11—
SILTY SAND: gray, 10% slit; 90% very 6ne sand; very dense.
12-
14
V
6016
SM
SILTY SAND., gray. 10-201/6 silt 80-90% very fine sand,
1113-
Interbadded with layers or 11001A SOL
WET
107
17—
ML
N
DRY
117
50/8
18-
—
BU grajr. 100% slit; trace fine sand, very dense.
19
20-
21
222
1
1 1
PLATE A-3
WELL/121 N LOCATION
--------- Delta Environmental consuitants, AORING: MW-41
INHALLATION DAM 717im DRILLING M0H0D:.Hg11w ftm Auger
^A
MPLING wifflm-
D&I SR in Swon
CLIENT., Atlantic Richfield Company 822 BORING DIAMETER: 8"
LOCATIQN:,202 Fifth Amenue South BORING'DEPTH: 2(Y
MW-4 CITY: Edmonds WELL CASING: SCH 40 PVC Z'
STATE: WA WELL SCREEN: 6-2T (0.01
DRILLER. Ca de'DAIIIng, Ina SAN - PACK 4�W RX12)
() CASING ELEVA11ON 99,30
WELUBORING
COMPLETION SURVEY DAM' 71112104
L
D7W.
ir &61
Sz T
E
DIBSCRIPTIONALOGGID BY. CorvIdea Katuarcs
Asphalt
250
SM
FILL, SILTY SAND, gra)q, 10% silt 90% fine sand; trace
coarse sand and gm'vel; debris. rather, wood. and mots,
3-
4—
-let.
M
DRY
501
7
5
SM
SAME AS ABOVE, rill; silly sand, medium dense..
7
K
Ff
g
x.$
H.
MST
395
60/6
10—:
SM
SILU BAND -gray. 10% slit 00% very fine sand,
Interbedded with
V
ML
ALIMMILAAM' gray. 70-801/b silt: 20-30% very fine sand;
12-
verydense.
141-
WET
14
6016
Bond
SM
SILTY SAND, gmy;. 1D-2D% silt OD-90% very fine sand. very
dense.
H.
17—
.V
R
Ij
WET
3
50f6
20—
SM
BAREASABUM with Increasing fines.
21-
22—
PLATE A-4 -
PLANNING DATA
-- Signs --
STREET=FILE
Sign Colors
Proposed: w �T�e-- ql6lmoum
Acceptable?
Requires ADB Approval? AO
Sign Location'
If freestanding and 3-feet or over (unless a fence) meets setbacks?
Requireol Setbacks
Street:
Side:
Side:
Rear:
Alctual.5etbacks
-T
Street:
Picle:
Side:
Rear:
Landscaping for FreestandIng SIgns
Size:
Location:
Critical Areas Determination #:
StudyRequired
waiver
Other
-
e —2
V/
Plan Review By:-�
vavlar loujf�n
PLANNING DATA
-- signs --
I HID
N ame:
IsSlite
Date:
Address:
-�7-0 2- - E��JA
Plan Check #: BLD-200
Project Description: VVAII
Reduced Site Plan Provided: (YES
Zoning:
Comprehensive Plan Designation:
Map Page: ;,70,2— —..
Corner LLot: NO)
I (�5/ _
Flag Lot: (YES CN
0
ADB File # (or date waived): IV;Q-
TOTAL Area T ign
ype of S
Type of Sign
Allowed in
zone?
Matrix
conditions
.
Allowed
area per
Unit
TOTAL sign
area
Proposed
met?
unit
allowed for
sign area
this siQn
ExaMple
Wall wl,�Mernal
Illumination
Yes, with
condlt=5
Yes
sq. tt-111neal
It. attached
4.1 ft. attached
wall
41 sQuare feet
20 square fee::
wall
Sign #1
VVAII
ts
W11"4
3'�.�6
--L�o
ye5
ir C�
T-1
Sign
Sign 4
14
/,-IL 0/y// 111UC1 IU[ Jt![1dfJt1,.,1J-e
itt
lax Permitt Previous Total: Proposed
-7, 777"', t
Sign Type: Max Permitted: Actual Height:
Sign Type: Max Permitted: Actual Height:
Sign Type: Max Permifted-. Actual Beight-.
December 2000 i0o. -iy e, e,+
.00i
S
Figure 6H-11,9. Lane Closure on Minor Street (TA-18)
CD(\CS
Typical Application IS
Page 6H-41
I: See Tables 6H-2 and OW3
for the rneanlng of the
s9fnbols and/or loner
codes used in this fkgure..
le (6pflonaq
fted Adenuelor (o p1lonal)
Buffer Space
(opUonnl)
ft)max.-
SCCt. 6KO I
If
211M no A as
T do
76
La
ejo
za"
. '4 e-� 70
�M=p um S.
mm VANMC � In ? 4 - PARKM
ME C A OPM AWKI PRIM m Acm� SPACE
mm me � vla
I M
MW A
Mrs I
EVE X�
c
goo= win
5TH AVENUE SOUTI+
aw
&Aft#MWMkMMft
nun
C:IN
r No slam
Comm umx
APPROVED AS NOTED
BY ENGINEERING
cr
Date:
(A
z
ltjs.-TN.L-L- ?ZF- STA-00ftTIZIS
-<c� sm-r' sa4x'rg� *mw�--r .
121 5TH AVENUE NORTH - EDMONDSWA 98020
PHONE: (425) 771-0220 - FAX: (425) 771-0221
STATUS: APPROVED
Pennit Number: ENG20070191
Address of Pubfic Use/Encroachment: 202 5TH AVE S, EDMONDS
PROPI-XINOWNER BUSINESS OWN1,11
I S'I'IZEEI'USI-YEN;CIIOACIIN'll�N;'I'
ENCROACUMENT OF ROOF OVERHANGS, CANOPIES, AND FOOTINGS.
ENG20070191
STREET USE: Placement o any temporary or movable objects in any portion ofpublic space or City right-of-way
shall meet all code requirements as setforth in thefollowing chapters of the Edmonds Community Development
Code.
ENCROACHMENT. Permanent structures encroaching upon any portion ofpublic space, City right-of-way or
easement area shall meet all Code Requirements as setforth in thefollowing chapter of the Edmonds Community
Development Code.
CODE APPLICATION. Chapter 18.70,17.65, and 17.70.040 of the Edmonds Community Development Code. All
terms of the adopted ordinance are incorporated herein as if setforth in full and this permit therefore is subject to
the terms of those chapters.
FOR THE TERMIN WHICH THIS PUBLIC USEIENCROACHMENTIS INEFFECT, THE OWNER SHALL COMPLY WITH
THE PERMIT COADITIONS SET FOR TH B Y THIS PERMIT.
NOTE: The issuance of this permit is understood by the owner to be of a temporary nature, shall vest no
permanent right and shall be issued and may in any case be revoked at the sole discretion of the City per ECDC
18.70.040. Applicant is responsible toprovide a copy of the insurance certificate to the City at the beginning of
each calendar year, no later than the 21st day of January.
INDEMNITY: The Applicant understands and agrees to hold the City of Edmonds harmlessfrom 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 departments or employees, including but not limited to the defense
of any legal proceedings including defense costs, court cost, and attorneyfees by reason of granting this permit.
In addition, the applicant understands that helshe shallprovide and continually maintain during the term of the
permit a ceritificate of insurance naming the city as an additional insured, with respect to liability, andproviding
that it shall be primary as to any other policy of insurance.
THISAPPLICATION ISNOTA PERMITUNnL SIGNED BY THE CITY ENGINEER OR HISMER DEPUTY: AND FEES ARE PAID, AND RECEIPT IS ACKNOWLEDGED IN
SPACE PROVIDED.
Printed: Friday. December
TE
V V
FILECOPY F-1 INS PECTOR COPY E] APPLICANT COPY
STATUS: APPROVED ENG20070191
CONDITIONS
0 None
0 None
When recorded mail to:
City Clerk
City of Edmonds
121 Fifth Avenue North
Edmonds, WA 98020
CONFORMED Copy
200708221063 1 7 PGS
0812212007 4-27�m 1�46,00
SNOHOMISH COONT , ASHINGTON
SPACE ABOVE THE LM FOR RECORDERS USE
Assessor's Parcel No.: 2103250040-7-74b
Applicant: C-%A-<z-i �5c-44mffr4tp,�K�
WA51+IK( ;g-tam
ENCROACHMENT AGREEMENT
This ENCROACHMENT AGREEMENT ("Agreement") is entered into between the
CITY OF EDMONDS ("City") and -2- faceee-Ttes I.Lr—. gF"—
C'Owner[s]"), in accordance with Chapter 18.70 of the Edmonds Conununit� Development
Code.
1. The Provertv. Owner is the owner of that certain real property located at
'2c>2- 5-t4 4�,jV-7 -!3 . within the City of Edmonds,
Washington, Assessor's Parcel Number
and more particularly described as follows
or
as described 'in Exhibit "X' attached hereto and incorporated herein by reference.
2. The Easement. The City right-of-way adjacent to owner's property or. an'
existing easement used for (strike those that don't apply) [street, road, -&4ey,-4r�, sidewalk,
-bHccpath,Vedesft+arr-vasemet+, sanitary sew vAiteF,-eteffn, other
3. The Encroachment. The Owner desires to encroach upon the public
,easement and the City hereby covenants and agrees and. grants its perrmission to Owner to
allow ay\A (bo�-'
To remain in a portion of
the City right-of-way/easement. A partial site plan, scaled 1'�--20% showing the location of the
e . ncroachment is attached as Exhibit "B" and incorporated by reference. This Agreement is
subject to the following terms and conditions:
-I of4-
a- On behalf of themselves, their successors and assigns, the Owner promises to
maintain, repair, remove and/or replace the encroachment located in the easement
at their sole expense to the standards established by the'City. All maintenance,
repair, removal and/or replacement shall be conducted solely at the Owners'
expense.
b. The Owner, on behalf of themselves and their successors and assigns,
acknowledge that the City had no obligation to approve the encroachment within
the easement for the sole benefit of the Owner, and the agreements contained
herein, provide sufficient consideration for the Owner and their successors and
assigns to maintain, repair, remove and/or replace said encroachment located in the
easement at their sole expense in perpetuity.
c- . The Owner pronu-ses to indemnify and hold harmless the City, its officers, agents
and employees from any loss, claim or liability of any kind or nature arising from
or out of its promises contained within this agreement, including any damage that
may be caused to the encroachment by the City's operation, maintenance, repair,
replacement or other work related to construction activity within the easement
This promise to hold harmless and indemnify includes defense by counsel of the
City's choosing, the payment of reasonable attorney's fees and court costs.
Nothing herein, however, shall be interpreted to require the Owner to indemnify
the City from the negligence or intentional tortuous act of its employees, officers,
or agents.
d. The Owner shall at the request of the City, promptly remove, repair, reconstruct,
and/or replace the encroachment at the Owners' sole expense. Upon receipt of
notification from the City that the City requires removal of all or portions of the
encroachment from within the easement, the Owner will promptly remove those
portions of the encroachment from within the easement area as required by the
City at their sole expense. If the portions of the encroachment required by the City
to be removed are not timely removed by the Owner, they shall be removed by the
City at the expense of the Owner, and the, Owner shall reimburse the City for the
- costs of removal of the encroachment and disposal of materials as well.as for any
increased construction costs or consequential damages incurred by the City due,to
the Owners' delay. In ther event that portions of the encroachment must be
removed to facilitate utility and/or construction activity by the City within'the-
easement or other requirements of the City, the Owner shall be solely responsible
for replacement of the encroachment at their expense upon completion of the
utility. and/or construction or other activity by the City.
e. Whatever rights and obligations were acquired by die City with respect to the
easement shall remain and continue in ffill force and effect and shall in no way be
affected by City's grant of permission to construct and maintain the encroachment
structure.
-2 of4-
f The property owner is required to provide and continually maintain during the
term of the permit a certificate of insurance naming the City as an additional
insured, with.respect to liability, and providing that it shall be primary as to any
other policy of insurance. A copy of the insurance certificate shall be provided to
the City at the: beginning of each calendar year, no later than the 21 " day -of
January.
4. Entire Agreement. This Agreement constitutes the entire agreement between
the parties with respect to the subject matter hereof and supersedes and replaces all other
agreements, oral or written, between the parties with respect to the subject matter. This
agreement may not be amended except in writing in a document filed of record with the
auditor of Snohomish County, Washington.
5. Notices. Any notice which is required or may be given pursuant to this
Agreement shall be sent in writing by United States mail, first class, postage pre -paid,
registered or certified with- return receipt requested, or by other comparable commercial
means and addressed as follows:
to the City: 9 to th e Own er.- D to 110-,, /T Qr QS
City Engineer :a-3septA RAInlre LLL
City of Edmonds —711K On y- 84 24 s lt�j
,r S- -
_,]371 PJVCe
121 Fifth Avenue North /C�S 2A JC t
Edmonds, WA 98020 uo"
which addresses may be changed from time to time by providing notice to the other party in
the manner described above.
6. Waiver. City's consent to or approval of any act or omission by Owner shall
not constitute a waiver of any other default by Owner and shall not be deemed a waiver or
render unnecessary City's consent for approval to any subsequent act by Owner. A�ay waiver
by City of any default must be in writing and shall not, be a waiver of any other.'default
concerning the same or any other provision of the Agreement.
7. Termination of Agreement. In addition to any other remedy provided for by
law, the City reserves the right to terminate this agreement in the event the encroachment
negatively impacts or damages the City's easement and/or underlying utility systems or
violates any condition of service adopted by the City, at its sole discretion, as may be
necessary to prevent damage to the City's utility system, or any other public facility which
may be impacted by the Owners' failure to properly use the easement.
8. Successors and Assigns. This Agreement shall be binding and inure to the
benefit of the parties hereto and their respective legal representatives, successors,and assigns.
Ownei agrees to incorporate this agreement by reference in any subsequent deeds to the
property, but any failure to do so does not invalidate this provision.
-3 of4 -
9. Capnity. Each party represents that the person(s) executing this Agreement
on behalf of such party has the authority to execute this Agreement and by such signature(s)
thereby bid such party.
IN WITN-ESS WHEREOF, the parties hereto have executed this Agreement on this 1-1 day
of YIr�o--j 20o-7
OWNER(S):
By- 0A0�c,-,,q-t�-'By9X 0. 711'2
STATE OF WASHINGTON
COUNTY OF SNOHOMISH
This day, personally appeared before me, Tos'-p i+ eu
to me known to be the person(s) who executed the within and foregoing document and that
(helshelthey) lt7�- signed the same as (hislherltheir) 5 free and voluntary act
and deed for the uses and purposes therein mentioned.
No�ft`aryv Public
OTA
:0
PUB Typed or Printed Name
%0 My Commission expires:
op
-4of4 -
0
LEGAL DESCRIPTION
A TRAGT OF LAND IN THE NORTHEAST GUARTER OF
THE SOUTHEAST GUARTER OF THE SOUTHEAST
GUARTER OF 5EGTION 25, TONNSHIP 2-7 NORTH,
RANOE 3 EAST, N.M., MORE PARTIGULARL-T-
DE5GRIBED AS FOLLONS:
GOMMENGIN& AT THE SOUTHNEST CORNER OF
DAYTON STREET AND FIFTH STREET IN SAID TOV4N
OF EDMONDS, GOUNTY OF SNOHOMISH, STATE OF
NA5HINOTON; THENGE SOUTH ALONO THE VqE5T LINE
OF FIFTH STREET 154 FEET; THENGE AT RIOHT
AN&LE5 NEST 125 FEET, MORE OR LESS, TO AN
ALLEY; THENGE AT A R16HT AN6LE NORTH ALONO
THE LINE OF SAID ALLEY 44 FEET; THENGE AT A
RI0HT ANOLE EAST AND PARALLEL TO THE SOUTH
LINE 55 FEET; THENGE AT A R161-IT ANOLE NORTH
AND P ARA ' LLEL TO THE EAST LINE ciO FEET TO A
POINT ON THE SOUTH LINE OF DAYTON STREET;
THENGE EAST ALONO SAID LINE OF DAYTON
STREET 65 FEET TO THE POINT OF rOMMENGEMENT.
51TUATE IN THE GITY OF EDMONDS, GOUNTY OF
SNOHOMISH, STATE OF HASHINOTON.
Exhibit 'A'
DESCRIPTION OF PROPOSED ENCROACHMENTS:
Roof Overhangs:
1) For a distance of 16'-6" west and 2'-8" east of the NE property comer the roof
overhang encroaches 2'-8" into the R.O.W for a total SF of 51 SF.
2) For a distance of 18'-0" south and 2'-8" north of the NE property comer the
roof overhang encroaches 2'-83/4" into the R.O.W. for a total SF of 56 SF.
3) For a distance of 15' starting 76'-6" south of the NE property comer the roof
overhang extends V-93/4" into the R.O.W. for a total of 27 SF.
Canopies:
1) Starting 22'-6" south of the NE property comer for a distance of 12' a canopy
extends 5'-0" into the R.O.W. followed by a six foot gap then another canopy
of identical size followed by a six foot gap and a third and final identical
canopy. Total square footage of their encroachment is 180 SF.
Footings:
The footing encroachments are under the roof encroachments discussed above.
1) For a distance of 13'-6" west starting at the NE property comer the footing
encroaches 2" into the R.O.W for a total SF of 2.25 SF.
2) For a distance of 15'-0" south starting at the NE property comer the footing
encroaches 2 %" into the R.O.W. for a total SF of 3.5 SF.
3) For a distance of 12' starting 78'-0" south of the NE property comer the
footing encroaches 2 1/4" into the R.O.W. for a total of 2.75 SF.
6ttlibl-T "'15"
(60
Attachment to Edmonds, WA encroachment document, Bank of Washington,
i
:2%* FOOTIN&
EW-ROACHMENT
F - -
11
5%" FOOTINC, --"I (L
/. p
ENCROACHMENT 1 4 '00
I ENCROACH�qNT
Exhibit"B'(,,)
NORTH
i
CC)(\
December 2000 n t - Page 6H-41
C, . S
Figure 6H-10. Lane Closure on Minor Street (TA-18)
Typical Application 18
See Tables 6H-2 and OH-3
for the meanIng of the
syinbols and/or letter
codes used in -this fitgure..
I& 16nifonan
dad Atenualor (opu0nal)
V,
Buffer Space
(optlonal)
R) max.
vli
Sed. 6101
City of Edmonds Permit No: /2 7e
RIGHT -OF- WAY CONSTRUCTION PERMIT Issue Date; z11
7
A. Address or Vicinity of Construction: �20
B. Type of Work (be specific): Rc2 -"4-
Jk±=
C. Contractor: F-1442* Ct&� C-n.-A'r-ows Contact: &LV=6 Is i.
I
Mailing Address: I-// 00c, - Phone: 7 S 7 FF� 7
State License Q e s (9 (v 1 3- Liability Insurance-.d;2 Bond: $ Q
I
D. Building Permit# (if applicable): NO Side Sewer Permit # (if applicable):
E. Commercial
Subdivision El City Project EUC (PUD, VERIZON3 PSE, AT& T, OVWD)
E] Multi -Family Single Family El Other
INSPECTOR:
F. PAVEMENT CUT: ERYES [I NO G. 'SIZE OF CUT x 157,
CONCRETE CUT: El YES nN
INDEMNITY. Applicant understands by hislher sik?4;ture to this applicatio?i`h�she holds the City of Edmonds harmless from
injuries, damages or claims of any kind or description, whatsoever, foreseen or unforeseen, that may be made against the City of
Edmonds or any of its departments or employees, including -but not limited to the d�jense of any legal proceedings including defense
costs and attorneyfees by reason of granting this permit.
THE CONTRACTOR IS RESPONSIBLE FOR'WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLL097NG THE FINAL
INSPECTION AND ACCEPTANCE OF THE WORK ESTIMATED R&TORATION FEES 97LL BE HELD UNTIL THE FINAL STREET PATCH IS
COMPLETED BYCITYFORCES, AT WHICH TIMEA DEBITOR CREDITIRILL BEPROCESSED FOR ISSUANCE TO THEAPPLICANT.
* Traffic control and public safety shall be in accordance with City regulations as required by the City Engineer. Every
flagger must be trained as required by (WAC) 296-155-305 and must have certification verifying completion of the
required training in their possession.
0 Restoration is to, be in accordance with City codes. All street -cut trench work shall be patched with asphalt or City -
approved material prior to the end of the workday - NO EXCEPTIONS.
+ Three sets of construction drawings of proposed work are required with the permit application.
CALL DIAL -A -DIG (1-800-424-5555) PRIOR TO BEGINNING WORK
i
I HA VE READ THE AB.0 VE STA TEMENTS AND UNDERSTAND THE PERMIT REQUIREMENTS AND A CKNO WLEDGE
THAT I MUST MAKETHE PINK COPY OF THE PERMITA VAILABLE ON SITE ATALL TIMES FOR INSPECTIONS
6
UPON COMPLETION OF PERMITTED WORK, AN ENGINEERING FINAL
INSPECTION IS REQUIRED PER CHAPTER 18.00 OF THE EDMONDS
COMMUNITY DEVELOPMENT CODE
,(Phone 425-771-0220, Ext. 1326)
FINAL APPROVAL OF PERMITTED WORK. DATE:AihJ_1v0
1 ��insgecr, ry,&naffureo
_ a a C'.T. 4D t961-1
e tion U
For inspection requirements see Engineering Insp rmation &an, d
DAMy Docuinnts)Forms\Engnmg'&OWperinit_.doc
rT
A
0
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Le
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------ n A I I I I I
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APPROVED AS NOTED -
BY ENGINEERING
,-T m 1�-a
Date:
ag'rAi STA-000f11115-
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11 Igo
1-7le
GARY HAAKENSON
CITY OF EDMONDS MAYOR
121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 FAX (425) 771-0221
Website: www.d.edmondsma.us
DEVELOPMENT SERVICES DEPARTMENT
Planning - Building - Engineering
July 17, 2007
Travis J. Falk, Project Manager
Wilcox Construction, Inc.
2345 th Avenue South
Edmonds, Washington 98020
RE: Bank of Washington @ 202 5th Avenue South, Edmonds
Request for Alternate Design to Reduce Grade of Horizontal Drainage Piping
Dear Mr. Falk,
The City is in receipt of your request (dated July 13, 2007) to reduce the slope in fall for
sanitary sewer from 2% to 1.5% for approximately 60 feet of drainage line.
The specific governing code provision (2003 Uniform Plumbing Code Section 708.0)
requires a uniform slope of not less than 2% unless where it is impractical due to the
depth of the street sewer, structural features or the arrangement of any building/structure
a slope of not less than 1/8" of an inch per foot or one percent may be approved by the
Administrative Authority.
Based on the site constraints and pipe location/information provided in your letter the
request for below grade waste lines is hereby Approved with the condition that the
building waste line be a minimum of 4 inches to maintain adequateflow.
Sincerely,
Jeannine L. Graf, C.B.O.
Building Official
Cc: Bank of Washington
Street Address File
Incorporated August 11, 1890
Sister Citv - Hekinan, Japan
WILCOX CONSTRUCTION INC.
234 5th Avenue South - Edmonds. WA SW20
Rhone (425) 774-41 B5 - FAX (425) 774-4167
July 13, 2007
The Cit Yh of Edmonds
1
121 — 5 Avenue North
Edmonds, Washington 98020
Re: Reduction in fall for sanitary sewer from 2% to 1.5%
Dear Plumbing Engineer,
I am writing this letter to request a variance to the standard 2% slope of the plumbing waste line
(sanitary sewer) requirement. Due to a conflict in the elevation of the existing 6" sewer stub and
the recently installed storm line, there is insufficient elevation to maintain 2% fall in the 3" building
waste line. The new sanitary sewer line has been installed in accordance with the
permit/construction documents and has the standard/required 2% slope to the point of connection
of the plumbing waste line to sanitary sewer connection. The storm was installed per the
permit/construction documents and has been inspected, approved and backfilled. Upon potholing
the existing 6" sewer, it was found to be located perpendicular to and within 5' of the newly placed
storm line. To maintain fall of the 6" sewer and to clear the 8" storm, the new sewer line needed
to be routed over the top of storm pipe (the newly installed section of sewer line has been
inspected and covered as well). This loss of elevation raised the sewer tie in at the
building, resulting in a lack of elevation to obtain the necessary fall in the proposed building waste
line. It will be necessary to reduce the slope from 2% to 1.5%.
We are prepared to increase the size of the building waste line from 3" to 4" if deemed necessary
to maintain adequate flow.
Thank you for your consideration in this matter,
Sincerely,
Travis J. Falk
Project Manager
JUL I -'!, zu"iu
DEPT
LLJ
5%
Z/UJZJUU4+U/OUU
6
EXISTING
i,�APARTMENT
u BUILDING AT
PROPERTY LINE
A6
'5V �'/'7/D V""
,e,p
TAX NO
27032300407900
EMSTING OFFICE
i
NE CORNER WAVI
0.36 SOUTH, 0.66
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0 0
CITY OF EDMONDS
TRAFFIC IMPACT ANALYSIS
WORK SHEET
Name of Proposed Project: epp
Owner/Apolicant:
-JD I
Name
LK-NmWie
Street/Mailing Address
-12) e7L�L�\/ LJ IF,
city State zip
Telephone: qZ-!�:- - 87-1 - R-2-q--Z,
IVICO(APIP-h %qZ0
fet OIC44
Applicant Contact Person:
W
4�; 4r
b.s .
Name
- 5 ocxe Lo Aq
Street/Mailing Address
1E5C-LX-1UCAff- LAD V'111- q,�Wcf
city State zip
Telephone: qq-g -87--L�Awq-�,
Traffic Engineer who prepared the Trafflic Impact Analysis:
Firm Name
1. PROJECT DESCRIPTION
a. Street address (if known):
Contact Name
Telephone
b. Location: & b, UQ C-(D(ZJ,3 4�F r2- 6 V-, 15T14, ANj ff C-, I- fz:>,�J -rc:�o Z;T-
(Attach a vicinity map and site plan.)
c. Specify existing land use: —,=,t ;TVc>,::> (
VeV-�5+� ,
d. Specify proposed type and size of development: I-7ZS
e. When will the project begin construction and when will it be completed?
f. Define proposed access locations: �=Wu—
V M 04-- f= 0 1=
FSTWt�Ajw- 5
Vt*--
- C>�JLH C)Ff= OF7
t)^-1 MQ
V7LLLL-.
g. Define proposed sight distance at site egress locations: i eSA2-:r-
- cxb4b V�'-
Page I
0
0
2. TRIP GENERATION
a. Existing Site Trip Generation Table:
Land Use
Daily (ADT)
PM Peak -Hour Trips
IN OUT
84S - Gt�.-5
W I Cc�A VE D4(")C-JF-
-A'3- 26,&4
b. Proposed Project Trip Generation Table:
Land Use
Daily (ADT)
PM Peak -Hour Trips
IN OUT
CW2
c. Net New Project Trip Generation Table:
Land Use
Daily (ADT)
PM Peak -Hour Trips
IN OUT
ckk?, — 6qs
2 (a . & ct
d. State assumptions and methodology for internal, link -diverted or passby trips:
Page 2
3. TRIP DISTRIBUTION
Prepare and attach a graphic showing project trip distribution percentages and assigmnents.
4. SITE ACCESS ROADWAY/DRIVEWAYS AND SAFETY
a. Have sight distance requirements at egress location been met per AASHTO requirements?
b. Intersection Level of Service Analysis:,
Existing Conditions
LOS Delays
Year of Opening
LOS Delays
Five Years Beyond Change of Land Use
LOS . I Delays
(Intersections to be evaluated shall be determined by the City ofEdmonds Traffic Engineer.)
c. Describe channelization warrants:
(Attach stripingplan.)
d. Vehicle Storage/Queuing Analysis (calculate 50% and 95 % queuing lengths):
50% 95%
0 Existing Conditions
Year of Opening
Five Years Beyond
Change of Land Use
e. If appropriate, state stop sign and signal warrants:
f Summarize local accident history:
Page 3
0 0
5. TRAFFIC VOLUMES
a. Describe existing ADT and peak -hour counts, including turning movements, on street adjacent to and
directly impacted by the project.
b. Describe the estimated ADT and peak -hour counts, including turning movements, the year the project is
fully open (with and without project traffic).
c. Describe the estimated ADT and peak -hour counts, including turning movements, five years after the
project has been fully open (with and *ithout project traffic).
d. State annual background traffic growth factor and source:
6. LEVEL OF SERVICE ANALYSIS
Summarize Level of Service Analysis below and attach supporting LOS analysis documentation. Provide
the following documentation for each arterial street or arterial intersection impacted by ten or more peak -
hour trips. Other City -planned developments must also be factored into the LOS calculations.
Existin2 LOS:
Existing Condition:
Year of Openin2 LOS:
With Project:
Without Project:
Page 4
0
0
Five Years After Opening LOS:
With Project:
Without Project:
Note any assumptions/variations to standard analysis default values and justifications:
7. MITIGATION RECOMMENDATIONS
State recommended measures and fees required to mitigate project specific traffic impacts. Traffic impact
fee shall be calculated from the Edmonds Road Impact Fee Rate Study Table 4 (attached) and as identified
in ECDC 18.82.120, except as otherwise provided for independent fee calculations in ECDC 18.82.130.
SAENGR\DwTeMCity ProjectATIA Guidefines\TraflnipAnalyWork 9-04.&c Page 5
0 0
zzt
CD
CD
m
11
F=
>
DAYTON
,D
IWO SITE
LOGATION
MAPLE ST.
D--5' TE LOGATION
NTS QNJ
0 0
Page 1 of 1
McConnell, Jeanie
From: Ron C [rmc59@nwlink.com] /'dc,00
Sent: Tuesday, May 29, 2007 1:47 PM U
To: McConnell, Jeanie
Cc: tosborne@g-o.com; 'ron 177'
Subject: Bank of Washington Traffic Impact Analysis Review
Jeanie,
The review memo is attached. It is a good report. I have talked with Matt, asking to explain the
Table 5 trip mitigation fee calculation
He explained that he noticed ITE Trip Generation data being used in Chapter 18.82. He called
and asked Don Simms about it and
using the newer 7th Edition (now over 3 years old) information. He created Table 5 which
replicates the Edmonds Table 4 for mitigation rates and used the newer trip generation rates
and pass by in accord with the direction of Don Simms. Trip length and other features of the
mitigation table were left the same.
I used the 7th Edition rates in the early part of my report before getting to the mitigation table.
The point of the early portion of the report is that pass by would be subtracted from the gas
station to determine a total. That total would be subtracted from the bank total (reduced for
pass by) to determine a net change. The bank results in a reduction of area traffic. The other
suggestion to look at trip generation based on employees is just meant to do a reaffirmation if
there are questions; the trip generation based on employees could very well be less.
GTC used the bank PIVI Peak volume for the analysis which is conservative, using a higher
volume.
Please let me know if there are questions or more information would assist the process.
Please let me know that the report was received ....
Thanks
Ron Cameron
T rfl
5/30/2007
I It
r
; 007t
6t� � e��bvrxe, kc.
MEMORANDUM
TO:
JEANIE McCONNELL
FROM:
RON CAMERON, P.E.
DATE:
29 MAY 2007
SUBJECT:
REVIEW OF BANK OF WASHINGTON
G113SON TRAFFIC CONSULTANTS
TRAFFIC IMPACT ANALYSIS
CITY OF EDMONDS
SNOHOMISH COUNTY
G&O NUMBER: 07555
This,,Memorandum provides review comments of the Gibson Traffic Consultants Traffic
Impa ct Analysis of the Bank of Washington development that will replace the former gas
station/mini mart at the southwest comer of 5h Avenue South and Dayton Street. The
following Google Earth map shows the location enclosed in red.
Figure 1. Vicinity Map
0
E
The Gibson Traffic Consultants Study addresses each of the City of Edmonds eight
Traffic Impact Analysis Requirements (#E82 Development Engineering).
There are two minor items that could be used if there is substantial concern of the
development to reassure the LOS and impact analysis.
First, for trip generation of Drive -In Banks, identifying the number of bank employees
and using the ITE Trip Generation 7 th Edition to determine trip generation by the number
of employees (pages 1676-1684) will serve as a cross check on the trip generation by
floor area (pages 1685-1693). This could very well result in an even lower trip
generation of the bank, that is there would be less traffic generated based on the number
of employees since it is a relatively small bank, is in the center of downtown, and would
is more conducive to pedestrian traffic.
Second, pass by traffic for both the gas station and the bank should be used in
determining the total net change in traffic. In determining the net trip generation, the Gas
Station with mini Mart traffic (1,302 daily trips) is subtracted from the Drive in Bank
679.69 trips yielding-631 trips (the new bank will generate 631 fewer trips than gas
station mini mart did). Then, 414 pass by trips are subtracted from the 631 and new total
of -217 daily trips are shown. These are shown in Table 4. The development trip
generation has two different components, the new trip generation which will occur at the
driveways, the total for the ITE trip rates. The new street trips are the new development's
traffic — the amount of new street traffic which is the new trip generation reduced by the
amount of traffic that is already on the street, pass by traffic. This identifies how much
less traffic will be generated resulting from the change in use. It should be calculated
using the pass by reduction of 56% (Table 5.30 ITE Trip Generation Handbook) applied
to the gas station mini mart as well as 47% (Table 5.20) for the drive in bank.
The Trip Generation paragraph on page 3 of the report identifies that capacity analysis is
made for 356 daily and 66 PM Peak trips. Table 5.20 of the ITE Trip Generation
Handbook identifies 47% as the pass by average for drive in Banks which would reduce
the 679.69 daily trips to 360 new daily trips and 66 new pin peak trips. The capacity
analysis had been conducted using 66 new trips. These are conservative in that, the
former gas station and mini mart generated more traffic than the bank will, and there will
be a reduction in area traffic resulting from the change.
The GTC study is straight forward in analyzing and reporting each of the analysis
requirements: access, site description and vicinity (project description), trip distribution,
traffic volumes including growth projections and project traffic, level-o-service analysis,
and mitigations.
Chapter 18.82.040 identifies the mitigation rate for drive in banks at $10.03 per square
foot in paragraph BB. The 2,725 square feet drive in bank would have a traffic
mitigation of $27,33 1. An 8 pump convenience store gas station would be $2,545.26 per
pump, $20,362.08 and would result in mitigations of $6,969. However, the Chapter
18.82 information is based on the 6 1h Edition of the ITE Trip Generation and not the
7th Edition. The Trip Generation is continually updated with findings of additional
studies and the figures revised.
Matt Palmer, author of the analysis and report, reviewed the change from the 6 Ih to the 7'h
Edition with Don Simms who provided the direction to use the newer 7 th Edition ITE data
which would update the mitigations of 18.82. Table 5 of the report provides this analysis
in accord with Don Simms, the newer ITE trip rates are used as well as pass by rates in
calculating the Bank of Washington trip mitigations. Please note, that I used the newer
rates in the opening of this report which is common practice, to use the latest Trip
Generation edition information. The $4,641.33 identified in the report is consistent with
the ITE traffic findings and methodology of the Edmonds Impact process.
Yessage Page I of 2
Graf, Jeannine
From: Bowman, Duane
Sent: Tuesday, August 15, 2006 2:33 PM
To: Graf, Jeannine
Subject: FW: RE: ARCO CLEANUP
Jeannine,,
FYI
Duane Bowman
Development Services Director
425 771-0220 FAX 425 771-0221
----- Original Message -----
From: Ron Wambolt [mailto:rrwambolt@msn.com]
Sent: Tuesday, August 15, 2006 2:29 PM
To: Bowman, Duane
Subject: Fw: RE: ARCO CLEANUP
----- Original Message -----
From: rrqregg(a)-comcast. net
To: Ron Wambolt
Sent: Tuesday, August 15, 2006 10:25 AM
Subject: FW: RE: ARCO CLEANUP
Ron,
My consultant just finished meeting with Ecology and filed the
enclosed report. ALL: of this information is part of the public record
so tomorrow (when I am back in my office) I will send you all of
the analysis I have paid to have done on the Delta environmental
reports that up till now I was concerned were confidential.
IT-171
-------------- Forwarded Message: --------------
From: "Carla Brock" <cbrock@farallonconsulting.com>
To: <rrgregg@comcast.net>
Subject: RE: ARCO CLEANUP
Date: Tue, 15 Aug 2006 16:27:49 +0000
Hi Bob:
8/15/2006
,Message if Page 2 of 2
I just finished the file review at Ecology and here is what I found...
These documents are all in the file, which is public record:
Delta Environmental, March 7, 2006, Subsurface Investigation Report
Delta Environmental, February 22, 2006, Groundwater Monitoring Report, Third and
Fourth Quarters of 2005
Delta Environmental, August 11, 2005, Drainage Water Monitoring Report (footing drain
discharge monitoring)
Delta Environmental, August 10, 2005, Groundwater Monitoring Report, First and
Second Quarters of 2005
Delta Environmental, February 8, 2005, Drainage Water Monitoring Report, Third and
Fourth Quarters of 2004
Delta Environmental, August 16, 2004, Drainage Water Monitoring Report, First and
Second Quarters of 2004
Delta Environmental, August 10, 2004, Subsurface Investigation Report
Pacific Environmental Group, November 13,1995, Soil Sampling
Pacific Environmental Group, May 13,1994, Environmental Assessment, Stage 11 Vapor
Recovery Installation
November 30,1999, Letter from Ecology to Delta Environmental indicating that because
soil contains concentrations of GRO and BTEX exceeding the MTCA Method A cleanup
levels, further action is necessary
September 28, 1999, Letter from Delta Environmental to Ecology requesting review of
documents and NFA determination
September 9, 1998, Letter to Ecology from Delta Environmental indicating that cleanup
at the site is ongoing and all copies of interim reports have been submitted
Updated VCP Application, October 25, 2005, with Atlantic Ritchfield as the applicant,
signed by Scoff Hooten
Original VCP Application, 1995
I have requested copies of both of the 2006 reports, neither of which we have copies of
yet. The March 7, 2006 Subsurface Investigation Report documented the installation of
two additional monitoring wells at the Site in December 2006. The wells were installed
on that little piece of property that juts out to the west and are near the western property
line. The results of groundwater samples collected from those wells (named MW-5 and
MW-6) detected concentrations of gasoline -range organics at 81,900 micrograms per
liter and 9,890 micrograms per liter. That is really high, we expect to see free -phase
gasoline when the concentrations are above 20,000 micrograms per liter, so it wouldn't
surprise me at all if there is gasoline floating on groundwater at the site. And since the
wells are so close to the property line, and groundwater flo w is to the southwest, it is
very likely that n ot only the dissolved -phase plume of gasoline has migrated onto other
property, but also that the free -phase gasoline is present on other properties. Active
remediation is required anytime that free -phase gasoline is present. I will forward you
copies of the 2006 reports as soon as I get them ... it usually takes a week or so.
Let me know if you have any questions about any of thisl
Thanks,
Carla
8/15/2006
G , i -
'-7, -C- ET F ILE
LETMR OF TRANSMMAL
Date: November 17, 1992
To: Dave Taylor
18215 72nd Ave. S.
Kent WA 98032
Subject: Critical Areas Checkli'st
Transmitting:
For your information: X
As you requested:
For your file:
Comment and return:
Note attachments:
Comments:
Arco
P.O. Box 2570
Los Angeles CA 90051
Planning Division
Di-ane Cunn-ingham, Planni,nq Secretary
RECEIVED
NOV 1 7 1992
PERMIT COUNTER
/ago 1941zl
Ciq of Edmonds
Critical Areas Checklist
The Critical Areas Checklist co ntained on
this form is to be filled Out by any person
preparing a lbe'vel-o'p'ment Permit
Application for the City of Edmonds prior
to his/her submittal of a development permit
to the City.
The purpose of the Checklist is to enable
City staff to determine whether any potential
Critical Areas are or may be present on the
subject Property. The information needed to
complete the Checklist should be easily
available from observations of the site or
data available at City Hall (Critical Areas
inventories, maps, or soil surveys).
An applicant, or his/her representative, must
fill Out the checklist, sign and date it, and
submit it to the City. The City will review
the checklist, make a precursory site visit,
and make a determination of the subsequent
steps necessary to complete a development
permit application.
With a signed copy of this form, the
applicant should also submit a vicinity map
of the parcel with enough detail that City
staff can find and identify the subject
Parcel(s). In addition, the applicant is
encouraged to include, any other pertinent
information or studies in conjunction with
this Checklist to assist staff in completing
their preliminary assessment of the site.
I have completed the attached Critical Area Checklist and attest that the answers provided are
factual, to the best of my knowledge (fill out the appropriate column be I low).
Owner / Applicant:
A P
Name
Title
P-0. tx))< -Zg7o
Street Address
1, -- - A��.�A loo5 I
City, State, ZIP Phone
Signature Date
Applicant Representative:
ID4& -TA-*/.-0K.
Name
Title
/a v 7- r)
Street Address
�*� I WA 76orz
City, State, ZIP Phone
9Signatur7�
S-E ��:ET FILE 0
Site Information
Project Name:
Site Location:
Critical Areas Checklist
AHIrm Permit -Number
-:�a 7, - 57 t' Z Property Tax Account Number:
Approximate Site Size (acres or square feet):
Have you filled out a Critical Areas Checklist for a project on this site before?
General Site Conditions
--� C
1. Has'the site been cleared or logged? Date of most recent action:A /A
Soils / Topography upmw
.4 L "
&UP40N." �C-0014:1;1
2. In the Snohomish County Soil Survey, what is the mapped soil type(s)? -Y ro a 7, s tcpom
S32r7'0X1 -077-oo
3. Describe the general site topography. Check all that apply.
Ylat-- less than 5 feet elevation change over entire site -
Rolling: slopes on site generally less than 15% (a vertical rise of 10 feet over a
horizontal distance of 66 feet.)
Hilly: slopes present on site of more than 15% and less than 30% ( a vertical rise
of 10 feet of horizontal distance.)
Steep: grades of gre;ater than 30% present on site.
Comments
Hydrology/Vegetation
4. Site contains ar eas of year-round standing water: f4 0
5. Site contains areas of seasonal standing water: JA 0 —Approx. Depth:
6. Site is in the floodway floodplain W 0 of a water course.
7. Site contains -a creek or an area where water flows across the grounds surface? flows
are year-round? Flows are seasonal?
8. Site is primarily: forested meadow s 50MC mixed
shrub
9. Obvious wetland is present on site: A0
10. Wetland inventory or map indicates wetland,present on site: 1410
11. Critical Areas inventory or map i ndicates any Critical Area on site: 14 0
TO
SUBJECT
I
AT
-DUPLICATE sIGNED
DATE SIGNED
E e4S469 SEND PARTS 1 AND 3.WITH CARBON INTACf. -
PART 3 WILL BE RETURNED WITH REPLY.
POLY PAK (50 SETS) 4P 469
DETACH AND FILE FOR FOLLOW-UP
IE
CITY OF EDMOMME-3
200 DAYTON ST. - EDMONDS. WASHINGTON 98020 - (206) 775-2525
DEPARTMENT OF PUBLIC WORKS
Mr. Robert Shaffer
Atlantic Richfield Company
8450 7th Southwest
Seattle, Washington 98106
Dear Mr. Shaffer:
o ��
May 2a, 1981
HARVE H. HARRISON
MAYOR
SUBJECT: DRAINAGE AT ARCO STATION -: 202 5TH AVE. S.- EDM.
The approved drainage plan for the recent building permit
at the subject address calls for an asphalt berm that has not
yet been installed. A copy of a portion of the plan is attached.
The catch basin and 8" connection pipe has been installed and
approved. To direct the runoff to the basin, however, the
asphalt berm is still needed.
The neighboring property owner to the west of the rear
driveway is claiming that damage is occurring to his prop ' erty
due to runoff which would be controlled by the berm. Even though
you have,one year from the issuance of the building permit to
ins . tall �he facilities, we are urging you to complete this
relatively minor part of this project as soon as possible.
If you have any questions regarding this matter, please
contact Bob Franklin at 771-3202, extension 282.
Sincerely,
bE E. A P E.
yy 7Enaineer
0
RRF: j ky
cc: Building Department
T.
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F11LE
HEARING ON COMPLAINT REGARDING 24-HOUR CONVENIENCE STORE IN DOWNTOWN EDMONDS
At the March 17, 1981-Council meeting Ward Phillips had described the problems the
neighbors of the..Ar.co:Mini*-Mar:t were experiencing. The complaints were regarding
noise from the compressor, glare from the lighting on the building, lack of a public
restroom, and alleged police complaints. The Planning Department had contacted
Robert Shaffer, the Arco District Manager, who expressed his intent to resolve the
problems. He said a restroom facility is being opened to the public, Arco is exploring
screening for the lights, and some work had been done to the compressor, reducing the
noise level by ten decibels. This was still unsatisfactory for the residential units
to the west, and Arco's intent was to silence or relocate the unit. The Police
Department had not received any complaints or reports of problems at this location.
Planning Director Mary Lou Block reviewed the situation and noted that since this
area is zoned BC, there is no limitation on hours of operation. She noted that a
revision to the Code could establish specific operating hours in the BC zone as was
done for the BN zone, but numerous restaurants in the downtown area currently are
open until 2:00 a.m. The hearing was opened to the public.
Jim Forden, manager of the Arco Mini -Mart, said Mr. Shaffer had called him this date
from Yakima to say he could not be present at this hearing, but that Arco will do
whatever is necessary to decrease the noise level and the lighting to a satisfactory
level. Mr. Forden said 1/3 of the lights on the canopy are turned off from 10:00 p.m.
to 6:00 a.m. because of a complaint he had received from Nick Spanovic, but he said
Mr. Spanovic was the only person who had spoken to him about the lights. Mr. Forden
said Arco will relocate or insulate the compressor. He took exception to a comment
that the mini -mart had become a hangout for kids, and he said he would do what he
could to be a good neighbor.
Peg Hardesty, 757 Sprague, questioned whether this could become a problem with the
store selling beer and wine in the summertime, considering the City's beach problems.
Jim Musser, one of the owners of Old Milltown, read a letter of objection to the
mini -mart, saying the neon lights and distasteful color scheme are unsightly to the
guests at the Old Milltown Restaurant and to anyone entering downtown Edmonds; that
the Old Milltown bathrooms have had increased vandalism because the mini -mart customers
are directed there; and that the mini -mart appears to have become a "hangout" in
Edmonds, which has posed a serious security problem for the Old Milltown tenants. He
asked that the mini -mart cease business at 2:00 a.m.
W. J. Ashley -Cole, owner of the apartments next to the mini -mart said he had experienced
very good rapport with the manager of the mini -mart, but the noise from the compressor
had not been decreased adequately, and he asked that it be silenced.
Linda Perry, one of Mr. Ashley-Cole's tenants, said she had discussed this problem
with the Planning Director and had been assured something would be done about it.
She described the compressor as sounding like a jackhammer and said it runs 24 hours.
Her front door opens to the compressor and her bedroom window is on the south side
and she gets the bright lights. She had purchased blackout shades but said that did
not keep out the light. She also said she had to clean up bottles and cans which
originate at the mini -mart.
Ward Phillips, residing at 522 Dayton St., immediately adjoining the mini -mart, said
he also owns property 150' away --the caboose and the warehouse --and he considered the
mini -mart to be a "garbage can" to downtown Edmonds. He said it does not have a
final occupancy permit and he thought it should be closed right then. He said the
people living next to it are suffering at the hands of Arco and that the City should
use its authority to stand up to Arco. He thought Arco should be required to put in
men's and women's restrooms, that the lights and noise should be eliminated, and that
landscaping should be required. He said when he did Milltown he had offered to redo
the Arco station and landscape it at his own expense, but Arco had refused the offer
because the City did not require it. He said what you can contribute is what is
important, not what you can get, and that Arco is not contributing anything. He
spoke of the encouragement to keep the residential character in the downtown area.
He noted that Mr. Forden is out every morning picking up the area, even if he doesn't
own it. He concluded that he had invested in this City and he cares about it, but
that he is frustrated about this situation. Regarding landscaping, Ms. Block stated
that the ADB had decided not to make them landscape, the area surrounding the building
already being asphalted, and in consideration of their removal of a large pole sign.
EDMONDS CITY COUNCIL MINUTES
Page 3 - April 7, 1981
Jane Cunningham, 1030 Grandview, said she had spent two years and $1,000 on a similar
noise problem in her neighborhood, and the noise and vibration from the compressor
are very bad. She said it is nice when there is a power outage because then she can
go out her front door and it is quiet. No one else wished to speak, and the hearing
was closed.
Councilwoman Allen thought this was an administrative problem and could be handled by
the administration, and she did not understand why it had existed for three months.
She thought if they tried to change the requirements of the BC zone they would have
problems with other people. She did not want to do anything about lighting restric-
tions because that could affect the playfield where they need to have lights. She
did not think the Council should take action on this.
Councilwoman Jaech noted that one of the main concerns was the lack of a restroom
facility and it appeared that would be addressed. She asked about the landscaping
and Ms. Block said the City had recommended it, but the ADB had not required it.
MOTION: COUNCILWOMAN JAECH MOVED, SECONDED BY COUNCILWOMAN ALLEN, THAT A REPORT BE PROVIDED
AT THE APRIL 21, 1981 MEETING INDICATING WHAT WILL BE DONE ABOUT THE LIGHTING, WHEN
THE RESTROOMS WILL BE COMPLETED, AND HOW MANY THERE WILL BE. Mayor Harrison agreed
that a good deal of this was administrative, and he thought the City could interpret
that this is a service station and require two restrooms, and he said if it is within
his power he will make that determination. Ms. Block said there is no State require-
ment for restrooms and the City would have to amend its ordinance to require rest -
rooms. Councilman Kasper noted that a Conditional Use Permit is required in the BN
zone but not in the BC, and that the major change here was to eliminate the grease
racks and install the grocery section. He noted that a lot of things have changed in
the downtown area, one of which is that the Code does not allow anymore apartments
downtown in a joint use with commercial use, and a lot of things have moved away
from the residential character of the City. He said Mr. Phillips' concern was that
Arco was not responding quickly, which puts the City in the position of enforcement.
City Attorney Wayne Tanaka said there is the noise ordinance and compliance with the
City Code regarding lights, but his office's policy had been not to do a criminal
citation if a person is trying to remedy a situation. Councilman Gould said he was
also concerned about the man trying to make a business there, as well as the people
who are suffering from it. Ms. Block indicated that the first decibel reading was
70-79 and with the insulation the reading was reduced to 69, but the requirement in a
commercial area is 60 and there is no requirement to reduce that at night (in a
residential area it would be 10 less at night). She said the Planning Department had
recommended to them that they get some outside help to correct the problem as what
they had done had not corrected it enough. Mr. Fordon was asked about turning the
compressor off at night, and he said the milk and meat products would be affected,
but he did not know by how much. He added that 1/3 of the lights on the south side
have been turned off, but he did not know if there was a difference, and he did not
know what had transpired with Arco. THE MOTION THEN CARRIED. Councilman Gould added
that he was serious about enforcing the ordinances of the City, and that if the law
is not followed the City should pursue it --whether the lawbreaker is big or small.
SIX-MONTH REVIEW OF CITY NEWSLETTER
Bonnie Morin, Newsletter Editor, reported that she had received 188 responses to the
recent public opinion poll taken regarding the newsletter. She said that is a good
response statistically (1%-2% being considered good). Of the responses, 86% were
favorable and indicated they wished to continue receiving the newsletter. Many of
the people opposed to the newsletter were opposed to the cost and there were comments
that the news is old by the time it appears in the newsletter. Ms. Morin thought
some of the critical comments were valid, and she is trying to make the news more
timely and will attempt d ' ifferent approaches on items which have already appeared in
the media. She received some comments that even if the material had appeared in
local newspapers it might have been missed. She is striving for an earlier publica-
tion date, five to seven days before the first of each month. She presented the cost
breakdown for 1981, including the increase in postal rates, which will total $20,405.74.
and which she noted will average $1.78 per household for the year, or 15d per month.
Lloyd Ostrom, representing the Edmonds Concerned Citizens Council, said that body
thinks this is a good effort, but they had not expected the newsletter to be a
EDMONDS CITY COUNCIL MINUTES
Page 4 - April 7, 1981
community events document or a newspaper, but rather more of advanced notice of
things to come. They feel the kind of issues which should be given good coverage are
those coming up several months in the future, such as the Highway 99 study --who is
doing it, where they can get information on it, the final outcome of it. He said if
the City can spend the money on it they would like to see it continued, but it can be
improved.
Fred Ross, 1060 Daley, a long-time newspaper person, said he thought Ms. Morin is
doing a fine professional job, but that he had not seen anything in the newsletter
that he had not already read in the ' Western Sun or the Enterprise. He thought the
newsletter a waste of money and unnecessary.
Councilman Gould said the newsletter was created purposely to answer a need in the
City and he thought it too early to decide whether it should be continued. He agreed
that attempts must be made to make it more effective. Councilman Kasper said he also
could not support it if it is not improved, as it now is repetitious. He noted that
the Council agenda changes very much, so he thought the only justification would
would be to do major features on major problems.
DISCUSSION ON PROCEDURE OF APPEALS TO COUNCIL FROM HEARING EXAMINER
City Attorney Wayne Tanaka reviewed the written material he had provided the Council,
and said the Council must give reasons for their decisions, especially in the cases
of variances. He said they should go through the variance criteria and make their
findings. He introduced James Driscoll, the Hearing Examiner. Mr. Driscoll said the
important thing is to be familiar with the authority of the Hearing Examiner and of
the City Council which is set forth in the Community Development Code. He noted that
the Council would only hear variances if they were appealed, and he said if they read
his decision and the basis for it and compare those to what is required in the Code,
they will be going on the record, and hopefully he is capturing the most important
parts of the record in his findings and conclusions, and is putting them in his
decisions. There had not yet been an appeal. He noted that the elements of the
criteria are set forth in State law, and they are very strict criteria and all must
be met in one manner or another. In answer to a question from the audience, Council-
man Gould said that when the Council hears an appeal they will start from the beginning
and it will not be only on the record. This was determined when the Community Develop-
ment Code was adopted.
PROGRESS REPORT ON NEW LIBRARY
Parks and Recreation Director Jim Jessel provided a breakdown of associated costs and
discussed the exterior finish of the building. He had taken the Council on a view
trip the past weekend to examine concrete block buildings and he now displayed samples
of blocks. He then discussed the guidelines to be followed to assure that concrete
block exterior walls are maintenance effective. Councilman Kasper said this probably
will be the top building the City will ever build, and he was not convinced that the
maintenance of such a building in that location was not a gamble over a long period
of time. He said the price differential between block or structural concrete is nil,
but Arai/Jackson thinks concrete blocks can meet the maintenance needs, and he was
doubtful. Councilman Gould said he had confidence in the fact that the building
could be done beautifully and satisfactorily, and this was no different from sealing
a brick chimney on a house --if it is done right there will be no problem. Public
Works Director Fred Herzberg added that the joints on this are designed not to
collect water, and Arai/Jackson feels they have provided a structure in keeping with
the site, the neighborhood, and the program, and that the City would get a second-
best structure if it went with something other than the small concrete block. For
MOTION: clarification, COUNCILMAN GOULD MOVED, SECONDED BY COUNCILWOMAN ALLEN, THAT THE TEAM
Amended IN CHARGE OF THE LIBRARY PROCEED ON THE BASIS OF USING 4" X 16" CONCRETE BLOCKS IN
THE COLOR SHOWN, WITH RAKED JOINTS AS DESCRIBED. COUNCILMAN KASPER AMENDED THE
MOTION THAT THIS BE TAKEN BEFORE THE ARCHITECTURAL DESIGN BOARD WITHIN THE NEXT SEVEN
DAYS EVEN IF IT REQUIRES A SPECIAL MEETING, AND THAT THE ACCEPTANCE BE DEPENDENT UPON
THE CONCURRENCE OF THE ARCHITECTURAL DESIGN BOARD. THE AMENDMENT WAS ACCEPTABLE TO
THE MAKER OF THE MOTION AND THE SECOND. THE MOTION CARRIED, AS AMENDED.
EDMONDS CITY COUNCIL MINUTES
Page 5 - April 7, 1981
% I ft
PROPOSED VACATION OF PORTION OF 8TH AVE. N. (APPRAISAL AND SCHROEDER PROPOSAL)
Councilman Kasper left the Council Chambers during this discussion. Donald Schroeder
of 528 8th Ave. N. had responded to the most recent appraisal which was obtained
because Mr. Schroeder thought the previous one was too high. The gist of Mr. Schroeder's
letter was that he would be willing to pay $500 for the vacated portion of the street
abutting his property, taking into consideration the storTn sewer Mr. Kasper and he
will be installing. City Attorney Wayne Tanaka said something like what was asked
MOTION: here had never come up before on street vacations. COUNCILWOMAN ALLEN MOVED, SECONDED
Withdrawn BY COUNCILMAN NORDQUIST, THAT MR. SCHROEDER AND MR. KASPER BE GRANTED CREDIT FOR THE
STORM SEWER THEY WILL INSTALL IN THE AMOUNT OF ONE-HALF THE COST TO EACH, AND THAT
THE PORTION OF THE VACATED STREET ABUTTING MR. KASPER'S PARCELS A AND B REVERT BACK
TO HIM AT NO COST SINCE THEY ORIGINALLY WERE DEEDED TO THE CITY BY MR. KASPER.
Councilwoman Allen said she could not agree to granting credit for easements, as
suggested by Mr. Schroeder in his letter, as everyone has to have some kind of
easement through their property, but if the storm sewer will cost as much as $1,200
she could see granting credit for one-half of that. This was discussed at length,
but problems could be seen. THE MOTION AND THE SECOND WERE WITHDRAWN. Councilman
Gould thought the street should be vacated and the lower of the two appraisals should
be charged so the parties involved would be treated just the same as anyone else has
MOTION: been treated. COUNCILMAN GOULD MOVED, SECONDED BY COUNCILMAN NORDQUIST, THAT THE
CITY ATTORNEY BE INSTRUCTED TO DRAFT AN ORDINANCE TO VACATE THIS STREET AT THE PRICE
SHOWN ON THE HARRIS APPRAISAL, EXCEPT THAT LOTS A AND B WILL BE AT NO COST TO THE
ABUTTING PROPERTY OWNER BECAUSE THEY WILL BE RETURNED TO THE ORIGINAL PROPERTY OWNERS,
WHICH IS CONSISTENT WITH THE CITY'S POLICY. MOTION CARRIED, WITH COUNCILWOMAN ALLEN
VOTING NO. Councilman Kasper returned following this discussion.
COUNCIL
Council President Allen advised that the Mayor and she had enrolled in a negotiations
seminar, and also that the Mayor will be attending a negotiations workshop in San
Francisco May 11-13, 1981.
Council President Allen advised that the Mayor, the Finance Director, and she would
be attending the AWC convention.
Regarding the question of moving the utility billing clerks to the Finance Department,
Council President Allen said she had talked to people in both departments and there
are some real problems, so she felt no move should be made at this point. COUNCIL -
MOTION: WOMAN ALLEN MOVED, SECONDED BY COUNCILMAN NORDQUIST, THAT THE FINANCE DIRECTOR AND
THE PUBLIC WORKS DIRECTOR BRING A PROPOSAL TO THE COUNCIL NEXT WEEK FOR HIRING A
CONSULTANT FOR NO LONGER THAN TWO MONTHS, WHO IS BOTH AN ACCOUNTANT AND IS FAMILIAR
WITH DATA PROCESSING, TO WORK WITH THE UTILITY BILLING PEOPLE TO GET THAT FUNCTION ON
LINE WITH THE COMPUTER TO RESOLVE THE CURRENT PROBLEMS. Councilwoman Allen said she
thought a third party could resolve the problems. MOTION CARRIED.
Council President Allen suggested that the Council have a dinner next week at 6:00 p.m.,
prior to the Committee meeting, in honor of the retiring Council Secretary. The
Council will be advised of the location, and official notices will be made.
There was no further business to come before the Council, and the meeting adjourned
at 10:25 p.m.
EDMONDS CITY COUNCIL MINUTES
Page 6-- April 7, 1981
�_,ULETb` FILE
WITH THE MODIFICATION THAT THE WORD "SHOULD" BE CHANGED TO "SHALL" IN THOSE RECOM-
MENDATIONS NUMBERED 1, 2, 3, 5, 6, 7, 8, 9, 11, 12, 13, AND 14. MOTION CARRIED.
Councilman Naughten commented that he had never seen a review done more comprehen-
sively than is being done through the Hearing Examiner process. He said this Hearing
Examiner Report was a professional document the likes of which he had never seen
before and that it was a testimonial to the Hearing Examiner process.
REPORT ON LIGHTING, NOISE, AND RESTROOMS AT CONVENIENCE STORE�AT 5tHIAND DAYTON
Associate Planner Duane Bowman reported that the ADB had met the previous day and
passed a motion that the generator be relocated to the northeast corner of the
building behind the wing wall with the 24-hour sign, and that it be screened and
fully enclosed and a sound block be put on top of it. They approved the valance
around the lights and required that a dimmer be placed on the lights from 10:00 p.m.
to 7:00 a.m. Mr. Bowman said that had been checked the previous evening and it did
make a big difference. He said Ward Phillips had indicated that the valance corrected
the situation of lights shining into the restaurant, and that Arco is in the process
of relocati.ng the generator and an acoustical engineer is working on a sound block
for it. The restroom had not been included in the ADB motion, but Mayor Harrison
said it had been agreed that the door to the restroom would be opened. Councilwoman
Allen observed that they were going out of their way to be cooperative because there
is nothing in the Code that requires that they have a restroom.
Jim Fordon, manager of the Arco Mini -Mart, stated that in many of the comments made
on this at the Council meeting and in the press it appeared that the merchants and
the community were upset, but there were only two people who complained. He said the
merchants at Old Milltown had given him support and he was unaware of the light
problem at the apartment house until the night of the Council meeting. He observed
that these problems could have been resolved if the people had talked to him.
PROGRESS REPORT ON NEW LIBRARY
Parks and Recreation Director Jim Jessel reported that the ADB had discussed the
exterior of the new library and had approved 4"x 16" block units with raked joints.
The overall design will be discussed at their May meeting. He said the specifications
are about ready to be finalized and on or about May 15 the team will meet to make the
determinations. One question regarding furniture was whether it should be ordered
soon and then get it stored or wait until the building is 90% finished and put in the
order. He had discussed this with some local merchants who indicated that all the
interior furnishings could be ordered now and they would store them at no charge
until they are ready for installation. It was noted that the Library Board was
concerned about setting priorities for spending "extra" funds, and Mr. Jessel said
there are no "extra" funds, everything is in the base bid or the bid alternates.
Librarian Kathy Turner said the interior decorator is expected to have her suggestions
to the Library Board at about the same time as the bids are awarded, and the Library
Board will start its fund-raising efforts in October. Regarding the 1% for arts
proposals, Mr. Jessel said a prospectus had been prepared asking for proposals and
indicating that numerous places on the site would be appropriate. Arai/Jackson had
done a comprehensive study on where to locate art pieces, and Mr. Jessel was hopeful
of having two or three pieces instead of one. Library Board member Don Schroeder
stated that usually the building is up before the artist does the artwork, and he
thought it in the best interest of the City to wait until then as it is helpful to
the artist to see the building instead of only blueprints of it.
NEGOTIATIONS DISCUSSION
City Attorney Doug Albright stated that negotiations generally get underway in late
May or early June. The Police and Fire units are covered by the binding arbitration
statute, but if negotiations reach an impasse arbitration most likely would not occur
until at least November. The Service Employees International Union (SEIU) does not
yet have a contract, but that unit should be certified soon and they will be pressing
for a contract. Mr. Albright said the immediate action is to formulate the City
policy and negotiations team and be prepared to present the City's case to the
bargaining units. Mayor Harrison noted that the meeting scheduled the previous week
with the law enforcement unit had been cancelled in light of the letter sent by the
Council President. Council President Allen asked if an Executive Session would be
EDMONDS CITY COUNCIL MINUTES
Page 6 - April 21, 1981
FILE 40
HARVE H. HARRISON
COTY OF
200 DAYTON ST. - EDMONDS, WASHINGTON 98020 - (206) 17!� 2":`, MAYOR
DEPARTMENT OF PUBLIC WORKS
March 16, 1981
Dear Resident:
On February 17, 1981, the Edmonds City Council passed
Resolution 488 for construction, reconstruction and 'repair
of deteriorated sidewalks. A Public hearing will be held
in the Council Chambers at the'Civic Center on April 21,1981
at 7:30 P.M. You are invited to attend this hearing for
discussing repair of portions of deteriorated sidewalk /
abutting your property. The improvement of sidewalks in
need of repair at the expense of the abutting property
owner is provided by City Ordinance, Chapter 7.20 and
Revised Code of Washington, Chapter 35.68.
The areas needing repair have heen marked in paint on
the sidewalk adjoining your pronerty. Reconstruction and
repair of these sidewalks must be completed on or before
September 1, 1981. In the event improvements are not
completed within the above specified time, the City will
perform and complete the improvements at the expense oE the
abutting property owner.
This action is in response to many citizen requests
and pedestrian falling accidents which have been increasing
in recent years as a result of sidewalk deterioration and
increased pedestrian traffic.
Sincerely,
FRED F. HERZBERG
Director of Public Works
SEATTLE-FIRSTNATIONAL BANK
DOUGLAS G. ROGERS
Assistant Vice President
FILE
November 17, 1980
City of Edmonds Civic Center
250 Fifth Avenue North
Edmonds, Washington 98020
Attention: Mr. Jim Adams
Gentlemen:
BALLARD BRANCH
Re: Edmonds File: Arco
202 - 5th Street
Developer: Davis Construction
Proposed Project: Mini Market
Remodel
Loan No.: Commitment - Not
Numbered
With reference to the above identified matter, this will certify
that this institution has a savings actount (or loan) for the
above referenced developer for project so identified. In
consideration of the permitted development of the property, and
in lieu of a performance bond, this institution hereby agrees
that it will freeze the following sum of money for the required
improvements pending written authorization by the City of Edmonds.
Improvements required per City codes and requirements established
by the City Engineer, City Planner, Planning Commission and City
Council.
TOTAL: $884.40
The total sum just indicated will be withheld by this institution
from any disbursements of any kind until written authorization has
been received by the institution from the City of Edmonds to
release the sum of money indicated by the written authorization
from the City.
The design, location, materials, and other specifications for the
indicated improvements are those required by the City of Edmonds
as appear in the above referenced Edmonds file.
A
2UIO NUH I I IWLS I MAHKL I �; I I it-[. I/ SLA I ILL. WASH ING I UN 98101 ILLI 111 ION C- (206) 583-3663
W.
City of Edmonds Civic Center
Edmonds, Washington
- 2 -
November 17, 1980
In the event the developer fails to complete the indicated
improvements within two months, the City of Edmonds may demand that
the improvements be installed or completed immediately to City
standards and the balance of the frozen funds be utilized for
said installation or completion of improvements.
It is expressly agreed that any funds maintained in this account
shall be released to the City of Edmonds upon demand being made by
said City.
DGR: cap
Agreed to and Approved:
/B/�ft'et",and Title
Si cerely,
Dougl s G. Rogers
Assistant Vice President
FILELLD.YD'V. DAVIS
PAII�HAEL J. DAVIS oavij eo"i teacamy ea
6425- 212TH STREET SOUTHWEST
LYNNWOOD, WASHINGTON 98036
775-9491 LYNNWOOD - 7133-5959 SEATTLE
November 14, 1980
CITY OF EDMONDS
200 Dayton
Edmonds WA 98020
REt 202 5th. Arco Minimarket Conversion
ATTNt J. E. Adams
RES. 321-6494
WHIDaEy ISLAND
RES. 321-1250
WHIDBE� 15'--ND
Following is our cost breakdown to furnish and install (1) CB15
catch basin and approximately 14LF of 8" rubber gasket concrete
pipe including fittings and turn downt
CB 15 $ 97.00
Riser 38,00
Frame & grate 117-13
14LF of 8" concrete RG pipe @ $1.90/LP 26.6o
(2) 1/8 bends @ $19.84 39.68
(1) Tee @ $17-59 17-59
4 hour minimum case 480 hoe @ $39-50 158-00
8 hrs labor @ t22.00 176.00
670.00
20% OH & Profit 134.00
$ 804.00
10% marrin per ordinance 80.4o
DAVIS NSTRITCTION COMPANY
R. M. Ga gh r
rmg/r
.40
r
Z.
FI OPY
NEMO TO:
FROM:
SUBJECT:
FILE
October 28, 1980
Architectural:Design.Board
Engineering Division
COM11ENTS FOR NOVEMBER, 1980 A.D.B. MEETING
The Engineering Division has the following comments on the hearings
to come before the Architectural Design Board:
CONSENT AGENDA,
ADB-76-80 SUSAN ARBURY - Review of signs for child care center at
7802 196th St. S.W.
Engineering has no objections to this item.
ADB-78-80 BARCLAY-SHELTON DANCE CENTER - Review of signs for dance
center at 413 Bell Street
Engineering has no comment on this item.
ADB-69-80 ATLANTIC - RICHFIELD - Review of monument sign.and land-
scaping for existing ARCO station at 202:-:5th*�Ave"..-S....,
A Street Use Permit is required for this sign.
ADB-84-80 GREATER SEATTLE INVESTMENT - Review of existing signs for
(1) "The Town Shop" at 406 Main Street and (2) "The Scan-
dinavian Shop" at 402 Main Street
Street Use Permits are required for both of the signs.
ADB-71-80 R. L. HALE - Review of site landscape plan for triplex
at 528 'Dayton Street.
Engineering has no further requirements for this project
than those assigned at the October 8, 1980 A.D.B. Meeting.
AGENDA.
ADB-79-80 JAMES DOBRICK - Review of site, landscaping, elevations
anU signs for eight unit apartment at 7423 208th St. S.W.
This applicant should be made aware of the following re-
2
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31
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BUILDING DIVIS101
PERMIT APPLICATIOI
NAME (OR NAME OF BUSINESS
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LEPHONE NUMBER
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LEPHONE NUMBER
LEPHONE NUMBER
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F� P49W RESIDENTIAL
NON-RESIDENJTIAL
ADD
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SPECIAL INSPECT&W
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PLAN CHECKED BY
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SIGN
In "Applicant, on behalf of his or her spouse, heirs, assigns und
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W successors in interest, agrees to indemnify, defend and hold harmless
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2 the City of Edmonds, Washington, its officials, employees. and
M agents from any and all claims for damages of whatever nature,
i ( arising directly or indirectly from the issuance of this permit. lssu-
RETAINING WALL
SWIMMING POOL
a Iancc of this permit shall not be deemed to modify, waive or reduce
anv renuirement of any City Ordinance nor limit in any way the
USE ERMIT TILE
ZONE UMBER
JOB
ADDRESS
LEGAL DESCRIPTION I SUBDIVISION I SHORT SUB -WO.
PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP
EXISTING LI, e7
PROPOSED /q.1
DEFICIENCY OF RIGHT OF WAY_4r'
PUBLIC IMPROVEMENTS REQUIRED
0
DRA:NAGE IMPROVEMENTS REQUIRED 0
DRA NAGE PLAN REQUIRED
x—
UNDERGROUND WIRING REQUIRED
0
CONNECTION TO SANITARY SEWER
SEPTIC TANK PERMIT REO-D 0
"I
NO.
ELEVATION OF PROPERTY CORNERS
0
& FOOTINGS REO'D
1
SEE ENGINEERING MEMO DATED
CHECKED BY
1`4
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411-
METER SIZE
BUILDING SUPP LY SIZE
SIGN AREA ED JCOMENV. REVI EW I AOB NO.
ALLOWED I PROPIOS PLETI EXEMPT I SHORELINE
REMARKS
VARIANCE OR CU PLANNING REVIEW BY DATE
YARDS I LOT COVERAGE
SIDE REAR
PE OF CONSTRUCTION I CODE lHEIGHT
I GROUP I LOAD
THIS SITE IS LOCATED IN THE CITY
OF EDMONDS. LOCAL SALES TAX
SHOULD BE CODED 31.04.
VALUATION FEE
-:5� 4/10
E
I
"PUBLIC WORKS DEPARTMENr CHECKLIST
BUILDING PERNIT REVIEW
.2o,�2 5� 14V, S - �/o
(address) (date)
Street Right -of -Way Existing_______��...�REQD
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Site Plan Checke'd for Accuracy__,,,_�
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Review by
Date A0 -;2�1-,fd
Existing Water Main Size /,,Z,,C1
Water Main Required 014
Service Line Required
Hydrant Size Exist'
94
Hydrant Reqd Per Fire Code
—Size
W
Detector Check Meter Reqd.
E-1
Cross Connection Inspecti
Fire Department ConTnents
Water Meter Charge Reqd. 03���
Review by. //13_��
Date
Septic Tank Design Approved
Date
Septic Tank Permit Reqd._
Permit No.
Sanitary Sewer Availability
Proj
Drawing No. Z
File No.
C4
Side Sewer Availability A.Z
�P_10*11&.W�"W_
Sanitary Sewer Connection Fee Req.
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Review by A6A4:2ZX
Date A>-
W
In
Open Ditch Existing 4e-�
_.Req d.
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Culvert Reqd.
Size
c4
Catch Basin Reqd.
Indicate an Site Plan
0
Shoulder drainage maintain collection
on swale open runoff �
P
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En
Manhole reqd.
Indicate an Site Plan
Soil Conditions and Ground Water Field Checked— /W.
Review by _,Ag!5��.._Date
Revised: 1v10-1977
Page 2 0
r6
C61
TO:
FROM:
SUBJECT:
DATE: /'�q --lAfo
Building Division
Community Development Department
Engineering Division
Public Works Department
5—J-YL- Ave � f
After review of the subject Building Permit application, we have
the following comments:
1. Connection to City water system required.
2. Connection to City sanitary sewer system required.
3. Ripht-of-wav Permit required -for any work on City Pi�operty.
4, Driveway slope not to exceed 14%.
5. Backwater valve required if downstairs plumbing is below
elevation of upstream manhole.
6. Water and sewer lines to be separated by 10 foot minimum.
K NeW ,"a 17ra 116 /�' . Crrt KV �V, 161�4 ileW
Signature
V. V.SS
U.S.A.
RECORD OF FEE PROPERTY ss No. 82*2-11
ATLANTIC RICHFIELD COMPANY
(Successor to Richfield Oil Corporation)
(NAME OF COMPANY)
City Edmonds County Snohomish State Washington Region Northwest
Street Address SWC 5th and Dayton Sts.
Kind of Property Service Stat ion - Construction of new SS facilities completed 1-29-54
Purchased From Rudolph 1. Nichols and Gertrude A. Nichols, his wife
Acquisition Dot* 6-28-46 deed dated 6-12-46
Dead Recorded 6-28-46, Bk 373, Pg 486, Deed Records, Snohomish County
Legal Description A tract of land in the NEJ of the SEJ of the SEI of Sec. 23, T 27 Nj
R 3 E, of W. M., more particularly described as follows: Comm at the SWC of Dayton
St and 5th St in said Town of Edmonds, County of Snohomish, State of Washington; th
S along the W line of 5th St 134 ft; th at a r/angle W 123 ft, more or less, to an
alley; th at a r/angle N along the line of said alley 44 ft; th at a r/angle E and
parallel to the S line 58 ft; th at a r/angle N and parallel to the E line 90 ft to
a pt on the S line of Dayton St; th E along said line of Dayton St 65 ft to the pt of
Comm.
REMARKS: 1. Richfield has been in possession of a portion of the above described real
property since 5-28-40 pursuant to terms of lease dated 9-11-39, which lease terminated
6-28-46 by reason of merger of titles.
Brief Re -Issued: 5-5-72 Copies to: Raney Collier
Douglas Boettcher
Berger (2)- File (2)
Bacon
OCT
E
E
0
4.1s.20
CROSS - INDEX AND REVIEW ASSIdNMENrS
INITIATIN4 ACTION- ADO-1-ci-k DATE 9-1114-0 PArQE OF
OWNER NAMEJ' X7f 60
ADDRESS* -
APPLICANT NAME:
ADDRESS.,
SITE LOCATION OR ADDRESS: �2-0-7-
A 0 N E,' , 9��, -
LEC%AL DESCRIPTION:
ATrACHED
FILE X.
Olt
TYPE OF
ACTION
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REC 1).
DATE
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DATE By
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DATE ITO
NOTES
DATE BY
PREVIOUS 141STORY
SITE REVIEW V(SIT
UTILI.TIES
PJtAJNA4E/r*P,0.SAAP)4Y
srREErs/SIDEWALKS
TRAFFICIPARKIN6
3740NINCS CODE
FIRE MAP-SHAL
R. B. Shaffer
FieldAlWiso
ARCO Petroleum
Products Company
S. W.
FILE #
Is
Con n & nance
8450 .7th Avenue
2�
daint
Seattle, Washington 98106
'�
SITE PO�
Telephone 206 762 7842
Answering Service 206 682 9389
NG PLANS (3):
ELEVATIONS
LANDSCAPE YUa—
�MENTAL DATA
Receipt
kHIBITS (3)
ARCHIT'.
'Nor
bDIFICATIONS
TO FILE NUMBER:
Division of AtlanticRichfieldr-ompany
�
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DAT
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OlsTNER/REPRESENTATIV PHONE ? Z5�2; 7
ZIP CODE
ADDRESS,5F'Z-�
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CONTACT PERSON 7'f /5
ZIP CODE
ADDRES
ARCHITECT/DESIGNE PHONE
DRESS ZONING__��
PROPERTY AD
-S
LEGAL DESCRIPTIO
PLANS SUBMITTED FOR APPROVAL:
1. Building Plans — Preliminar Final
Site Plan Landscape PlanL__ -:�L_Elevat ions___
2. Sign Elevations— -2.2— Site Plan-- Landscape Plan___.Z>
12/78
3. Modification of previous approval
EXISTING USE OF PROPERTY —
DESCRIPTION OF PROPOSAL
APPROXIMATE DATE WORK WILL BEGIN ON PROJECT 511)"11.1ve- P e_-�PX' 7—
ESTIMATED TIME FOR COMPLETION OF WO P j-<'<
I (we) hereby certify to the best of my (our) knowledge, that the statements and
-t f #-4-- contained herein are, in all respects, true and correct.
LL W&-
CITY of EDMONDS BUSINW LICENSE APPLICATION DATE LICENSE NO.
Civic Center - Edmonds, Washington 98020 ANNUAL FEES
City Cle-0 * Phone 775-2525 PENALTY AFTER FEB. 15
J__� El HOME OCCUPATION
INSTRUCTIONS: CLASS [YEAR I LIC. EFFEC. DATE-IFTEASCF. LI(9.%0rEC. $10.00 (A) ADDITIONAL $5.00 0
1, /)
• All items must be completed' /,? � I I I I I I I I I )(SMALL BUSINESS
or application will not be ac- RECEIPT NO. DATE PAID PRINT'XII $15.00 (B) ADDITIONAL $7.50 0
cepted. _J.zr�. v;,1/11 z5,111-d IN SPEC. Box 0 Business with 10 or
FOR ISSUE OF
• Sign and return application FEE PAID PENALTY PAID CORRECTED more employees ADDITIONAL $25.00 0
LICENSE WITH
with fee. Renewals received I I I I I '_ 'LC'ACTION. $50.00 (C)
after February 15 must pay K NEW APPLICATION (LA)
penalty in addition to fee. 0 RENEWAL (LB)
NEW BUSINESSES AFTER 0 CHANGE (LC)
JULY 31, 1/2 FEE. (PLEASE MAKE ANY NECESSARY CHANGES) 0 DELETE (LD)
NAME OF FIRM BUSINESS PHONE NO. OF EMPLOYEES
etta A�ecc, 9 -) f- - � 3 6 3'
MAILING ADDRESS NATURE OF BUSINES�
,9
leo 61
BUSINESS ADDRESS INDIVIDUAL PARTNERSHIP CORPORATION
(S) (P) P
OWNERS NAME HOME ADDRESS
'J. 1-2- 1-11-e-,OeAl
HOME PHONE DATE OF BIRTH PLACE OF BIRTFi, SOCIAL SECURITY NUMBER
OVV.Y 7F�9
I 9b Zle 14-1- /3�_-*ovopaq )' uj Z_
EMERGENCY NOTIFICATION: (1) NAME & TELEPHONE C', C: - 9 07VA tF46 _162 =11111111111(w C�Q 3,2
(PLEASE LIST TWO) (2) NAME & TELEPHONE —/,,— L.,12o- - 0 "0q,0
WASHINGTON STATE TAX NO. APPLICANT'S SIGNATUR�-_`j
STAFF REVIEW -
DO NOT WRITE BELOW THIS UNt 6��
FILL IN LAND USE CODE, LIFIR NUMBERS, ZONING, ETC. CHECK APPROVAL OR
DISAPPROVAL, DATE, AND SIGN. IF DISAPPROVAL, PLEASE COMPLETE "COMMENT"
SECTION. ROUTE TO NEXT DEPARTMENT ON LIST.
PLANNING DEPARTMENT DATE 8/L Q LAND USE CODE ZONING CODE
'AL APPROVE 0 DISAPPROVE SIGNATURE )(�� I I - I I
CONDITIONAL USE PERMIT
COMMENTS
BUILDING DEPARTMENT DATE
N-`APPROVE 0 *DISAPPROVE
SIGNATURE A- PORI—
COMMENTS:
I I I CAPACITY: (NO. UNITS, APTS., OFFICES, SEATS, BEDS, STUM�TS)
Buildigg
Permit
E3
Hotel/Motel
(L)
I I 1
El
0
Apt. Bldg.
Office Bldg.
(A)
(0)
Occupancy
0
Restaurant
(R)
Group
0
Hosp/Nurs Home
(H)
0
School -
I (S)
FIRE DEPARTMENT DATE --- 9 - R - 5?0-- I.I.F.I.R. I
APPROVE 0 DISAPPROVE SIGNATURE S'CXZ 4221�� 1:517171
COMMENTS:
POLICE DEPARTMENT
'Z,APPROVE DATE 9 SIGNATURE
0 DISAPPROVE
COMMENTS:
PUBLIC WORKS DEPARTMENT
0 APPROVE 0 DISAPPROVE DATE _2Z� /JV SIGNATURE
COMMENTS:
PLEASE RFTLJRN TO rITY r.1 ;=PK
;15 V
- /-/7 - 7-d
B
CITY of EDMONDS " "'S
USIt� S LICENSE APPLICATION
Civic Center Edmonds, Washington 9W20
City Clerk Phone 775-2525
INSTRUCTIONS:
CLASS YE
• All items must be completed
or application will not be ac-
RECEIPT
cepted.
• Sign and return application
F Po
with fee. Renewals received
after February 15 must pay
penalty in addition to fee.
NEW BUSINESSES AFTER
JULY 31, 1/2 FEE.
(PLEASE
NAME OF FIRM
MAILING ADDRESS
x
BUSINESS ADDRESS
OWNERSNAME
HOME PH�ONE DAT
E M IC TI t
MAR�GENCY NOTIFICATI t
(PLEASE LIST TW )
FILE
F
A;R.
F EC, A HLA50,
LIC NO.ISPECj
NO.
DATE PAID
PRINT *X'
IN SPEC. BOX
VD
PENALT PAID
FOR ISSUE OF
CORRECTED
L IC
ICENSE WITH
E
' LC
LC'ACTION.
CTIO1
MAKE ANY NECESSARY CHANG
t
DATE LICENSE NO.
ANNUAL FEES
PENALTY AF'�� ER FEB. 15
HOME OCCUPATION
$10.00 (A)
ADDITIONAL "5.00 D
SMALL BUSINESS
$15.00 (B)
ADDITIONAL $7-0 0
Business with 10 or
more employees
ADDITIONAL $25.00 0
$50.00 (C)
ZN_EW APPLICATION (LA),
*00RENEWAL
(LB)
0 CHANGE
(LC)
0 DELETE
It M
BUSINESS PHONE
NATURE OF BUSINESS
OF EMP
INDIVIDUAL PARTNERSHIP CORPORATION
E� (S) (P)
HOME ADDRF--55
7,,
BIP/TH I ��,ACE OF
U2 b)� I I C " / f- "
(1� NAME &TELEPHONE —
(2) NAME & TELEPHONE 4'
xi
C
WASHINGTON STATE TAX NO.Z
-L e APPLICANT'S SIGNATURE
SOCIAL SECURITY7NUMBER
DO NOT WRITE BELOW THIS LIR?
STAFF REVIEW: FILL IN LAND USE CODE, LIFIR NUMBERS, ZONING, ETC - CHECK APPROVAL OR
DISAPPROVAL, DATE, AND SIGN. IF DISAPPROVAL, PLEASE COMPLETE "COMMENT"
SECTION. ROUTE TO NEXT DEPARTMENT ON LIST.
PLANNING DEPARTMENT DATE Fb LAND USE CO, DE ZONING CODE
�;WROVE 0 DISAPPROVE
S I G N AT U R E at. �iz�
E:[=
4tl, 4,, CONDITIONAL USE PERMIT
COMMENTS E=
AOLDING DEPARTMENT
40 APPROVE DATE 2
0 DISAPPROVE __7 Buildi 0 Hotel/Motel
SIGNATURE Permit 0 Apt. Bldg. (A)
I I )!� Office Bldg. (0)
COMMENTS: Occupancy 0 Restaurant (R)
0 Hosp/Nurs Home (H)
—I CAPACITY: (NO. UNITS, APTS., OFFICES, SEATS, BEDS, STUDENTS) 0 School (S)
FIRE DEPARTMENT DATE co, U.F.IoR.
;(APPROVE 0 DISAPPROVE SIGNATURE E=
COMMENTS:
E DEPARTMENT
L PPF
M., DATE
r ROVE 0 DISAPPROVE SIGNATURE -let—
COMMENTS:
PUBLIC WORKS DEPARTMENT
0 APPROVE LJ DISAPPROVE DATE SIGNATURE
COMMENTS:
APPLICATION
The City of Edmonds for
SIDE SEWER PMMIT
NEW CONSTRUCTION 0 REPAIRS 0 EASEMENT No . ..........................................
103-06600
O`WNER. .................. Rlahf�e-Ld ... Ser ...... atation. ........................... CONTRACTOR ..... - ............ ................................... ...... ............. -- .................. PERMIT No . ......................
202 5th Ave. S.
ADDRESS..................................................................................... - ................... LEGAL DESCRIPTION: LOT No . .................. ........................... BLOCK No . ............................................
NAME OF ADDITION ........................
�"Ul
Dye Te3ted On Sewer
June, 1972
Approved:
DATE................................................ BY- ........................................................
The City of Edmonds Side Sewer Drawing EASEMENT NO . ...................
101-06600 NEW CONSTRUCTION F] REPAIRS LID NO. - .............. .. ASMT. NO . ..................
OWNER ... BEF----BEE---ARCO --- SATIO-H -------------------------------------- CONTRACTOR .................................................................. - .......... ----- PERMIT NO.
JOB ADDRESS ----- 2.0-2 --- .... 5T-H..-,A,, V- L� ....... S ------------------------------------- LEGAL DESCRIPTION: LOT NO . ...................................... BLOCK NO . ................
NAME OF ADDITION .........................
DYE TESTED ON SETc-TER
Approved:
PWW-0001-11/75 (REV.11/78) DATE -------------------------------------------- By ------------------------------- ......................
4 1
16wl'' JX CONSTRUCTION, INC
234 5th AVENUE SOUTH
EDMONDS, WA 98020
Ph: (425) 774-4185
Job: 07-3594
Bank of WA Edmonds
202 - 5th Avenue S.
Edmonds, WA 98020
Spec Section Title:
Submittal Title:
Contractor:
WILCOX CONSTRUCTION, INC
Subcontractor:
-0Imensbns--hc—
Mike PeF;y
-7
Submittal
Spec Section No: 2-770
Submittal No: 5
Revision No: 0
Sent Date: 7/11/2007
n ; % I If. C �' ;++ I
r- recast Concrme etenton cau U111 42
Wil UIX
w a � Iftw '"w Is
Contr tor's SC04STRUCTION71NC.
NOEKCEPnM [3 REWSES
TAKEN RESUBWr
13 MAKEcomirnm 13 SUBMW
NWW SPECRM13A
_1/
13 REECTED
DATE By � 0*
ITHIS REVIEW DOES NOTRELIEVETHESUBCONTRACTORMI)fx
LIER OF HIS RESPONSIBILITY FOR CORRECTNESS OF DIMEN-
SIONS. QUANTITIES, AND SIZES, OR PROPER DESIGN OF
UMIAIL0 '%UK1b itilZoMqAPPKCV%ttOFtXI-AKlUt(tl-MUM
Engineer's Stamp
CIV COPY
U
Project N=ber- 2007.010.017
Page 1 of 2-0
DESIGN CONTUTATIONS FOR
. Bank of Washington
141-011 x 241-011 x 71-011 I.D. Detention Vault
WIL
PREPARED FOR:
Granite Precast
4116 Bakerview Spur
Bellingham, Washington 98226
UNWATRU��
E N G I N E. E R S
-231
EFAP.qw: w
RESUBMrr
C3 SUBMIT
SPEC4REDITE?A
C3 REJECTED
-7
THIS REVIEW DOES NOTRELIEVE THE
LIEROF HIS RESPONSIBILITY FOR CORREMN.' �.AE
SIONS, QUANTITIES, AND SIZES, OR PROPER =
DETAILS NOR IS THIS AN APPROVAL OF OEP;kW1 Li
CONTRACT DRAWINGS OR SPECIFICAT04S.
RECEIVED
JUL 0 9 2007
WILCOX CONST. INC.
%MUCO"O"A"
CONSTRUCTION, INC.
VE 140 EXCEMM 0 REVISE&
TAKEN RESUBMrr
C3 MAKECORRECTONS [3 SuBmIT
NOTED SPECIREDITEPA
REJECTED
DATE -11 Iblo-1 BY0 n:2 i-t--
I / C"
THIS REVIEW DOES NOTRELIEVii THE SUBOONTRACTOWSM
LIER OF HIS RESPONSIBILITY FOR CORRECTNESS OF DIME*
SIONS, QUANTITIES, AND SIZES, OR PROPER DESIGN OF
DErAILS'NOR IS THIS AN APPROVAL OF DEPARTURE FROM
CONTRACT DRAWINGS OR SPECIFICATIONS.
mton, New York 13 901
FAX: 607-231-6650
taengineers.com
EXPIRES 8/251 -P--47
7 - 3 - 0-7-
m
15'-7"
,,I . � A '--A' 94,
M" REINFORCING SECTION M*
DESIGN NOTES
AS PROVIDED BY EORo
l.DESIGNED IN ACCORDANCE WITH AASHTO
17TH EDITION FOR HS-20 LIVE LOAD.
ASSUMPTIONS' CM AE VERIFIM BY EOR)
1. EARTH COVER = 2'-0" MAX.
2. UNIT WEIGHT OF SOIL = 120 PCF
3. BAR COVER = 1 1/2' TYP. U.N.O.
4. fr 0 28 DAYS = 6000 PSI
5. REINFORCEMENT = BAR PER ASTM A615,
GRADE 60
PREPARED FOR:
GRA2= PRECASTING & CONCUTE INC.
4116 BAKERVIEW SPUR
BELLINGHAM, WA 98726
PHONE(3SO)671-7251 FAX(360)671-0780
1
DATE
I REVISION -1
PREPARED BY.
DELTA
AE N G I N E E R S
184 COURT STRFM. � BINGHhjffoN, NY 13901
TEL (607) 231--SSOD PAX (607) 231-6850
6/26/07
N.T.S.
"'
1' 'REINFORCING
SUMMARY
1
SRO
PRO= -
. BANK OF WASHINGTON
14'-0" X 7'-0" 3-SIDED VAULT
RS-01
2007010.017
1 OF 3�
,_,F tj %
17'-7"
V-4' #806-oc F #4012"oc
\�—#4@12'ocew
BASE SLAB SECTION
DESIGN NOTES
AS PROVIDED BY EOR:
1. DESIGNEb IN ACCORDANCE WITH AASHTO
17TH EDITION FOR HS-20 LIVE LOAD.
ASSUMPTIONS: BY EOR)
1. EARTH COVER = 2'-0" MAX.
2. UNIT WEIGHT OF SOIL = 120 PCF
3. BAR COVER = 1 1/2" -TYP. U.N.O.
4. fc 0 28 DAYS - 6000 PSI
5. REINFORCEMENT - BAR PER ASTM A615,
GRADE 60
PREPARED FOR:
'GRAIUTE PRECASTING & CONCRETE INC.
4116 BAKERVIEW'SPUR
BELLINGHAM. WA 98726
PHON�E(3 )671-2251 FAX(360)671-0780
gFv,No, DATF _I REVISION
PREPARED BY: DAM. /2,/.7 SRQ
iow, -- RENFORCING IUD mr SVh
t.DELTA N.T.S71— SUMMARY
BANK OF WASHINGTON
ENGINEERS 14'-0- X 7'-0" 3—SIDED CULVERT
184 COURT gr=. BINGHAMTON. NY 139M lcaw=m- I-- — RS-01_
TEL- (807) 231-8800 FAIL- (607) Z31-6850 InWA PR� nl^ nl-Y 15M. � I nF I
-1 OT L-W
DESIGN NOTES
AS PROVIDED BY EOR,
1. DESIGNED IN ACCORDANCE WITH AASHTO
17TH EDITION FOR HS-20 LIVE LOAD.
ASSUMPnONS: (TO RF VERIFIED -BY FOR)
1. EARTH COVER = 2'—b' MAX.
2. UNIT WEIGHT OF SOIL = 120 PCF
3. BAR COVER — 1 1/2" TYP. U.N.O.
4. fe 0 2B DAYS = 6000 PSI
5. REINFORCEMENT - BAR PER ASTM A615,
GRADE 60
8.
#4@ 1 O"ocew
#4012"ocew
END WALL SECTION
PREPARED BY:
t,,DELTA
E N G I N E E R S
184 COURT STREET. BINCHAIMN, NY 139M
TEL, (607) 231-6800 PAX- (807) 231-6650
ORANUE PRECASTING & CONCUTE INC.
4116 BAKERMEW SPUR
BELLINGHAM, WA 98226
PHONE(360)671-2251 FAX(360)671-0780
SRO
N.T.S.
BANK OF-WASHINGTON
14'-0" X 7'-0" 3-SIDED CULVERT
0.01
I
PCANY, Inc. Design Output
ID 0 -r Z- U
Culvert Ver. 3.2
REINFORCED CONCRETE CULVERT
DESIGN/ANALYSIS PROGRAM
CULVERT VERSION 3.2.0
MARCH 2005
PRECAST CONCRETE ASSOCIATION OF NEW YORK, INC.
DATE : 7/ 3/07 TIME : 10:27: 1
INPUT FILE NAME IS *** temp-inp
OUTPUT FILE NAME IS *** temp -out
REPRINT OF INPUT
TITLE BANK OF WASHINGTON 14FT X 24FT X 7FT I.D. DETENTION VAULT
TYPE
= PC
I DSN
= LF
FCONC
= 6000
CWGT
= 150
EWGT
= 120
FYST
= 60000
FSTL
= 24000
NBOX
= 1
NSPAN
= 14
NHITE
= 7
NFILL
= 1.99
LENG
= 8
CSKEW
= 0
LSKEW
= 90
RSKEW
= 90
KBASE
= P
TSLAB
= 10
KFXTS
= F
BSLAB
= 0
KFXBS
= V
WALLR
= 10
KFXW
= F
IWALLR
= 0
KFXI
= V
VBOT
= 0
LVLD
= HS20
WHEER
= 0
FILLR
= 0
OFACT
= 1
IMILT
= NO
OVERLD
= 0
SURCH
= YES
LVOMT
= YES
)5-x
�j 3) D
7/312007 BANK OF WASHINGTON 14FT X 24FT X 7FT I.D. DETENTION VAULT Page 1
Lo ot- Z-U
PCANY, Inc. Design Output Culvert Ver.- 3.2
EDLU
= 0
EDLC1
= 0
EDLX1
= 0
EDLC2
= 0
EDLX2
= 0
EDLC3
= 0
EDLX3
= 0
PRESS
= 60
PMIN
= 30
PWAT
= NO
COVS
= 1.5
COVB
= 1.5
COW
= 1.5
CQVIN
= 1.5
ISAMS
= YES
ISAMW
= NO
TFILT
= 8
BFILT
= 8
KRACH
= YES
IZOF
= NO
IINFN
= NO
DEFL
= 800
END OF REPRINT
7/3/2007 BANK OF WASHINGTON 14FT X 24FT X 7FT I.D. DETENTION VAULT Page 2
PCANY, Inc. Design Output
I C) I L_L/
...:-Culvert Ver. 3.2.
CULVERT VERSION 3.2.0
MARCH 2005
ORIGINAL PROGRAM BY THE
NORTH CAROLINA DEPARTMENT OF TRANSPORTATION
DIVISION OF HIGHWAYS
MODIFIED BY THE
NEW YORK STATE DEPARTMENT OF TRANSPORTATION
AND
PRECAST CONCRETE ASSOCIATION OF NEW YORK, INC.
TITLE BANK OF WASHINGTON 14FT X 24FT X.7FT I.D. DETENTION VAULT
REG. LIVE LOAD * MILT. * SERVICE * LOAD * CULVERT INFL
• CODE OMIT O-FILL OVERLD * LL. * LOAD * FACTOR * SKEW LINE
HS20 YES NO 0. NO NO YES 0.0 NO
• SOIL * STEEL * STEEL * CONCR * SHEAR * SHEAR * THICK INC. CONC.
• WT. * FY * FS * STREN * CONCR * STIRRUP * SLAB WALL WGT.
120. 60000. 24000. 6000. 0. 0. 1.00 1.00 150.
• EXTERIOR COVER * INT. * SAME THICK * BAR * BAR SPCG * BAR SIZ
• T.SB B.SB WALL * COVER * SLAB WALL * TBL * MAX MIN * MAX MIN
1.50 1.50 1.50 1.50 NO NO YES 12.0 4.0 11 4
• EXTRA * EXTRA CONCENTRATED LOAD SPL. ALT. LIVE LOAD
• U.LOAD * WT. X1 WT. X2 WT. X3 WHEEL FILL FACTOR
0. 0. 0.00 0. 0.00 0. 0.00 0. 0.00 1.00
• CELL * SPAN * HEIGHT * FILL * LENGTH * LSKEW * RSKEW * SUPPORT
* CODE
SINGLE 14.00 7.00 1.99 8.00 90.0 90.0 PIN
• TOP * BOT. * EXT. * INT. * BOT. * L.LOAD * SOIL PRESS * WATER
• SLAB * SLAB * WALL * WALL * VBOT * SURCHG * MAX. MIN * PRESS
10.00F G-00 10.00F 0.00 0.0 2.00 6o. 30. NO
PHI HAUNCH * HAUNCHES * EDGE BEAM
MOM * SHR TOP * BOT * CONSIDERED * REINFORCED
0.95 0.90 8.0 8.0 YES NO
71312007 BANK OF WASHINGTON 14FT X 24FT X 7FT I.D. DETENTION VAULT Page 3
PCANY, Inc. Design Output Culvert Ver. 3.2
TOP SLAB THICK. 10.00 BOT SLAB THICK. = 0.00
EXT. WALL THICK. 10-00 INT. WALL THICK. = 0.00
DESIGN SPAN = 14.83
DESIGN HEIGHT = 7.42 FILL = 1.99
UNFACTORED MOMENTS AND SHEARS DUE TO DEAD AND LIVE LOADS
M-PT MDL MSP MWP MLL+ MLL- VDL VSP VWP VLL+ VLL-
1-
0
0.00
0.00
0.00
0.00
0.00
-0.69
1.97
0.00
0.00
-0.80
1-
1
-0.51
1.27
0.00
0.00
-0.59
-0.69
1.46
0.00
0.00
-0.80
1-
2
-1.02
2.18
0.00
0.00
-1.18
-0.69
0.99
0.00
0.00
-0-80
1-
3
-1.52
2.74
0.00
0.00
-1.77
-0.69
0.54
0.00
0.00
-0.80
1-
4
-2.03
2.99
0.00
0.00
-2.36
-0.69
0.13
0.00
0.00
-0.80
1-
5
-2.54
2.95
0.00
0.00
-2.96
-0.69
-0.25
0.00
0.00
-0.80
1-
6
-3.05
2.63
0.00
0.00
-3.55
-0.69
-0.59
0.00
0.00
-0.80
1-
7
-3.56
2.08
0.00
0.00
-4.14
-0.69
-0-90
0.00
0.00
-0.80
1-
8
-4.07
1.31
0.00
0.00
-4.73
-0.69
-1.lB'
0.00
0.00
-0-80
1-
9
-4.57
0.34
0.00
0.00
-5.32
-0.69
-1.43
0.00
0.00
-0.80
1-10
-5.08
-0-80
0.00
0.00
-5.91
-0.69
-1.64
0.00
0.00
-0-80
2-
0
-5-08
-0-80
0-00
0.00
-5.91
2.74
0.00
0.00
4.68
0.00
2-
1
-1.42
-0-80
0.00
3.55
-3.17
2.19
0.00
0.00
3.63
-0.43
2-
2
1.43
-0-80
0.00
6.31
-1.28
1.65
0.00
0.00
3.40
-0.85
2-
3
3.46
-0-80
0.00
8.29
-0.23
1.10
0.00
0.00
2.98
-1.28
2-
4
4.68
-0-80
0.00
9.47
0.00
0.55
0.00
0.00
2.55
-1.70
2-
5
5.09
-0-80
0.00
9.86
0.00
0.00
0.00
0.00
2. 13'
-2.13
2-
6
4.68
-0-80
0.00
9.47
0.00
-0.55
0.00
0.00
1.70
-2.55
2-
7
3.46
-0-80
0.00
8.29
-0.23
-1-10
0.00
0.00
1.28
-2.98
2-
8
1.43
-0.80
0.00
6.31
-1.28
-1.65
0.00
0.00
0.85
-3.40
2-
9
-1.42
-0-80
0.00
3.55
-3.17
-2.19
0.00
0.00
0.43
-3.83
2-10
-5.08
-0-80
0.00
0.00
-5.91
-2.74
0.00
0.00
0.00
-4.68
713/2007 . BANK OF WASHINGTON 14FT X 24FT X 7FT I.D. DETENTION VAULT Page 4 i
PCANY, Inc.
Design Output
1 0 U le- w
Culvert Ver. 3.2
***** LOAD FACTOR DESIGN *****
MODULUS OF ELASTICITY OF CONCRETE (KSI) 4696.
MODULAR RATIO (N) 6.18
MAXIMUM STEEL RATIO = .028
***** THREE SIDED CULVERT *****
ATTENTION!!! FOUNDATION NOT DESIGNED BY THIS PROGRAM
ENGINEER SHOULD DESIGN THE FOUNDATION
*WARNING WARNING WARNING WARNING WARNING WARNING WARNING WARNING*
CULVERT PROGRAM DESIGN OUTPUT REFLECTS FINAL SERVICE LOAD
CONDITIONS ONLY. HANDLING, SHIPPING AND ERECTION STRESSES
ARE NEITHER CHECKED NOR INCORPORATED INTO PROGRAM DESIGN
AND MUST BE ANALYZED BY THE PRODUCER'S ENGINEER.
EXTERNAL BRACING IS AN ACCEPTABLE METHOD TO MITIGATE
OVERSTRESS AND POSSIBLE PRODUCT DAMAGE DURING THE COURSE
OF HANDLING, SHIPPING AND ERECTION.
*WARNING WARNING WARNING WARNING WARNING WARNING WARNING WARNING*
PINNED REACTIONS - APPLIED TO STRUCTURE
SERVICE LOAD VALUES (KIPS/UNIT WIDTH)
REACTIONS AS SHOWN - POSITIVE
>1 1<
A A
VERTICAL
HORIZONTAL
DL
3.67
0.69
SP
0.00
-1.97
WP
0.00
0.00
LL
4.68
0.80
WO/LL
3.67
-1.29
W/LL
8.35
-0.49
7/312007 BANK OF WASHINGTON. 14FT X 24FT X 7FT I.D. DETENTION VAULT Page 5
PCANY, Inc. Design Output
lu OT Z_U
Culvert Ver. 3.2
SERVICEABILITY CHECK
BASED ON CRACK CONTROL
TOP CORNER
BAR
BOT.
CORNER BAR
TSLAB(INS)
Al
A2
A100
FS
FS(A)
FS
FS(A)
FS FS(A)
24.80
27.36
0.00
0.00
25.58 28.15
BSLAB(INS)
BSLAB(OUT)
EWALL(INS)
EWALL(OUT)
A200
A400
B1
. B2
FS FS(A)
FS
FS(A)
FS FS(A)
FS FS(A)
0.00 0.00
0.00
0.00
0.91 23.40-
10.78 28.00
TSLAB(OUT)
A300
FS FS(A)
0.00 0.00
INTWALL
B3
FS FS(A)
0.00 0.00
SERVICEABILITY CHECK
.BASED ON DEFLECTION
LIVE LOAD DEFLECTION = 1/3905. COMPARED TO 1/800. LIMIT
***** REQUIRED BAR REINFORCEMENT
TOP CORNER BAR BOT. CORNER BAR TSLAB(INS) TSLAB(OUT)
Al A2 A100 A300
H V SZ SPG H V SZ SPG SZ SPG Sz SPG
57 59 5 7 0 0 0 0 6 6 4 12
BSLAB(INS) BSLAB(OUT) EWALL(INS) EWALL(OUT) INTWALL
A200 A400 B1 B2 B3
Sz SPG Sz SPG Sz SPG SZ SPG SZ SPG
0 0 0 0 4 12 4 7 0 0
LONGITUDINAL BARS
C1 Cloo C200
Sz SPG Sz SPG SZ SPG
4 12 4 10 0 0
713/2007 BANK OF WASHINGTON. 14FT X 24FT X 7FT I.D. DETENTION VAULT -Page 6
I I OT (-%j
Design Output Culvert Ver. 3.2
PCANY, Inc.
***** OUTPUT AT CRITICAL SECTIONS *****
MEMBER
NO.
= 1
THICKNESS =
10-00
EXT WALL
H
OR HS
DESIGN
LOAD
RATINGS
MOMENT
A.F.*
SHR
MU
* MA
VU *
V.S.*
V.A.*
AS *M/V*
I.R.*
O.R.
LT
0.9
10.5
1. 7
0.0
2.8
13.6
19
154
0.00
NC
0.0
0.0
MID
1.2
3.6
1.1
7.7
8.6
13.8
12
154
0.2D
Nt
0.0
0.0
MID-
-7.8
8.2
1.1
13.2
15.1
13.8
12
154
0.34
M
43.3
72.1
RT
-17.6
8.2
-4.3
20.0
21.8
13.7
50
. 154
0.53
M
27.6
46.1
MEMBER
NO.
= 2
THICKNESS
10-00
TOP SLAB
H
OR HS
DESIGN
LOAD
RATINGS
MOMENT
A.F.*
SHR
MU
* MA
* VU *
V.S.*
V.A.*
AS
*M/V*
I.R.*
O.R.
LT
* -15.6
4.7
11.8
20.0
21.1
13.7
137
154
0.53
V
24.2
40.4
MID
27.5
3.7
4.6
32.2
32.9
13.6
'53
154
0.88
M
25.1
41.8
RT
-15.6
4.7
11.8
20.0
21.1
13.7
137
154
0.53
V
24.2
40.4
** WEIGHT OF BARS AND VOLUME OF CONCRETE **
T.SLAB * B.SLAB * WALL * INWALL *** VOLUME *** STEEL
IN IN IN IN CY/FT LB/FT
10.00 0.00 10.00 10.00 0.949 157
7/312007 BANK OF WASHINGTON 14FT X 24FT X 7FT I.D. DETENTION VAULT Page 7
PCANY, Inc. Design Output Culv6rt Ver. 3.2
** REINFORCING STEEL BAR SCHEDULE **
LOCATION MARK * QTY * SIZE * TYPE * LENGTH * WGT * H LEG * V LEG
TOP SLAB (INS)
A100
16
6
STR 15- 4
367
TOP SLAB (OUT)
AE300
8
4
STR 15- 4
83
CORNER (TOP)
AE1
28
5
L-BAR 9- 8
285 4- 9 4-11
EXTWALL (INS)
Bl
16
4
STR 7- 6
82.
EXTWALL (OUT)
B2
28
4
STR 7- 0
133
LONGITUD.( 1)
cl
32
4
STR 7-11
172
LONGITUD.( 1)
CE1
15
4
STR 7-11
81
LONGITUD.( 1)
C100
17
4
STR 7-11
92
TOTAL
1295
SPLICE
LENGTHS CHART
MARK
SIZE
SPLICE LENGTH
Bl
4
1- 9
Cl
4
1- 9
CE1
4
1- �
Cloo
4
1- 9
713/2007 BANK OF WASHINGTON 14FT X 24FT X 7FT I.D. DETENTION VAULT Page 8
Culvert Ver.-3.2
PCANY, Inc. Design. Output
** MOMENT * AXIAL FORCE * SHEAR FOR LOAD FACTOR DESIGN AT.TENTHPOINT
M-PT
+MOMENT
-MOMENT
+A.F.
-A.F.
+SHEAR
-SHEAR
1-
0
0.000
0.000
10.478
9.096
1.673
-1.335
1-
1
0.993
-1.115
3.566
8.174
1.011
-1.667
1-
2
1.510
-2.467
3.566
8.174
.0.391
-1.976
1-
3
1.584
-4.041
3.566
8.174
-0.185
-2.265
1-
4
1.246
-5.821
3.566
8.174
-0.719
-2.532
1-
5
0. 5Z8
-7.791
3.566
8.174
-1.050
-2.937
1-
6
-0.539
-9.935
3.566
8.174
-1.274
-3 * 385
1-
7
-1.921
-12.238
3.566
8.174
-1.477
-3.790
1-
8
-3.589
-14.682
3.566
8.174
-1.658
-4.152
1-
9
-5.509
-17.253
3.566
8.174
-1.818
-4.471
1-10
-7.128
-20.456
3.566
8.174
-1.956
-4.748
2-
0
-7.128
-20.456
1.956
4.748
13.704
3.566
2-
1
5.326
-9.758
2.578
4.592
11.148
1. 931
2-
2
15.013
-1.955
3.061
4.316
9.513
0.296
2-
3
21.932
2.950
3.406
3.643
-7.878
-1.338
2-
4
26.083
5.046
3.614
3.021
6.243
-2.973
2-
5
27.467
5.575
3.683
3.021
4.608
-4.608
2-
6
26.083
5.046
3.614
3.021
2.973
-6.243
2-
7
21.932
2.950
3.406
3.643
1.338
-7.878
2-
8
15.013
-1.955
3.061
4.316
-0.296
-9.513
2-
9
5.326
-9.758
2.578
4.592
-1.931
-11.148
2-10
-7.128
-20.456
1.956
4.748
-3.566
-13.704
713/2007 BANK OF WASHINGTON 14FT X 24FT X 7FT I.D. DETENTION VAULT Page 9
Delta Engineers, P.C.
164 Court Street
Binghamton, NY 13901
(607)2311-6600 Fax (607)231-6650 Project:
PRECAST SLAB DESIGN Client:
Job Number
File Name:
Entered By:
Checked By:
.Date:
1 Oin
31n
TECHNICAL DATA
Concrete Strength r6' ksi
Yield Strength ksi
Equivalent Lateral Fuld Pressure:":,;'eF4�.;.!:O'�OO'kaf
Unit Weight of Soil-.'. T-1,11�'.-,1�20.120 pcf
Unit Weight of Concrete
E Z42E+06
n 6.6
k 0.425
J 1858
K 492
Design Wheel Load r++:�,+�i,�-��;li�.,-.,'*;.'.',�'--�1:6, kips
Uniform Live Load " F, t i tMi !++.,+,+'!-4!',.T-:J 0 ksf
Capacity Reduction Factors:
Phi - Moment
Phi - Shear
Load Factors:
Gamma
Beta - LL
Beta - DL
Beta - ELI�+r�.;!!!!�i-,--�,�;11,-t,�,;+'��.l�','
B'a-nkiDf,,Weishih�tdnzz-.i3i,-���,.-i.--�-;,*.r�r�.,,*..!",;�I
, F I
V
4-'--;x-2-M Dote-
nsion.. a
.. .... ....
g,;!.I,;: 11" IN KN'.
W
7/3/2007
Sheet:—L�L— of 0
J KIPS
.4 KIPS
bl= 0.75 (.85-.05.(fc-4))
fr=
581 psi
Rho min
0.00333 (200/Fy)
Rho max
0.02830 (.75Pb)
Zmax
Severe Exposure
AASHTO HS20
References:
1. "Specifications for Highway Bridges, 17th Ed." - AASHTO
-2. "Building Code Requirements for Structural Concrete" - ACI 318-99.
3. "Rectangular Concrete Tanks, 5th Ed."- PCA Publication.
Delta Engineers, P.C.
164 Court Street
Binghamton, NY 13901
(607)231-6600 Fax (607)231-6650
BASJ
Unit
Span
Rise
P-7.
ft
Top Slab Thickness =
31Lg**'iN0!:! 11
Wall Thickness (top) =
in
Wall Thickness (bot) =
in
Haunch
a.25
in
fill height
PI!!"10-2
ft
Number of wheels on box
Slab:
Thickness =
in
Overall Length =
ft
Overall Width =
ft (Min. Controls)
Bar cover
Base Slab Area
152.42 sq. ft
Project Bank of Washington.
Job #- 2007.010.017
Sheet 15- Of 7-0
By: -�-RQ Date / 07
Chk By:. 5,0Z. Date 71 7/07
Used If fill is less than 4'
VDL from "Culvert Ver. 2. 1" kips
Calculated VLL 7.38 kips (Number Wheels * Wheel Load)/(Overall Width)
Dead Loads:
Walls: 1.57 kips
Haunch: 0.07 kips
VDL (total): 7.34 kips
Live Loads:
VLL (total): 7.38 kips
Upward pressure: 1.27 kips
Uniform Loads:
WDL = 0.44 ksf
WLL = 0.42 ksf
Design Load:
wu = 1.48 ksf
M'J =
41.00 k-ft
Design:
A,(est) =
1.42 in2/ft
Trial bar size: 1:�.i.!!ii�.-Li.-....--���'-.....-#:i81�.�-*�!..'I�,'..�E67::D
A.(prov.) =
1.57 in'/ft
d =
7.50 in
a =
1.54 in
q)Mn =
47.57 k-ft OK
Reinforcement ratio:
rho =
0.01745 bK
Delta Engineers, P.C.
164 Court Street
Binghamton, NY 13901
(607)231-6600 Fax (607)231-6650
Project: Bank of Washington
Job * 2007.010.017 ZID
Sheet: I & of
By:'SRQ Date 7/3/20P7
Base Slab Design Conflnued:
Chk By: Date _7
Check Cracking:
Ma
23.75 k-ft
fs
28.19 ksl
OK
-dc=
2.50 in
A =
30.00 in'
Z=
118.87 k/in
OK
Check Shear:
VU =
11.02 kips
Vc =
11.85 kips
OK
I
Delta Engineers, P.C.
164 Court Street
Binghamton, NY 13901
(607)231-6600 Fax (607)231-6650
Project: Bank of Washington
Job #* 2007.010.017
Sheet: )-I Of z
By: SRQ Date 7/3/2007
Chk By: Date '7/,T
I /
04
L.L. Surcharge
= 0.08 ksf
End Slab:
in
Thickness
Bar cover in
Design Load:
w,,, = 0.460 ksf
wu = 0.777 ksf
From PCA Case 10
b/a 2.00
Transverse Coeff
Longitudinal Coeff
Shear Coeff.
Transverse Moment-- 2.25 kip-ft
Longitudinal Moment-- 0.86 Idp-ft
MU = 3.81 kip-ft
Design: A,(est) = 0. 17 in'tft
Amin = 0.19 in2tft
Trial bar size:
A.(prov.) =
0.24 in'tft
d =
5.75 in
a =
0.23 in
q)Mn =
5.97 k-ft OK
Reinforcement ratio:
rho =
0.00341 OK
Delta Engineers, P.C.
164 Court Street
Binghamton, NY 13901
(607).231-6600 Fax (607)231-6650
Project: Bank of Washington
Job #- 2007.010.017 Z()
Sheet: is of
By: SRQ Date 7/3
End Slab Design Continued:
Chk By:. Date 0
Check Cracking:
Ma =
2.24 k-ft
is =
23.12 ksi
OK
dc=
2.25 in
A=
45.00 in 2
Z =
107.77 k1in
OK
Check Shear:
Vu =
2.50 kips
q)vc =
9.09 kips
OK
Shear= Csx q x a
4 v Hinged
Cd.qa H H
CASE 10 Deflection = I I
1000D n n
9 9
3 00 e
D = Et d Hinged d
12(1 _112) M N
q
L CATION btfi
4.0
10
2.5
2.0
1.7 . 5
1.25
1.0
0.75
0.5
Boftom edge - midpoint
0.50
0.37
0.37
OA9
0.37
0.37
0.49
-
0.48
0.37
0.37
0.48
-
0.37
OX
--70.46,
0.451
0.37
---
0.37
0.45
0.42
0.36
0.42
0.39
0.361
0.391
0.34
0.34
027
030
0.30
0.18
023
0-23
�Side edge - ma)dmum
Side edge - midpolnt
ITop edge - midpoint J
Along Midheight (Y = 412)
ble
END
0.1b
0.2b
0.3b
0.4b
0.5b
0.9b
0.8b
0.7b
!_,
0.6b
4.0
0-
7.00
10.60
12.10
------ 7 12.70
12.80
3.0
0
5.50
9.10
11.10
12.00
1220
8.1 0
10.10
11.20
11.50
F 0
�04.70
3.80
.
6.70
8.70
9.80
10.10
1.75
0
3.20
5.80
7
810
9.10
ij ]EEfEE
0
2.6D
.7
4.90
6.50
7.40
7.70
1.25
0
2.00
3.70
5.00
5.80
6.00
1.0
0
1.30
2.50
3.30
3.90
4.10
0.75
0
0.70
1.30
1.70
- 2.00
2.10
0.5
0
0.20
0.40,
0.501
0.6D
0.60
Along Midspan (x = b12)
SOT.
0.1a
0.20
0.3a
0.48 _
0-5a
0.6a
0.7a
0.8a
0.9a
TOP
4.0
0
4.007.60
10.40
12.20
.12.80
12-20
10.40
7.60
4.00
0
U
0
3.80
7.30
9.90
11.60
11.60
9.90
73D
3.80
0
2Z
0
3.60
3!
6.80
6.
9.40
10.90
11.50
10.10
10.90
9.60
9.40
6.'20
BAD
6.00
3.60
3.20
0
0
2.0
0
1.75
0
1
2.90
2.50
5AD
4.60
7.40.
6-30
8.70
7.40
9.10
7.70
8.*70
7.40
7.40
6.30!
5.40
4.60
2.90
2.50
0
0
11.5
0
im
0
1.90
4-9D
5.70
6.00
5.70
4.90
3.60
1.90
0
1.0
0
1.30
2.50
3.30
3-90
4.10
3.90
3.30
z5o
1,30
0.75
0
0.70
1.30
1.70
ZDO
2.10
- 2.OD
1.70 ,
1.30
0.70
0
LA
as
0
0.20
n 40
0-50
0.60
.0-601
0.60,
0.50
0.40
G 20
0
2-59
Plate Analysis Results
Or LU
2.5
Moment= Coef. x qa 2/1000
my
=N D
0.1b
0.2b
0.3b I
0.4b-
0.5
0.9b
0.8b
0.7b
0.6b
Top
0
0
0
0
d.-ga
-0
-11
-13
1 3
12,eo'-
I
11
-U.-Ba-
0
20
23
23
Z29
21
20
6.'-7a-
-0
27
31
31
27
27
-U76a-
-0
30
34
31
31
-Ts-a
0
32
35
33
32
0.4a
0
35
34
31
31
-6.-3a
0
;P"-3207
31
29
27
27
0.2a
0
20
23
22
21
20
0.1a
0
11
13
12
11
11
BO-T-."
0
0.
0
--0-0
0
0
-000
M,
D
0.2b I
0.3b
0,.46oOT
0.5b
--
0.8b
OJ5;
-0*6b
TOP
0 i
0
0
0
0
0.9a
0
20
37
�4
40
41
0.8a
0
- 34
7
72
0.7a
0
4;
01 69'
8
92
94
0.6a-
0
o%7
78
10
-109
108
0.5a-
0
;?�7748
-81
TO-0
112
0.4a
47
78
96
105
108
0.3a
�000
42
69
94
0.2a
34
641
6
71
72
01
20
31
37
40
41
T.
01
0
0
0
0
01
I I �xy
-9-ND
0.1b
0.2b
0.3b
0 A�b
0.5b
0.9b�
O.Bb
0.7b
0 . 6b�
TOP
42
27
15
71
- '0
0.9a
56
40
'26
14-
6
0
O.Ba
41
-"S4
22
5--
0
0.1a
29
24
16
4
-2
0
T6-a
-15
-13
0,
U-5a
0
0
0
0
-U74 a-
-15
-13
-9
-
2
0
0.3a
29
24
16
9
4
0
-411
34
22
12
0
0.1a
1 501
_
40
2-6
14
6�
r -B-OT.
1 541
42
271
15
b
Mx
END
0.2b
0.3b
0.4b j
0.5b
Y
2.0
0.8b
0.7b
0.6b 1
--
-ro-p
0
0
0
q
0
0
�7 V7 V
--T.-9-a
0
17
27
33
36
37
>
Hinged
0.8a
0
28
46
57
63
65
H H
0.7a
0
34
58
74
82
85
1 1
0.6a
0
38
66
83
93
n
n g
0.5a
0
39
88
86
971
(10
9
e a
--F4-a
0
38
66
83
93
96
d Hinged d
0.3a
0
34
58
74
82
85
0.2a
0
28
57
-
65
t= a Z
� b
0.1a
17
33
36
37
BOT.
U
01
0
0
Moment=
Coef. X qa 2/1 OW
-0
END
0.1b 0.2b I
b
0.3b
0.4b
0.5b
MXY
-fN-D-
0.1b
0.2.b -
0.3b
0.4b
0.5b
MY
0.9b 0.8b
0. E7b ]
0.6b
0.9b
0.8-b
0.7b
0.6b
0
0
n
0
0
TOP
53
44
-
31
19
9
1'
0
TOP
0
.9
T-1 13-13-
13
-13
-09a-
-49
42
-
30
IS
0j
9
0
0.9a
0.8a
--0
19 23
24
23
23
0.8a
40
-28
35
-25
25
16
7-
5
5
0
0
-F-7a
-0
24'- 31
---
32
31
30
0.7j-
1
18
11
11
-
6
6
3
3
0
0.6a
0
28 36
37
36-35
-37
0.6a
is
1 3
131
10
0
0
0
0.5a
-0
29 37
3 8
37
0.5a
0
-15
0
g
0
6
3
3
-
0
0.4a
0
28 36
37
!2
V313
36
. 35
0.4a
28
13
1 3
25
5
10
1
125
11
.5
0
0.3a
1424
-
31
30
0.3a
35
51
1
16
7
7
0
0.2a
1 19 23
2A
24
Dq
23
0.2a
40
44,2d
30
181
9
0.1a
M
01.
13
11 13
� 11
13
1 3�
3
_L
0.1!
r-707T.
49
5�_
3
44
31
19t
9
-
01
01 01
0
0
01
0
2-61
plate Analysis Results
DRAINAGE REPORT
FOR
THE BANK OF WASHINGTON
202 - STH AVENUE SOUTH
CITY OF EDMONDS
SNOHOMISH COUNTY, WASHINGTON
JRR # 06-67B
PREPARED FOR:
THE BANK OF WASHINGTON
C/O GARY SCHMITT, CEO
19424-58 TH PLACE WEST
LYNNWOOD, WA 98036
12-
PREPARED BY:
JRR ENGINEERING, INC.
18609 76TH AVENUE WEST, SUITE B
LYNNWOOD, WA 98037-4149
PH. (425) 697-5108
FAX (425) 697-4506
7 �ao
e
2 - 11
�0
This report has been prepared by JRR Engineering, Inc. (JRR) for Bank of Washington as support
information for a commercial redevelopment within the City of Edmonds. Any revisions to the proposed
project may not use or depend upon this report without the written permission of JRR.
City approval will require items which are generally as follows:
I . Identify existing conditions and possible development impacts
2. Show compliance with City code requirements for drainage
Calculations and design plans are based on good engineering practice, City of Edmonds code
requirements, methods and procedures in the Department of Ecology Stormwater Management Manual
for the Puget Sound Basin (1992), and investigation of the existing system in the project area.
General Site Description/Condition,
The subject property (site) consists of a single lot totaling approximately 11,219 SF (.257 acres) and is
located on the West side of 5th Ave. S. at Dayton Street In downtown Edmonds. Said property has a
street address of 202 - 5th Ave. S., and is within the City of Edmonds, Snohomish County, Washington.
A complete legal description is shown on sheet C- I of the plans.
The site is bounded to the north, east and west by public right-of-way and on the south by similar
commercial developments.
Existing Drainage
Existing drainage at and around this site consists of urban runoff. At this time there is a storm drainage
system on the site to collect runoff, No wetlands have been identified on or adjacent to the site. The
project is outside the floodplain and contains no shorelands.
The site currently flows to the west to a closed conveyance system located in the adjacent alley.
Proposed Drainage
Developed runoff from the site will be routed westerly as it does in it's present condition. A decrease in
impervious area is proposed. Runoff from the new buildings and the paved access and parking areas will
be collected via catch basins and conveyed to a vault which will contain an outlet control tee and a 12-
inch CMP discharge to the existing CB in the alley.
Development Impacts
The parking configuration, landscaping and drainage improvements are proposed to provide access and
parking for the proposed use and improve the collection of surface water runoff on the site.
No significant erosion has been observed on -site and no significant erosion is anticipated on the subject
property or adjacent properties, due to the proposed development.
Post development peak flows are expected to have no significant impact on existing downstream
conditions.
It is also the case that:
(1) Modification to the existing drainage system will not cause runoff to be diverted away
from the adjacent downstream property.
(2) The proposed improvements are not expected to aggravate an existing drainage problem
or create a new drainage problem adjacent to downstream properties.
(3) A double orifice control structure is proposed for releasing runoff at pre -developed rates.
(4) The proposed project conveyance system will contain and convey the 10 and I 00-year
design storms.
(5) The Clearing Limits that are anticipated consist of and coincide with the property lines,
which will be marked prior to construction to indicate and delineate proposed
improvements.
Erosion/Sedimentation Control Design
Silt fencing, construction entrance and typical cover techniques will be employed to minimize the
potential for erosion and sedimentation. Erosion and sedimentation control details have been provided
in the construction drawing submittals.
Off Site Analysis:
The site is generally at the same grade as the abutting properties, and is generally not affected by
11upstrearn off -site areas". Storm runoff generally is limited to that which is generated "on -site".
Downstream conditions consist of a closed (pipe) drainage system draining north within the alley to
Dayton Street. No significant erosion has been observed around the existing grading. No significant
erosion is anticipated on the subject property due to the proposed development.
Post development peak flows are expected to have no significant impact on existing downstream
conditions.
2-
Summary of Design
Soils:
Alderwood Series
Hydrologic Group "C"
Runoff Characteristics:
Existing & Proposed C,,:
81 Second Growth Forest
86 Landscape (good condition)
98 Impervious surfaces
Design Storms:
2-Year Design storm precipitation = 1.5 inches
10-Year Design storm precipitation = 2.0 inches
I 00-Year Design storm precipitation = 3.0 inches
Pre -Development Condition:
Site Area = 11,219 SF (0.257 ac)
"Meadow/Second Growth Forest"
Note: Edmonds Drainage Code specifies all predeveloped conditions as "meadow" or "second -growth
forest" No N sub s valuesfor meadow or second growth in DOE: Ns =. 24
2-Year Design storm peak runoff = 0.01 efs
I O-Year Design storm peak runoff = 0.02 cfs
100-Year Design storm peak runoff = 0.05 cfs
Post -Development Condition:
Landscape Area = 828 SF (0.0 19 ac.)
Impervious Area = 10,390 SF (0.23 85 ac.)
2-Year Design storm peak runoff = 0.08 cfs
I O-Year Design storm peak runoff = 0. 11 cfs
I 00-Year Design storm peak runoff = 0. 17 cfs
Detention Required = 850 W
Detention Provided = 880 W
Z ; i
_ke,016- -3/15107
51.73 0
CL
L
LU
<
z
270
------------------
6 5.1 B
CNC
n D WALL CENTERED ON
RIDGE
.272
PROPERTY LINE
D
<
BANK OF
z
WASHINGTON
<
LC
2685 SF.
F-
_j
Q:�
>
EXISTING
W
APARTMENT
BUILDING AT w
1
.............
2§6 62.62
5.5,3
273
6
C*4
227
__—`CONC
u3
j-4 se
TRAS
CAN
PROPERTY LINE 1.
1
1
VL
0
o"I
i I
I
!
267 1
- 65.4A!
264
.0.24
?90
C).
LL EAST, 0.96 SOUTH 261 B
"64.64 -------BUS STOP
TOP WALL = 65.1 V-6 SHD - — — — — — —
TOE WALL WEST 60.050 TYP. '0�
14
2j5
4
UP ENTRY
TOWER
PLANTER 4 MAX 8LOPE 1:11
TOP WALL 61.83 TOP WALL 63.93 1 0 277 -7 4
4C>
1.21/ .54,38 4 2212
58.00' DEED - UD I�R ow 39458
N89'57'40"W 244 mc
v :7 — — — — — — —
Fi-F\/ 60,96 112" w 7" CONCRETE WALEP'L
1. .3
251 k-7
o" w ..6
LJ u
152 244 243
21 .61.39 OF, r.4.4-9 .64.78
0 UD LAMP POST' ul) UD ol—NEW DRIVEWAY Cl
0 PER CITY STANDA
19
14
C 675
L /EV 6 0, "9 c' DEED
Lv
T
27 DETAIL, E2.26
5 44) 63?k
61.115
TRAV
4
64.79
241 242 v
r
�,.2e m * 54.65 co
E UD Y9 af
11 —0 VAN
CATCH 10 ACCESSIBLE
OP COR
X4
,-71
32 uj 256
CL Lf) LL .255 2 7 246 241 Li
51. _5 54.01 S4.54 >
FL:&B FL 283
61.44
FL CRO
98
r7 UD PLANTER
240
R 64� 209 2087
3 t 253 Lo 64.74
z .60. E61M
FL NE
23 .3 aw J_FPHq
UD
1D 64. - w4j,
V,
6 E TXU D' I CURB
23 T,
-'!5 4
WHEE STOP .64S6 4 f f" I
vi
, .519
pi ) 11 —_ lo,
E) El FV 4
60-13 12" 7 Moir= w 25
.87 8" N89*57'40"W �l 7" CONCRETE WALL 122.68' CALC
\TOP WALL 62.78
5- 8, 0 9 a 123,00 DEED C�,
.03 1 TOP WALL 65.6 / 30,
3, 324
f�, 60.38 1/2 ROW
EA
BUILDING CORNER NE CORNER WALL
s�
0.40 SOUTH 0.36 SOUTH, 0.66 WEST
S.C.S: TYPE-lA RAINFALL DISTRIBUTION
ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES)
2,24,1.5
----------------------------------------------------------------------
S.C.S. TYPE- 1A DISTRIBUTION
2-YEAR 24-HOUR STORM 1.50" TOTAL PRECIP.
------------------ =--> ---------------------------
ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1
.257,81,0,98,26
DATA PRINT-OUT:
AREMACRES)
.3
PEAK-Q(CFS)
.01
PERVIOUS
A CN
.3 81.0
T-PEAK(HRS)
8.17
IMPERVIOUS
A CN
.0 98.0
VOL (CU- FT)
292
TC(MINUTES)
26.0
ENTER [d:][pathlfilename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
BOW2PR
SPECIFY:.0 - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP
C -.'P OS 7-
----------------------------------------------------------------------
ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 2
.019,86,.2385,98,10
DATA PRINT-OUT:
AREA(ACRES)
3
PEAK-Q(CFS)
.08
PERVIOUS
A CN
.0 86.0
T-PEAK(HRS)
7.83
IMPERVIOUS
A CN
.2 98.0
VOL(CU-FT)
1141
TC(MINUTES)
10.0
ENTER (d:1[path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
BOW2PO
S.C.S. TYPE-1A RAINFALL DISTRIBUTION
ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES)
10,24,2
----------------------------------------------------------------------
S.C.S. TYPE-lA DISTRIBUTION
10-YEAR 24-HOUR STORM **** 2.0011 TOTAL PRECIP.
----------------------------------------------------------------------
ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO.
.257,81,0,98,26
DATA PRINT-OUT:
AREMACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
.3 .3 81.0 .0 98.0 26.0
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
.02 8.00 562
ENTER (d:][Pathlfilename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
BOW10PR
SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP
ENTER [d:][pathlfilename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
BOW10PR
SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP
C
----------------------------------------------------------------------
ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 2
.019,86,.2385,98,10
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A. CN A CN
.3 .0 86.0 .2 98.0 10.0
PF,AK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
.11 7.83 1593
ENTER [d:1[pathlfilename[.ext1 FOR STORAGE OF COMPUTED HYDROGRAPH:
BOW10PO
M.,
S.C.S. TY�E-lA RAINFALLDISTRIBUTION
ENTER:.,FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES)
100,24,3
----------------------------------------------------------------------
S.C.S. TYPE-lA DISTRIBUTION
100-YEAR 24-HOUR STORM **** 3.00" TOTAL PRECIP.
----------------------------------------------------------------------
ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO.
.257, 81, 0, 98, 26
DATA PRINT-OUT:
AREA(ACRES)
.3
PEAK-!--Q(CFS)
.�0.51
PERVIOUS
A . CN
.3 81.0
TmPEAK(HRS)
7.�83.
IMPERVIOUS
A CN
.0 98.0
VOL(CU-nFT)
12.18,
TC(MINUTES)
26-.0
ENTER [d:1[pathl.filename[.ext1 FOR STORAGE OF COMPUTED HYDROGRAPH:
BOW10.OPR
S,PECIFY: C 7 CONTINUE, N - NEWSTORM, P - PRINT, S - STOP
ENTER (cj:1(pathlflleflafRe(.eXt3 FOR STORAGE OF COMPUTED HYDROGRAPH:
BOW100PR
SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP
C
----------------------------------------------------------------------
ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 2
.019,86.,.2385,98,10
DATAPRINT-OUT:
AREA (ACRES)
.3
PEM - Q (CF9)
.17
PERVIOUS
A CN
0 0
T-PEAK(HRS)
7.83
IMPERVIOUS
A CN
.2 98.0
VOLI(CU-FT)
2510
TC(MINUTES)
RWM� (di-'Jtpathlfilename(.ext1 FOR STORAGE OF COMPUTED HYDROGRAPH!'
Bowloopa
SPECIFY.;:' C - CONTINU9, N - NEWSTORM, P - PRINT, S - STOP
7
SUMMARY OF INPUT ITEMS
1) TYPE OF FACILITY: TANK
2) TANK DIAMETER(ft), STORAGE DEPTH(ft):
3) VERTICAL PERMEABILITY(min/in): .00
4) PRIMARY DESIGN HYDROGRAPH FILENAME:
5) PRIMARY RELEASE RATE(cfs): .05
2.50, 2.50
F0519671
6) NUMBER OF TEST HYDROGRAPHS: 2
TEST HYD 1 FILENAME: BOW10po TARGET RELEASE(cfs): .02
TEST HYD 2 FILENAME: BOW2PO TARGET RELEASE(Cf8): .01
7) NUMBER -OF -ORIFICES, kISER-HEAD(ft), RISER-DIAM(in): 2, 2.50, 12
8) ITERATION DISPLAY: NO
ENTER ITEM NUMBER TO BE REVISED (ENTER ZERO IF NO REVISIONS ARE REQUIRED):
DTA.= 1.24 INCHES
PERFORMANCE: __n� T�ARGET-OUTFLOW ACTUAL -OUTFLOW PK-STAGE _§3DRAGE
DESIGN HYD: .17 5 .05 845
11 0
TEST HYD 1� .11 .02
1.76 630
TEST HYD 2: .08 .01 1.61 570
SPECIFY.j_ D --PeeMvMN_T, R - REVISE, A - ADJUST ORIF, E - ENLARGE,_--S--__W_O
BOTTOM.ORIFICE: ENTER Q�MAX(cfs)
.01 -
DIA.= _..te jjfeNft_> -�o r VA &'A . 0 (1 -p-r- C-Oae-
'IQ-ORF" IS CHANGED TO .011 CFS IN ORDER TO MAINTAIN MIN. ORIFICE OF 0.511
TOP ORIFICE: ENTER HEIGHT(ft)
1. 65
DIA.= 1.25 INCHES
PERFORMANM INFLOW TARGET -OUTFLOW ACTUAL -OUTFLOW PK-STAGE STORAGE
DESIGN HYD: .17 .05 .05 2.50 --->1849
TEST HYD 1: .11 .02 .02 1.79 650
TEST HYD 2: .08 .01 .01 1.66 590
SPECIFT-F D - DOCUMENT, R - REVISE, A - ADJUST ORIF, E ENLARGE,.. S - STOP
",x /0, & 3X .3 Z-'
54vfj� =- la-S-0
Z-.S-)( it y'sz_ go
oR Z,,5 A 14 -1-7 X X'i 1950
P',A& Lit '6�-L
c�
R6UTING D!,TA:
STAGE(FT)
DISCHARGE(CFS)
.00
.00
.25
.00
.50
.00
.75
.01
1.00
.01
1.25
.01
1.50
.01
1.65
.01
1.75
.02
2.00
.03
2.25
.04
2.50
.0.5
2.60
.36
2.70
.93
2.80
l..66
2.90
2.45
3.00
2.74
STORAGE(CU-FT) PERM-AREA(SQ-FT)
.0
.0
44.2
.0
121.0
.0
214.5
.0
317.5
.0
425.0
.0
532.5
.0
595.1
.0
635.5
.0
728.9
.0
805.7
.0
849.9
.0
849.9
.0
849.9
.0
849.9
.0
849.9
.0
849.9
.0
AVERAGE VERTICAL PERMEABILITY:
SPECIFY: F - FILE, N - NEWJOB,
.0 MINUTES/INCH
P - PRINT IF/OF, R - REVISE, S - STOP
9
LLI
dx
CD
cia
Ca
z
ad
LLI
LLI
LIJ
4
co
V*I-
0
0
z
MI
a;
E
E
dip
A ..... ....... .... ......
.... . .... .. . ...
. .... .... ......
... ..... ...
.. ......... . . ..
......... ....
.. .. ... ......
-------- --
... ....... ..... ...
. . . ....... . . .....
i
... .... .... ......... .
4 Nil
. ...... .. ...
th
j a
46
T
.. . .........
..........
.......... —
! r1ol- 'Oj
ai
Al-
IQT
A�
OU
Ji L lf-
4J
CD
lie
u
CUSTOMER: WILCOX
PROJECT: BANK OF WASHINGTON
STRUCTURE: 14'W X 24'L X. 7'H
DETENTION VAULT
STRUCTURAL NOTES:
1. CONCRETE STENGTH - Fc# =6,000 psi @28 Days
Fc' = Recommended Stripping Strength - 3,000 psi
2. REINFORCING - ASTM-A615 GRADE 60
3. DESIGN LOAD - AASHTO HS20-44
4. DESIGN FILL - O'MIN. TO 2'
5. MATERIALS AND MANUFACTURING PER ASTM C789-95
6. REINFORCING COVER 11/2" U.N.O.
7. GROUT - 6,000 psi @56 Days, Non -Shrink Grout
8. MIN. ALLOWABLE SOIL PRESSURE - 2,000 psf
GENERAL NOTES:
1. FINISH - CLASS 2 FINISH
2. INSTALLATION AND GROUTING BY OTHERS
3 . MIN. 20' CABLE LENGTH AND/ OR SPREADER BAR
REQUIRED FOR LIFTING OF STRUCTURE TO BE
SUPPLIED BY CONTRACTOR UPON INSTALLATION.
SHEET LIST
1. COVER SHEE� GENERAL NOTES
2. PLAN, ELEVATIONS, SEC -EON
3. BASE LAYOUT
4. DETAIL: 3-SIDED PIECE-1
5. DETAIL: STD 3-SIDED PIECE-2 & 3
6. DETAIL: END BASE-1 WITH SUMP
7. DETAIL: STD BASE-2
8. DETAIL: END BASE-3
9. DETAIL: END WALLS A & B
-in E)MK1rnDr`TKfr_ nTAr-
UCTION, INC.
11. GROUTING DErAILS WILCOX
12. LIFTING & INSTALLA"E N CONSTR
m
it14000CEMM
TAKM
[3 MAXECORRECrx=
N07M
o /D
1*
13 SUBmrr
SPECIFIEDRU
E3 REjEcTm ,
THIS REVIEW DOES NOTRELIEVET14E SUBCONTRACTORiSUPF:L
UER OF HIS RESPONSIBILITY FOR CORRECTNESS OF DIMEN-
CONTRACT DRAWINGS OR S P_'ECIF_1C_AT'I_0_N'S'.
=RECEIVED
JUL 0 9 2007
W ox co ST. c.
ILCOX CONST. INC.
PART LIST:
3-SIDED PIECE I
3-SIDED PIECE 2
3-SIDED PIECE 3
END BASE 1
END BASE 2
STD BASE
END WALL A
END WALL B
HEAVY PICK: 31,,000 lbs.*
*Approximate weights to be
verified on scale prior to shipping
1) TOP SLABS ARE 10" THICK
2) BASE SLABS ARE 12" THICK
3) STRUCTURE HAS PIPE
PENETRATIONS
I EXPIR Bt251 =7'�
UKANN tST: (aiA 6/)U/()z
CHA DAM 6/20/07
SCALE� N.T.S. SHEM 1
MUE FOP, ENGINEERING Bank of Washington
14`W x 2WL x 71H
DETENTION VAULT
�'E ED
AV
L
F � [L L- PTr
10"
7'- 1/2-
87/16'
14�
9 1/2- 9 1/2"
8 1/4"
-�f. 77-7-77 iF=..-
1/4"
2'
- - - : =77
6-
SECTION A —A
SCALE 1 64
2!7-4 3/4"
T
2'-9 1/2"
4!-q
12" CP
to
OUTLET PIPE
'JE*1
I
p_j
P-2
P-3
02T ACCESS
IP-1 I
I
2,V'Vented
I
Manhole
Ring & Cover
700
�B" CPEP
AAVJNLET PIPE
8 T
.24�- 3/4-
PLAN
If ;c
EXPIRES 8/25/ 81 ------------ - -- -81 81 ---------- 40.
2 3/8- TYP. 8.
8- SPACE BETWEEN
-7-3 - O� 3-SIDED PIECES
Iv
RIM: 61.65 @ ACCESS /--Ga 49!6ci Ladder
T.O.S: 60.91V M1 NG: v fir
r h60.07
Ol'-8" HOLE CPEP
01'CPEP------ 01'-8- HOLE - T—
OUTLET'PIPE I.E: INLET PIPE
57AY lk —7
q,) 7-10 1/2"
91-10'1/2" 4� 1 6" EW-A 4�-4 1 1/2- 7- 1/2" 4%8 1/2-
�EN
D PIE ES
ED T—
ELEV: L
53.03'J4
11 L A ILA 7T A
I LZ4
� I --� I - lol— — 8!-8"
L L
DIA. MANHOLE SUMP 3/8- TYP.
1-8 - -------------- SPACE BETWEEN
BASE PIECES
2'-9 1/2"- END VIEW ELEVATION
17'-7-
8'--0-
4�-8 1/2'
3/8-
81-8.-
81
3/8' SPAC
3-SI
---------------
E BETWEEN 8.
DED PIECES
8'-8-
3/8"
ELEVATION
.*- 1.
2-7-4 314"
SECTION B-B
SCALE 1 / 64
L�
EXPIR '/25/ =-q
ES 8 ea:
BASE LAYOUT
71 Lp IF�
11-6"
'TFrING INSERT
P-1 SrARCON 10S X 100
(4) PLACES rfP.
+
-(i I
4!4' 02! HOI F
91,
GROUTWAY TO BE
Fnl-ED BY FILLEC
13Y CONTRACrOF
DURING INSTAU.-ATnION
87/
PLAN
14!
io-
3 1/4"
8 1/4"
14�-2 1/8"
7-3"
.6"
87/1
ELEVATION
5.
2!
:1 1 17
01--8. --J-JL- -JL-
HOLE
L +
4� 11"
END VIEW
EXPIRES 8/25/
GROUTWAY TO BE
FILLED BY FILLED
BY CON'TRACrOR
DURING INSTALLATION
\-�F`TING INSERT
P-2 & 3 STARCON 10S X 10"
(4) PLACES TYP.
in
PLAN
14!-2 118" 1
8 7/16" 8 7/16"
ELEVATION
81
END VIEW
DAVID
,:zi
1 XlY7 -
43372
IST
/01YAk-
EXPIRES 8/25/
w7
7,
1
LIM
STARCC
(4) FLALth i ye.
17-7"
PLAN
Z.
1T-10" V-1"
3-
91/21, 9 1/2"
JL A
GROUTWAY TO BE----,
FILLED BY FILLED
BY CONTRACTOR
DURING INSTALLA EON
ELEVATION
1.
END VIEW
EXPIRES 8/25/.O�
1- 3 - cl:�
17-7"
10,
1:1 W-1 � I
13'-10" 11-1�,
91/2. �q in-
GROU'TWAY TO BE ---'
FILLM BY FIl I ED v
13Y CONTRACTOR
DURING INSTALLATION
ELEVATION
1.
INSERT
N 10S X 10"
-rVD
END VIEW
EXPIRES 8/251
7 - 3 - o-'/--
17-7"
8'-8-
PLAN
INSERT
N 10S X 10"
�n
t-tj rLJA%-C--3
— V-1" 11-1. ---w
9112--4 - - 13'-10" w -w 9 1/2"
GROUTWAY TO BE -
FILLED BY FILLED
BY CONTRACTOR
DURING INSTALLATION
11
13'-11"
ELEVATION
r
3'
7-
IL A
l'-3-
END VIEW
EXPIRES 8/25/
-�- - 3 - eq-
PLAN
GROUTWAY TO BE
FILLED BY FILLED
BY CONTRACTOR
DURING INSTALLATION
Y-4 1/27
END WALL,
,V-8 1/2'
Ol'-8- HOLE
ELEVATION
INSERT
N los X 10"
:ES TYP.
GINSEKr
STAIRCON 10S X 6'
(4) PLACES TYP.
4!
8.
It. V-6-
END VIEW
%amuu I VVIKT I %J Q�
FILM BY FILLED
BY CONTRACTOR
DURING INSTALLATION
END WALL B
ELEVATION
—4'7Z (4) PLACES TYP. EXPIRES M51 -4a7
8. 7- 3 - 0�-
END VIEW
Al
T-T
AN
9
Ito
921
cl
7,,
6f6-
Is-r-
-tv—
A300
cloo
I
9E
04@12" O.C.
_qw r-ftmo dwow
V Min Lap
84-1 m
40 MR.
Iw
84-1. -j I -r-1 1 02-'-09
r-(4-w
1 9
68@611 O.C.
3-Sided & Bass
*bw Reinfordng
Scwe: lle - 1,
I J/T Clr. (Typ. U.N.O.)
VV A A
0
A
43372 0
Al DI
S/ONAL Bmts
BAM
EVIRES W251
TL� �PRECAS4�TG
CC�J�j INC�
0 6/25/07
*4@12' O-C
"120 O.C.
11
12 Cover
1 8 go. r
H.
A Inside Face
#4LM 0" O.C.
--=� 10"Cover
fall
Reinfordrig
Scale. I/C - V
14W x 2411- x 7'H
EP-
Wilcox
L)
11Z f
MARK ISIZE
SPACING
AS PMV
mr
TOTAL
LENGTH
TYPE
"vlm—
A
0
Al
5
7 10-53
1Z--r
4Y
T-10'
A100
6
6 10-88
14�-S"
STR
A300
4
12
10.20
16-30
STR
BI
4
12
0.20
T-7"
STR
cl
4
12
0.20
9'-8 a
STR
C100
4
10
0.24
V-8"
SIR
' —r
Dl
41
12
'0-20
V-C
I
I 2e
MSUE FM ENGINMMG
jCHAJO"TF: 6/25/07
H DkTF: 6/25/07
6 "=l' sKmr- Reba
1�
Bank of Washington
m
TOP -
SLAB �
3/16"X 2'X 42"
GALVANIZED
STRAP TYP (4) PLACES
:ND WALL
�A END WALL CONNECTION
"-1) DETAIL N.T.S
1/2" OIA STAINLESS STEEL
WEDGE ANCHOR
FIELD INSTALLED
PRIOR TO GROUTING
1/2"
T
—GROUT FILL
FOAM BACKER ROD
S S
UPPLIED BY OTHERS
3116" X 2"X 48"
STRAP
TYP (4) PLACES
lf2"DIA
STAINLESS STEEL
END WEDGE ANCHOR
WALL
t'D'*N\ TOP, END WALL
Q� JOINT DETAIL KT.S
GROUT FILL
IM
Iff'stm
1 1/2"
EXPANDABLE FOAM IN A CAN OR BACKER ROD
MAY BE USED TO GROUT EXTERIOR PRIOR TO
FILLING CENTRAL CAVITY.
r13'� WALL TO WALL
Q9� JOINT DETAIL N.T.S
[am
m
SUPPLIED BY OTHERS
(optional to surface grout exterior
of keyway before filling central cavity)
(- �E WALL TO EN DWALL
Qt— ) JOINT DETAIL N.T.S
&CEBAS TOP --
JOINT DETAIL N.T.S
OUTSIDE
F
WEDGE OUTSIDE OF LEG
WITH HARDWOOD
TO PREVENT MOVEMENT
DURING INSTALLATION
(MIN. TWO PER LEG)
�Lj T�L �P R E C A G
& CO C
2�R N RU INC,..
UgS125107
1/2- STEEI OR_/
KOROLATH SHIMS
ILL
BACKER ROD
ZiLL
LAB �4,3372
JOINT DETAIL N.T.S ST %
NA
EXPIRES 8/25/
=STRUCTURE
DMWN Br. CHA OATE' 6/25/07
-- E -__
CHECKZD
Ur. CHA OTT 6/25/07 14-VW x 24�1- x 7'H
SCALF- 3/16"=I' SHEET* Gro i CUSTOMM
Bank of Washington Wilcox
K.A ISSUE FOR ENGINEERING
1
L"ng Lifting Hook or Shackle
Load Handling Capacity
to be Determined by
Contractor
Minimum 2U Cable Length-
(4) Places Typ.
Load Handling Capacity to
be Determined by Contractor
Starcon Clutches
(4) Places Typ.
3-Sided -
Piece by GPC
RISE
I -
RUN
CONTRACTOR TO MAINTAIN
2:1 RATIO OF RISE TO RUN
CABLE LIFTING ANGLE. RATIO
CAN BE GREATER SUCH AS 3:1,
BUT NOT LESS THAN 2:1
GREATER SPANS MAY REQUIRE
THE USE OF A SPREADER BAR
LIFTING DIAGRAM FIG. 1
(FOR 3-SIDED SPANS UP TO 20')
Locking Lifting Hook or Shackle -
Load Handling Capacity
to be Determined by
Contractor
DETAIL B
3-Sided -
Piece by GPC
DETAIL A
itch
10
V
Minimum 20'Spreader Bar
Load Handling Capacity
to be Determined by
Contractor
Minimum 20' Cable Length
(4) Places Typ.
Load Handling Capacity to
be Determined by Contractor
Starcon Clutches
(4) Places Typ-
RISE TO RUN
RATIO OF 2:1
OR GREATER
(Z OF RISE FOR
EACH 1' OF RUN)
Please follow the instructions outlined below to insure a smooth
installation of your 3 Sided 5jidge.,
1. Make sure that sub -base is prepared for installation. The bases should be placed
on undisturbed soil leveled with 4 to 6 inches of pea gravel or 3/8" +/- compacted
rock. Allow for soil PSI Requirements as specified per Engineering Calculations.
2. If the base is not cast in place, set footings or base stab.
3. Make sure that crane meets required maximum weight pick. Rig and set first
required piece.
4. Accurate alignment of bases is critical for proper fit of 3 sided pieces.
5. Place (Korolath Shims or equal) in keyway to insure proper grouting. Center leg of
3 sided piece in keyway (from side to side). Make sure that the edge of the 3 sided
piece is set flush to edge of end wall key way. See detail below.
6. Continue setting consecutive pieces. Make sure that pieces are aligned in the center
of keyway. Set pieces as dose together as possible.
7. Grout 3 sided and base slab keyway, per drawing requirements.
Materials Wt Lbs Vol CF.FT SSD Cement Factor Sacks im W/C
Water 4.81 300 9.0 1/11 .35
Cement 4.30 8.46 6" Slump +/-1" 3/16 Max Agg
Fine Agg 17.89 2990
ADMD(8.5 Lbs. INNERPLAST N
(DISCLAIMER: THIS IS A GUIDELINE ONLY - FACTORS SUCH AS SAND AND AGGREGATE
COULD AFFECT THE MIX - AS WELL AS TEMP.
8. Allow allotted cure time, per grout specifications, to insure required PSI.
9. Backfill and compact in 12" lifts.
B)
% to Inside Edge of
End Wall Key Way
WALL
r1r_T VVMT
--T
LIFTING DIAGRAM FIG. 2 "i'ikD WALL DETAIL (IF APPLICABLE*)
(FOR 3-SIDED SPANS GREATER THAN 20') (*FOR DETENTION VAULTS, DOES NOT APPLY TO BRIDGES & CULVERTS)
�BSOH TRAFNC C0HSUL7,kHTB
TRAFFIC ENGINEERING *TRANSPORTATION PLANNING
2802 WETMORE AVE. - SUITE 220 * EVERETT WA 98201 9 PH: (425) 339-8266 - FAX: (425) 258-29221
January 26, 2007
Mr. Don Sims, P.E.
City of Edmonds
121 5h Avenue N
Edmonds, WA 98020
Re: The Bank of WA (2,725 SF); 5th Avenue S at Dayton Street
Traffic Impact Analysis, GTC #06-382
Dear Mr. Sims:
Gibson Traffic Consultants (GTC) has been retained by Gary Schmitt of The Bank of
WA to provide a traffic study for a proposed Bank of WA branch in the City of Edmonds.
This technical memorandum is intended to supply the City of Edmonds with the
necessary traffic generation and distribution information per the City's guidelines for
developments that will generate more than 25 new PM peak -hour trips. This study has
been organized in the same manner as the SEPA Traffic hnpact Requirements for the
City of Edmonds.
PROJECT DESCRIPTION
The proposed Bank of WA residential development is planned to be constructed on the
southwest side of 5h Avenue S at Dayton Street. A site vicinity map has been included in
Figure 1.
The development is proposed to consist of approximately 2,725 Square Feet (SF) of
drive-in bank. Previously on the site was an 8 vehicle fueling position gas station with
mini mart. The gas station was removed in June of 2006. The trips for the gas station
have been credited towards the developments trips for the mitigation calculations. The
gas station trips were not counted at the study intersections; therefore, the level of service
analysis did not take into account credit for these trips. The development is proposed to
be constructed/occupied by the end of 2007. The horizon year for this development
would be the year 2012.
The development is proposing to have an ingress only access point to Dayton Street,, o , ne� -) i
full access onto 5'h Avenue S and access to the alley to the west. U L,
"[p MAR c? 12007
COUNTS/SURVEYS - SITE IMPACTS - LOS ANALYSIS - EIS - HEARINGS - SAFETY - SIGNALS - PARKING
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Mr. Don Sims, P.E.
January 26, 2007
Page 2
METHODOLOGY
Trip generation rates were obtained from the ITE Trip Generation Report, 7,h edition
2003. Land Use Code (LUC) 912, drive-in bank, and LUC 945, gas station with mini
mart have been used for the trip generation calculations.
Traffic congestion is generally measured in terms of level of service (LOS). Peak -hour
level of service at critical off -site intersections is based on the 2000 Highway Capacity
Manual (HCM) using Synchro 6. 0 percentile methodology. In accordance with the 2000
HCM, road facilities and intersections are rated between LOS A and LOS F, with LOS A
being free flow and LOS F being forced flow or over -capacity conditions. A summary of
the level of service criteria has been included in Table 1. The level of service at
signalized and all -way stop -controlled (AWSC) intersections is measured in terms of
average delay per vehicle in seconds. For two-way stop -controlled intersections, the
level of service is determined -by the worst case of all the calculated lane groups at the
intersection. The acceptable LOS within the City of Edmonds is LOS D.
EXISTING CONDITIONS
Existing Level of Service
Level of service analysis was conducted at the five identified study intersections. These
intersections are:
1. 5h Avenue S at Dayton Street — All -Way Stop Controlled
2. 4h Avenue S at Dayton Street — Two -Way Stop Controlled
3. 3d Avenue S at Dayton Street — All -Way Stop Controlled
4. 5 th Avenue S at Main Street — All -Way Stop Controlled
5. 5h Avenue S at Walnut Street — All -Way Stop Controlled
The existing traffic counts at these intersections were obtained by Traffic Data Gathering
(TDG) and were conducted in 2007. The study intersections currently operate at LOS B
under the existing conditions. The intersections currently operate at an acceptable LOS.
The existing level of service at the study intersections has been shown in Table 2. The
existing turning movements used to determine the existing level of service have been
included in Figure 2.
RR'A"AF'1'V
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Mr. Don Sims, P.E.
January 26, 2007
Page 3
FUTURE CONDITIONS
Baseline Level of Service
Baseline volumes were determined by applying a 2% compounding annual growth rate to
the existing traffic volumes to get to the horizon year of 2012. The growth rate is
consistent with other studies in the City of Edmonds.
The study intersections will continue to operate at LOS B or better with a slight increase
in delay in the Baseline condition. The intersections currently operate at an acceptable
LOS. The baseline level of service is summarized in Table 3. The turning movements
used to determine the baseline level of service have been included in Figure 3.
Future with Development
Access
The site currently has three curb cuts, two on 5th Avenue S and one on Dayton Street.
These three curb cuts will be removed and the two new ones installed. The proposed
access on 5h Avenue S would be located approximately 100 feet south of the intersection
of 5th Avenue S at Dayton Street and the access to. Dayton Street would be located 56 feet
to the west of the intersection. There is on -street parking and planters with trees along
both 5th Avenue S and Dayton Street in the vicinity of the two site access points. This is
consistent throughout the entire downtown area. . .
Trip Generation
Trip generation rates were obtained from the ITE Trip Generation Report, 7th Edition
2003. The following land uses were used to determine the number of trips that will be
generated by the development: Land use code (LUC) 912 drive-in bank and LUC 945 gas
station with mini mart. The average trip generation rates for each land use code were
used to determine the trip generation. A pass -by rate of 47% was used for the drive-in
bank and 56% for the gas station with mini mart. These rates are outlined in the ITE Trip
Generation Handbook 2d Edition. The net new trips generated by the development with
the credit for the 8 vfp gas station are anticipated to be -217 ADT with 19 PM Peak -
Hour trips (9 inbound/10 outbound). A summary of the trip generation has been
included in Table 4. However, for the level of service analysis the total trips generated
by the bank were used to determine the actual impacts of the bank. It would be
anticipated that without the credit the bank would generate 356 ADT with 66 PM peak -
Hour trips (33 inbound/33 outbound).
d
RAFFIC
IMIM
OMOUL7
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Mr. Don Sims, P.E.
January 26, 2007
Page 4
Trip Distribution
Trip distribution for the development was based on existing turning movements at the
study intersections. The trip distribution assumes that 35% of the site traffic will travel to
and from south and 20% to and from the north on 5h 'Avenue S. The remaining 45%
would travel on Dayton Street with 25% heading to and from the west and 20% to and
from the east. The distribution of the PM peak -hour traffic without the gas station credit
has been included in Figure 4A. A distribution of the net new PM peak -hour traffic with
the credit for the gas station trips has been included in Figure 4B.
Level of Service
The future with development level of service analysis has been performed for the
additional 66 PM peak -hour tips. The development turning movements at the study
intersections has been included in Figure 5. The development's trips were added to the
baseline turning movements to determine the future with development turning
movements. The study intersections will continue to operate at LOS B. The new access
to 5h Avenue S will also operate at LOS B. The future with level of service is
summarized in Table 3. The future with development turning movements has been
included in Figure 6.
Par * 9
Per the City of Edmonds parking requirements for*the downtown business area the
development will have to provide 1 parking stall for every 500 SF. The banks gross floor
area is 2,725 SF; therefore, a total of 6 parking stalls would be required. According to the
site plan provided there will be a total of I I parking stalls. This would be sufficient to
meet the City's requirements.
MITIGATION RECOMMENDATIONS
Traffic mitigation payments to the City of Edmonds are based on Edmonds. Road Impact
Fee Rate Study Table 4 Impact Fee Rates. However, the rate for drive-in bank has been
updated to take into account the new rates in the ITE Trip Generation Report, 7 th edition
2003. Also the percent new trips were adjusted based on the new pass -by rates in the ITE'
Trip Generation Handbook 2d Edition. The trips generated by the 8 vfp gas station with
mini mart were credited towards the developments mitigation payment using the same
mitigation fee methodology. The total required mitigation for the development would be
$4,641.33. The mitigation calculations have been summarized in Table 5.
RAFFIC
Mr. Don Sims, P.E.
January 26, 2007
Page 5
We trust that this letter and attachments adequately address the traffic impacts of the
proposed commercial re -development. If you have any questions please don't hesitate to
contact us at (425) 339-8266. Thanks.
Sincerely,
GiBsoN TRAFFIC CONSULTANTS, INC.
Matthew J. Palmer, P.E.
Traffic Engineer
Attachments
CC: Gary Schmitt, The Bank of WA
aMFES 843- 69-C,6-
RAFFIC
(OMOUL
7
22miro
Bank of WA
GTC #06-382
TABLE 1
IINTERSECTION LEVEL OF SERVICE (LOS) CRITERIA
Level of
Service I
Expected
Delay
Control Delay
(Seconds Vehicle)
Unsignalized
Intersections
Signalized
Intersections
A
Little/No Delay
:!�10
:!�10
B
Short Delays
>10 and:�15
>10 and:!�20
C
Average Delays
>15 and:!�25
>20 and:535
D
Long Delays
>25 and:!05
>35 and:555
E
Very Long Delays
>35 and:!�50
>55 and:!�80
F
>50
>80
When demand volume exceeds the capacity of the lane, extreme delays will be encountered
with queuing which may cause severe congestion affecting other traffic movements in the
intersection.
Source: Highway Capacity Manual 2000.
LOS A: free -flow traffic conditions, with minimal delay to stopped vehicles (no vehicle is delayed longer
than one cycle at signalized intersection).
LOS B: generally stable traffic flow conditions.
LOS C: occasional back-ups may develop, but delay to vehicles is short term and still tolerable.
LOS D: during short periods of the peak hour, delays to approaching vehicles may be substantial but are
tolerable during times of less demand (i.e. vehicles delayed one cycle or less at signal).
LOS E: intersections operate at or near capacity, with long queues developing on all approaches and long
delays.
LOS F: jammed conditions on all approaches with excessively long delays and vehicles unable to move at
times.
RAW"A'C"
(OMOUL
GIBSON TRAFFIC CONSULTANTS TRAFFIC IMPACT STUDY
GTC #06-382
BANK OF WA LEGEND FIGURE 1
(2,725 SF) PROJECT SITE SITE VICINITY MAP
CITY OF EDMONDS 0 ## STUDY INMRSIECTIONS
TRAFFIC IMPACT STUDY
GIBSON TRAFFIC CONSULTANTS GTC #06-382S____j
BANK OF WA LEGEND FIGURE 2
(2,725 SF) 181- PM PEAK HOUR
TURNING MOVEMENT VOLUMES EYJSTING PM PEAK
INTERSECTION VOLUMES
CITY OF EDMONDS
TRAFFIC IMPACT STUDY
GIBSON TRAFFIC CONSULTANTS GTC #06-382
BANK OF WA LEGEND FIGURE 3
(2,725 SF) 200- PM PEAK HOUR
TURNING MOVEMENT VOLUMES FUTURE 2012 PM PEAK
WITHOUT DEVELOPMENT
CITY OF EDMONDS INTERSECTION VOLUMES
TRAFFIC IMPACT STUDY
GIBSON TRAFFIC CONSULTANTS 2
L GTC #06-382
LEGEND FIGURE 4A
BANK OF WA AWDT NEWDAUTRAFFIC
(2,725 SF) PM 4 )o PEAX NEW PM PEAK HOURMPS DEVELOPMENT TRIP
I TRP DlS'MBLMCt4 % DISTRIBUTION
CITY OF EDMONDS (NEW PM PEAK & DAILY)
TRAFFIC IMPACT STUDY
GIBSON TRAFFIC CONSULTANTS 2
GTC #06-382 _j
LEGEND FIGURE 413
BANK OF WA AWDT NEWDAJLYTRAFFIC
(2,725 SF) PM PEAK NEW PM PEAK HOUR TRIPS DEVELOPMENT TRIP
I TRIP DISTRIMMON % DISTRIBUTION
CITY OF EDMONDS (NET NEW PM PEAK)
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GIBSON TRAFFIC CONSULTANTS TRAFFIC IMPACT STU
GTC #06-382
BANK OF WA LEGEND FIGURE 5
(2,725 SF) 7- PM PEAX HOUR DEVELOPMENT
TURNING MOVEMEW VOLUMES INTERSECTION VOLUMES
CITY OF EDMONDS (NEW TRIPS)
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TRAFFIC IMPACT STU
GIBSON TRAFFIC CONSULTANTS GTC #06-382
BANK OF WA LEGEND FIGURE 6
(2,725 SF) 207- PM PEAK HOUR
TURNING MOVEMEW VOLUMES FUTURE 2012 PM PEAK
WITH DEVELOPMENT
CITY OF EDMONDS INTERSECTION VOLUMES
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Bank of WA
GTC #06-382
TABLE2
EXISTING LEVEL OF SERVICE
Weekday PM Peak Hour
EXISTING
INTERSECTION
CONDITIONS
LOS
Delay
1 . 5th Avenue S @
B
12.0 sec
Dayton Street
2. 4th Avenue S @
B
12.2 sec
Dayton Street
3. 3rd Avenue S @
B
10.7 sec
Dayton Street
4. 5th Avenue S @
B
10.8 sec
Main Street
5. 5th Avenue S @
B
12.4 sec
Walnut Street
RAN"Al'C"
(OMOUL
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Bank of WA
GTC #06-382
TABLE3
FUTURE LEVEL OF SERVICE
Weekday PM Peak Hour
EXISTING
FUTURE 2012
CONDITIONS'
With ut Project
With
Project
INTERSECTION
CONDITIONS
LOS
Delay
LOS
Delay
LOS
Delay
1. 5th Avenue S @
B
12.0 see
B
13.5 see
B
15.0 see
Dayton Street
2. 4th Avenue S @
B
12.2 see
B
12.8 see
B
13.1 see
Dayton Street
3. 3rd Avenue S @
B
10.7 see
B
11.6 see
B
11.8 see
Dayton Street
4. 5th Avenue S @
B
10.8 see
B
11. 8 see
B
12.0 see
Main Street
.5. 5th Avenue S
B
12.4 see
B
14.2 see
B
14.7 see
Walnut Street
6. 5th Avenue S @
B
14.5 see
Full Access
1. 1 Includes 2% annually compounded growth rate.
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CRAFFIC
OHOULYANTO
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Bank of WA
GTC #06-382
TABLE4
TRIP GENERATION SUMMARY
Proposed Land Use
SIZE
Average Daily
Trips
PM Peak -Hour
Total
Inbound
Outbound
Drive -In Bank
2,725 SF
671.69
125
63
62
Gas Station w/ Mini Mart
-8 VFP
-1302.24
-107
-54
-53
GROSSTOTAL
.................
-631
18
9
9
PASS -BY Reduction
..............
..... X 7 : 7 : 7 7 : 7 : 7 : 7 : 7
414
1
0
1
NET NEW TOTAL
-217
19
9
10
RR'ZF'F'('1C"'
(OMOUL
M M M M M � M M M "on"= ='M MIM M M =
Bank of WA
GTC #06-382
TABLE 5
MITIGATION SUMMARY
ITE
Code
ITE Land Use
Category
Trip
Rate
Trip Length
Factor
% New
Trips
Net New
Trips per Unit
Impact Fee
per Unit
unit
Total
912
Drive-in Bank
45.74
0.47
53%
11.39
$ 8,698.09
2.725
$23,702.29
945
Gas Station w/ Mini Mart.
13.38
0.53
44%
3.12
$ 2,382.62
-8
-$19,060. 5
Total
1 $ 4,641.33
I Excludes pass -by trips per the June 2004 Trip Generation Handbook.
aR'A"F0F('1'CM
(OM8
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Bank of WA
GTC #06-382
IBank New Trips
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New Trip Distribution % & Associated Trip Assignments (raw values not corrected for rounding error)
PM Version - New Trips
New
ADT
I New PM Peak
%
I In
I Out
I
100%
3561
331
33
AHourTfips
66
11%
3.56
0.33
0.33
0.66
2%
7.12
0.66
0.66
1.32
3%
10.68
0.99
0.99
1.98
4%
14.24
1.32
1.32
2.64
5%
17.80
1.65
1.65
3.30
6%1
21.36
1.981
1.98
3.96
7%
24.92
2.31
2.31
4.62
8%
28.48
2.64
2.64
5.28
9%
32.04
2.97
2.97
5.94
10%
35.60
3.30
3.30
6.60
11%
39.16
3.63
3.63
7.26
12%
42.72
3.96
3.96
7.92
13%
46.28
4.29
4.29
8.58
14%
49.84
4.62
4.62
9.24
15%
53.40
4.95
4.95
9.90
16%
56.96
5.28
5.28
10.56
17%1
60.52
5.611
5.61
11.22
18%
64.08
5.94
5.94
11.88
19%
67.64
6.27
6.27
12.54
20%
71.20
6.60
6.60
13.20
21%
74.76
6.93
6.93
13.86
22%
78.32
7.26
7.26
14.52
23%
81.88
7.59
7.59
15.18
24%
85.44
7.92
7.92
15.84
25%
89.00
8.25
8.25
16.50
26%
92.56
8.58
8.58
17.16
27%
96.12
8.91
8.91
17.82
28%1
99.68
9.241
9.24
18.48
29%
103.24
9.57
9.57
19.14
30%
106.80
9.90
9.90
19.80
31%
110.36
10.23
10.23
20.46
32%
113.92
10.56
10.56
21.12
33%
117.48
10.89
10.89
21.78
34%
121.04
11.221
11.22
22.44
35%
124.60
11.55
11.55
23.10
36%
128.16
11.88
11.88
23.76
37%
131.72
12.21
12.21
24.42
38%
135.28
12.54
12.54
25.08
39%1
138.84
12.87
12.87
25.74
40%
142.40
13.20
13.20
26.40
41%
145.96
13.53
13.53
27.06
42%
149.52
13.86
13.86
27.72
43%
153.08
14.19
14.19
28.38
44%
156.641
14.52
14.52
29.04
45%
160.201
14.85
14.85
29.70
46%
163.76
15.18
15.18
30.36
47%
167.32
15.51
15.51
31.02
48%
170.88
15.84
15.84
31.68
490%
174.44
16.17
16.17
32.34
178.00
16.501
16.50
33.00
New
New PM Peak Hour Trips
r-./.--FADT
In
I Out
11 Total
100%1
3561
331
3311
66
51%
181.56
16.83
16.83
33.66
52%
185.12
17.16
17.16
34.32
53%
188.68
17.49
17.49
34.98
54%
192.24
17.82
17.82
35.64
55%
195.80
18.15
18.15
36.30
56%1
199.36
18.481
18.48
36.96
570/61
202.92
18.81
18.81
37.62
58%
206.48
19.14
19.14
38.28
59%
210.04
19.47
19.47
38.94
60%
213.60
19.80
19.80
39.60
61%
217.16
20.13
20.131
40.26
62%,
220.72
20.46
20.46
40.92
63%
224.28
20.79
20.79
41.58
64%
227.84
21.12
21.12
42.24
65%
231.40
21.45
21.45
42.90
66%
234.96
21.78
21.78
43.56
67%,
238.52
22.11
22.11
44.22
68%
242.08
22.44
22.44
44.88
69%
245.64
22.77
22.77
45.54
70%
249.20
23.10
23.10
46.20
71%
252.76
23.43
23.43
46.86
72%
256.321
23.76
23.76
47.52
73%
259.88
24.09
24.09
48.18
74%
263.44
24.42
24.42
48.84
75%
267.00
24.75
24.75
49.50
76%
270.56
25.08
25.08
50.16
77%
274.12
25.41
25.41
50.82
78%
277.68
25.74
25.74
51.48
79%
281.24
26.07
26.07
52.14
80%
284.80
26.40
26.40
52.80
81%
288.36
26.73
26.73
53.46
82%
291.92
27.06
27.06
54.12
83%
295.48
27.39
27.39
54.78
84%
299.04
27.72
27.72
55.44
85%
302.60
28.05
28.05
56.10
86%
306.16
28.38
28.38
56.76
87%1
309.72
28.71
28.71
57.42
88%
313.28
29.04
29.04
58.08
89%
316.84
29.37
29.37
58.74
90%
320.40
29.70
29.70
59.40
91%
323.96
30.03
30.03
60.06
92%,
327.52
30.36
30.36
60.72
93%1
331.08
30.69
30.69
61.38
94%
334.64
31.02
31.02
62.04
95%
338.20
31.35
31.35
62.70
96%
341.76
31.68
31.68
63.36
97%
345.32
32.01
32.0111
64.02
989/al
348.881
32.34
32.34
64.68
99%1
352.441
32.67
32.67
65.34
100014
356.001
33.00
33.00
66.00
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Bank of WA
GTC #06-382
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Bank Net New Trips
New Trip Distribution % & Associated Trip Assignments (raw values not corrected for rounding error)
PM Version - Net New Trios
New
ADT
New PM Peak Hour Trips
%
i-l-
In
I Eu:t=Total
100%
3
-6311
91
1011
19
l %
-6.31
0.09
0.10
0.19
2%
-12.61
0.18
0.20
0.38
3%
-18.92
0.27
0.30
0.57
4%
-25.22
0.36
0.40
0.76
5%
-31.53
0.45
0.50
0.95
6%1
-37.83
0.541
0.60
1.14
7%
-44.14
0.63
0.70
1.33
8%
-50.44
0.72
0.80
1.52
9%
-56.75
0.81
0.90
1.71
10%
-63.06
0.90
TOO
1.95
11%
-69.36
0.99
1.10
2.09
12%
-75.67
1.08
1.20
2.28
13%
-81.97
1.17
1.30
2.47
14%
-88.28
1.26
.1.40
2.66
15%
-94.58
1.35
1.50
2.85
16%
-100.89
1.44
1.60
3.04
17%1
-107.19
1.531
1.70
3.23
18%
-113.50
1.62
1.80
3.42
19%
-119.80
1.71
1.90
3.61
20%
-126.11
1.80
2.00
3.80
21%
-132.42
1.89
2.10
3.99
22%
-138.72
1.98
2.20
4.18
23%
-145.03
2.07
2.30
4.37
24%
-151.33
2.16
2.40
4.56
25%
-157.64
2.25
2.50
4.75
26%
-163.94
2.34
2.60
4.94
27%
-170.25
2.43
2.70
5.13
28%1
-176.55
2.52
2.80
5.32
29%
-182.86
2.61
2.90
5.51
30%
-189.17
2.70
3.00
5.70
31%
-195.47
2.79
3.10
5.89
32%
-201.78
2.88
3.20
6.08
33%
-208.08
2.971
3.30
6.27
34%
-214.39
3.061
3.40
6.46
35%
-220.69
3.15
3.50
6.65
36%
-227.00
3.24
3.60
6.84
37%
-233.30
3.33
3.70
7.03
38%
-239.61
3.42
3.80
7.22
39%
-245.911
3.51
3.90
7.41
40%
-252.221
3.60
4.00
7.60
41%
-258.531
3.69
0
7.79
42%
-264.831
3.78
_4.1
4.20
7.98
43%
-271.14
3.87
4.30
8.17
44%
-277.44
3.96
4.40
8.36
45%
-283.75
4.05
4.50
8.55
46%
-290.05
4.14
4.60
8.74
47%1
-296.36
4.23
4.70
8.93
48%
0
-302.661
4.32
4.80
9.12
49%
0
-308.971
4.41
4.90
9.31
500/1
-315.281
4.501
5*00
New
ADT
New PM Peak Hour Trips
1-0/6 d
In
Out
11 Total
100%1
-6311
91
13
7
19
51%
-321.58
4.59
5.10
9.69
52%
-327.89
4.68
5.20
9.88
53%
-334.19
4.77
5.30
10.07
54%
-340.50
4.86
5.40
10.26
55%
-346.80
4.95
5.50
10.45
56%1
-353.11
5.041
5.60
10.64
57%1
-359.41
5.131
5.70
10.83
58%
-365.72
5.22
5.80
11.02
59%
-372.02
5.31
5.90
11.21
60%
-378.33
5.40
6.00
11.40
61%
-384.64
5.49
6.10
11.59
62%
-390.94
5.58
6.20
11.78
63%1
-397.25
5.671
6.30
11.97
64%
-403.55
5.76
6.40
12.16
65%
-409.86
5.85
6.50
12.35
66%
-416.16
5.94
6.60
12.54
67%
-422.47
6.03
6.70
12.73
68%
-428.77
6.12
6.80
12.92
69%1
-435.08
6.211
6.90
13.11
70%
-441.39
6.30
7.00
13.30
71%
-447.69
6.39
7.10
13.49
72%
-454.00
6.48
7.20
13.68
73%
-460.30
6.57
7.30
13.87
74%.
-466.61
6.66
7.40
14.06
75%
-472.91
6.751
7.50
14.25
76%
-479.22
6.84
7.601
14.44
77%
-485.52
6.93
7.70
14.63
78%
-491.83
7.02
7.80
14.82
79%
-498.13
7.11
7.90
15.01
800/4
-504.44
7.20
8.00
15.20
81%
-510.75
7.291
8.10
15.39
82%
-517.05
7.38
8.20
15.58
83%
-523.36
7.47
8.30
15.77
84%
-529.66
7.56
8.40
15.96
85%
-535.97
7.65
8.50
16.15
86%
-542.27
7.74
8.60
16.34
87%
-548.58
7.83
8.701
16.53
88%
-554.88
7.92
8.80
16.72
89%
-561.19
8.01
8.90
16.91
90%
-567.50
8.10
9.00
17.10
91%
-573.80
8.19
9.10
17.29
92%
-580.11
8.28
9.20
17.48
93%
-586.41
8.37
9.301
17.67
94%
-592.72
8.46
9.40
17.86
95%
-599.02
8.55
9.50
18.05
96%
-605.33
8.64
9.60
18.24
97%
-611.63
8.73
9.70
18.43
98%
-617.94
8.82
9.801
18.
99%
-624.24
8.91
9.90
18.81
1 100
-630.55
9.001
10.001
1900,
I
Bank of WA
GTC #06-382
IBank Pass -by Trips
New Trip Distribution % & Associated Trip Assignments (raw values not corrected for rounding error)
PM Version - Pass -by I rips
New
ADT
New PM Peak Hour Trips
%
In I
Ou
L�291
Total
100%1
3161
301
59
1 %
3.16
0.30
0.29
0.59
2%
6.31
0.60
0.58
1.18
3%
9.47
0.90
0.87
1.77
4%
12.63
1.20
1.16
2.36
5%
15.78
1.50
1.45
2.95
6%
18.941
1.80
1.74
3.54
7%
22.10
2.10
2.03
4.13
8%
25.26
2.40
2.32
4.72
9%
28.41
2.70
2.61
5.31
10%
31.57
3.00
2.90
5.90
11%
34.73
3.30
3.19
6.49
12%
37.881
3.60
3.48
7.08
13%
41.041
3.90
3.77
7.67
14%
44.20
4.20
4.06
8.26
15%
47.35
4.50
4.35
8.85
16%
50.51
4.80
4.64
9.44
17%
53.67
5.10
4.93
10.03
18%
56.82
5.40
5.22
10.62
19%
59.98
5.70
5.51
11.21
20%
63.14
6.00
5.80
11.80
21%
66.29
6.30
6.09
12.39
22%
69.45
6.60
6.38
12.98
23%
72.61
6.90
6.67
13.57
24%
75.77
7.20
6.96
14.16
25%
78.92
7.50
7.25
14.75
26%
82.08
7.80
7.54
15.34
27%
85.24
8.10
7.83
15.93
28%
88.39
8.40
8.12
16.52
29%
91.55
8.70
8.41
17.11
30%
94.71
9.00
8.70
17.70
31%
97.86
9.30
8.99
18.29
32%
101.02
9.60
9.28
18.88
33%
104.18
9.90
9.57
19.47
34%
107.33
10.20
9.86
20.06
35%
110.49
10.50
10.15
20.65
36%
113.65
10.80
10.44
21.24
37%
116.81
11.10
10.73
21.83
38%
119.96
11.40
11.02
22.42
39%
123.12
11.70
11.31
23.01
40%
126.28
12.00
11.60
23.60
41%
129.43
12.30
11.89
24.19
42%
132.59
12.60
12.18
24.78
43%
135.75
12.90
12.47
25.37
44%
138.901
13.20
12.76
25.96
45%
142.061
13.50
13.05
26.55
46%
145.221
13.80
13.34
27.14
47%
148.371
14.10
13.63
27.73
48%
151.53
14.40
13.92
2832
490X
154.69
14.70
14.21
157.851
15.00
14 40
New
ADT
New PM Peak Hour Trips
%
In
I Out
I Total
100014
3161
301
2911
59
51%1
161.00
15.30
14.79
30.09
52%
164.16
15.60
15.08
30.68
53%
167.32
15.90
15.37
31.27
54%
170.47
16.20
15.66
31.86
55%
173.63
16.50
15.95
32.45
56%
176.79
16.801
16.24
33.04
57%1
179.94
17.10
16.53
33.63
58%1
183.10
17.40
16.82
34.22
59%
186.26
17.70
17.11
34.81
60%
189.41
18.00
17.40
35.40
61%
192.57
18.30
17.69
35.99
62%
195.73
18.601
17.98
36.58
63%
198.88
18.90
18.27
37.17
64%
202.04
19.20
18.56
37.76
65%
205.20
19.50
18.85
38.35
66%
208.36
19.80
19.14
38.94
67%
211.51
20.10
19.43
39.53
68%
214.67
20.401
19.72
40.12
69%
217.83
20.70
20.01
40.71
70%
220.98
21.00
20.30
41.30
71%
224.14
21.30
20.59
41.89
72%
227.30
21.60
20.88
42.48
73%
230.45
21.90
21.17
43.07
74%
233.61
22.20
21.46
43.66
75%
236.77
22.50
21.75
44.25
76%
239.92
22.80
22.04
44.84
77%
243.08
23.10
22.33
45.43
78%
246.24
23.40
22.62
46.02
79%
249.40
23.70
22.91
46.61
80%
252.55
24.00
23.20
47.20
81%
255.71
24.30
23.49
47.79
82%
258.87
24.60
23.78
48.38
83%
262.02
24.90
24.07
48.97
84%
265.18
25.20
24.36
49.56
85%
268.34
25.50
24.65
50.15
86%
271.49
25.80
24.94
50.74
87%
274.65
26.10
25.23
51.33
88%
277.81
26.40
25.52
51.92
89%
280.96
26.70,
25.81
52.51
90%
284.12
27.00
26.10
53.10
91%
287.28
27.30
26.39
53.69
92%
290.43
27.60
26.68
54.28
93%
293.59
27.90
26.97
54.87
940/61
296.75
28.20
27.26
55.46
95%
299.91
28.50
27.55
56.05
96%
303.06
28.80
27.84
56.64
97%
306.22
29.10
28.13
5723
98%
309.38
29.40
28.42
99%
312.531
29.70
28.71
1 1000/4
315.691
30.00
29.00
5
m m m m w m � m m m m m m m = m = m m
JEYA
Bank of WA
GTC #06-382
Trip Generation for: Weekday
(a.k.a.): Average Weekday Daily Trips (AWDT)
NET EXTERNAL TRIPS BY TYPE
IN BOTH DIRECTIONS
DIRECTI,
DIRECTIONAL ASSIGNMENTS
TOTAL
PASS -BY
DIVERTED
NEW
N
PASS -BY
DIVERTED
NEW
Gross Trips Internal
Crossover
LINK
LINK
LAND USES
VARIABLE
ITE
LU
Trip
%
%
ln+Out
% of
Gross
Trips
In+Out
ln+Out
% of
Ext.
In+Out
% of
Ext
'
In+Out
I
In+Out
t
In
E-207
Out
In
Out
In
Out
code
Rate
IN
OUT
(Total)
Trips
(Total)
(Total)
Trips
N
(Total)
Trips
(Total)
I
(Total)
)
Drive-in Bank
2.725 ksqft
912
246.49
50%
50%
671.69
0%
0
672
477
316
0%
0
6
1581
0
0
178
178
,Gas Station wl Mini Mart
-8 vfp
945
162.78
50%
, 50%
-1302.24,
0%
0
-1302
56%
-729
0%
0
j
-575
-365
-365
0
0
-287
-286
ITotals
-630.55
r/
0
1 -631
—
.7-14—
E!O
-217
-207
1 0
1 0
1-109
-1081
= m m m m m m m m = = m m m = = = = m
C
Bank of WA
GTC #06-382
Trip Generation for: Weekday, Peak Hour of Adjacent Street Traffic, One Hour between 4 and 6 PM
(a.k.a.): Weekday PM Peak Hour
NET EXTERNAL TRIPS BY TYPE
IN BOTH DIRECTIONS
DIRECTIONAL ASSIGNMENTS
TOTAL
PASS -BY
DIVERTED
N W
NEW
PASS -BY
DIVERTED
NEW
Gross Trips Internal
Crossover
LINK
LINK
LAND USES
VARIABLE
ITE
LU
Trip
%
%
In+Out
% of
Gross
Trips
In+Out
In+Out
% of
Ext
"
I
In+Out
% of
Ext
In+Out
In+Out
0
]E
In
Out
In
Out
I
In
Out
code
Rate
IN
OUT
(Total)
Trips
(Total)
(Total)
Trips
(Total)
I
*
Trips
(Total)
I
(Total)
(T
I
I
Drive-in Bank
2.725 ksqft
912
45.74
50%
56-7/6
125
0%
0
125
467%
0;6
59 11-07
0 1-66
30
29 1
0
0
33
33
Gas Station w/ Mini Mart
-8 vfp
945
, 13.38
50%,50%
-107
, 0%
0
-107
5
569%
-60
0
—
47
-30
- 0
3
0
0
—
-24
-23J
ITotals
18
0
1 8
JE
0 11
1 9
19
0.1
-1
0
1 o if
9
1 3
1 5th Ave S @ Dayton St Page I of 12
I
I
I
F1
I
I
I
I
I
I
11
I
I
I
I
I
Synchro ID: I
Existing
182
416
234
Average Weekday
20 1 152
10
PM Peak Hour
5th Ave S
6
Year: 1/23/07
208
43
1 3
ff33
172
t'2�'
Data Source: TDG
464
Dayton St
F90, I
Dayton St
352
North
27
ZI
256
135
180
9*4
5th Ave S
a
75
181 35
570
291
F
Future without Project
201
460
259
Average Weekday
22 168
11
PM Peak Hour
0 11
Ib
5th Ave S
"'9
Year: 2012
230
4:2
190
Growth Rate 2.0%
0
Years of Growth = 5
513
Dayton St
F9967
Dayton St
389-
North
Total Growth = 1.1041
283
149
c*
199
104
�b
5th Ave S
11
83
200 9
308
1 630 J_
322
F
Total Project T * rips
E-7
1 14
7
Average Weekday
3 1 4
0
PM Peak Hour
0 4
5th Ave S
g�'
0
20
4:3
ff5
7
0
2
20
Dayton St
Dayton St
14
North
0
P
0
0
7
0
5th Ave S
la
12
7 7
32
26
Future with Project
208
474
266
Average Weekday
27 170
11
PM Peak Hour
0 4
5th Ave S
I:s
29
256
4--
128
E40
197
t2
539
Dayton St
E�
Dayton St
410
North
30
0
283
149
*
213
L
104
4�s
5th Ave S
9;�
1�
101
20
314
675 1
361
I
rp
I
1 5th Ave S @ Dayton St
Page 2 of 12
I
I
I
I
I
I
I
I
I
I
I
I
I
11
I
I
Total Pipeline Project Trips
Average Weekday
0
1 0
0
0 1 0
0
PM Peak Hour
0
IZI
5th Ave S
0
0
0
0
0
0
0
Dayton St
Dayton St
0
North
0
0
0
0
5th Ave S
0
0
0 0
F___o
0
0
F
Pass -By Project Trips
Average Weekday
0
0
0
2 1 -2
0
PM Peak Hour
0
lb
5th Ave S
0
6
-2
0
0
2
6
Dayton St
Dayton St
7
North
0
0
7
0
5th Ave S
6
0
0 1 ::qF
1 13 1
13
I
2 4th Ave S @ Dayton St
Page 3 of 12
Synchro ID: 2
Existing
E-41
102
61
Average Weekday
15 1 9
17
PM Peak Hour
4th Ave S
31
Year: 11/23/07
178
155 193
g7
0
Data Source: TDG
393 Dayton St
---J
F476
Dayton St 404 North
211
4th Ave S
I
8
10 1 9
53 1
27
Future without Project
F-46
113
67
Average Weekday
17 1 10
19
PM Peak Hour
0
4th Ave S
9;� 34
Year 2012
197
0 ff17 1 213
Growth Rate � 2.0%
0 8
Years of Growth = 5
434
Dayton St
F526
Dayton St 446 North
Total Growth = 1.1041
C*
233
4th Ave S
a
9
11 1 10
r-29
59 1
30
Total Project Trips
F-�O
1 0
0 LI
Average Weekday
0 1 0
0
PM Peak Hour
0
4th Ave S
1�'ff7
7
43
0
1
14
Dayton St
Dayton St
16
North
8
4th Ave S
0
0 1
2 1
1
I
—
Future with Project
[-46
113
67 :J
Average Weekday
17 1 10
19
PM Peak Hour
0 G
'Ib
4th Ave S
">
4
204
E78
221
9
448
Dayton St
F��72
Dayton St
462
North
241
4th Ave S
9
la
11 1 11
F-36
61 1
31
—1
I
2 4th Ave S @ Dayton St
Page 4 of 12
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
Total Pipeline Project Trips
Average Weekday
0
1 0
0
0 1 0
0
PM Peak Hour
0 4
lb
4th Ave S
R>
0
0
C3
0
0
Dayton St
Dayton St
0 0
North
0
0
0
0
0
0
4th Ave S
0
la
0 0
0
0
0
Pass -By Project Trips
Average Weekday
0
0
0
0 0
0
PM Peak Hour
4
4th Ave S
0
0
0
0
Dayton St
Dayton St
0 0
0
North
0
0
0
0
0
4th Ave S
0
I
0 1 2d
F-O
0 1
0
I
I
I
3 3rd Ave S @ Dayton St
Page 5 of 12
I
I
I
I
F1
I
I
I
I
I
I
I
I
I
11
I
I
Synchro ID: 3
Existing
198
391
193
Average Weekday
55 1 88
55
PM Peak Hour
0
1�3
3rd Ave S
lz�
Year: 1/23107
209
4,3
E43
113
171
t2
15
Data Source: TDG
404
Dayton St
F709
Dayton St
366
North
195
113
195
9
4b
3rd Ave S
41
77
112
257
145
Future without Project
219
432
213
Average Weekday
61 97
61
PM Peak Hour
4
1�1
3rd Ave S
q'
7
Year 2012
231
4c=
ff25
189
Growth Rate = 2.0%
Z2
1 7
Years of Growth = 5
447
Dayton St
F784
Dayton St
405
North
Total Growth = 1.1041
216
125
c*
216
10
3rd Ave S
45
124
284 1
160
Total Project Trips 2
1 4
2
Average Weekday 0 1 0
2
PM Peak Hour t2 4
3rd Ave S
R> 2
4
E4 7
8 Dayton St
Dayton St 14 North
4 4 c*
7
0
3rd Ave S
1�
0
0
2 1
1
Future with Project 221
1 436
215
Average Weekday 61 1 97 1
63
PM Peak Hour
3rd Ave S
R> 49
235
��3 ff129 196
t2 18
455 Dayton St
F-798
Dayton St 419 North
220 129
223
10
3rd Ave S
la
45
85 1 31
f-125
286 1
161
I
10
I
3 3rd Ave S @ Dayton St
Page 6 of 12
I
I
I
I
I
I
I
I
I
I
I
I
I
11
I
I
I
Total Pipeline Project Trips 0 1 0 0 _J
Average Weekday 0 1 0 0
PM Peak Hour L? <Z3
3rd Ave S 0
0 0 0
0 0
0 Dayton St Dayton St 0 North
0 C* 0
0 3rd Ave S
ID
0 0 1 0
0 0 0
Pass -By Project Trips
0
0
0
Average Weekday
0 1 0
0
PM Peak Hour 60
3rd Ave S
0
0
*3
0
0
0
0
0
Dayton St
Dayton St
0
North
0
�p
I
0
0
C*
0
0
3rd Ave S
0
0 1 0
0
0 1
0
I
I
4 5th Ave S @ Main St
Page 7 of 12
I
I
I
I
I
I
I
I
I
I
I
I
I
I
r
I
I
Synchro ID: 4
Existing 167 91
Average Weekday 15
PM Peak Hour lb
5th Ave S
4
Year: 1/23/07
265
59
ff3
218
5
Data Source: TDG
518
Main St
F�-J
Main St
440
North
15
0
253
120
c*
1,b
222
118
5th Ave S
78
52 87
186
403
217
Future without Project
E-84
184
100
Average Weekday
31 1 36
17
PM Peak Hour
0 4
t
5th Ave S
R�
26
Year: 2012
293
1:3
176
ff39
241
Growth Rate = 2.0%
t2
Years of Growth = 5
572
Main St
---J
F843
Main St
486
North
Total Growth = 1.1041
245
5th Ave S
la
86
57 96
F-205
444
239
Total Project Trips
[-2
4
2
Average Weekday
0 1 2
0
PM Peak Hour
0
IZ3
5th Ave S
g:�
0
3
EO
2
2
6
Main St
Main St
4
North
2
5th Ave S
la
3
2
14
7
Future with Project
E-86
188
102
Average Weekday
31 1 38
17
PM Peak Hour
4
<b
5th Ave S
26
296
4--3
176
E41
243
t2
1
578
Main St
--
F857�
Main St
490
North
247
5th Ave S
89
59
r-212
458 1
246
F
I
Jz
I
4 5th Ave S @ Main St
Page 8 of 12
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I
Total Pipeline Project Trips
0
1 0
0 _J
Average Weekday
0 1 0
0
PM Peak Hour
0
1�3
5th Ave S
gz>
0
0
*3
0
0
0
0
0
Main St
Main St
0
No rth
0
0
C*
0
0
5th Ave S
0
0 1 0
F
0 1
0
Pass -By Project Trips
Average Weekday
PM Peak Hour
0
0
0
0 1 0
0
5th Ave S
0
0
4:3 0 0
ff
t? 0 f
0
St
Main St
I
0 North
0 0
0
0
5th Ave S
0
0
0 1
0
1 13
5 5th Ave S @ Walnut St
Page 9 of 12
Synchro ID: 5
Existing
280
596
316
Average Weekday
12 1 248
20
PM Peak Hour
0 4
<�,
5th Ave S
't'2' 23
Year: 1/23/07
96
51 114
E4
0
Data Source: TDG
198
Walnut St
Walnut St
208
13
102 37
94
52
5th Ave S
33
280
340
690 1
350
Future without Project
309
1 657
348
Average Weekday
13 1 274
22
PM Peak Hour
4
lb
5th Ave S
25
'ti
Year: 2012
105
56 125
E44
Growth Rate 2.0%
Years of Growth = 5
217
Walnut St
F 932-1
Walnut St
229
Total Growth = 1.1041
112 41
104
57
5th Ave S
I
la
36
309
375
761 1
386
Total Project Trips
Average Weekday
PM Peak Hour
I
'I
Future with Project
Average Weekday
PM Peak Hour
I
I
I
2
1 0
0
106
219
15 ZI
113 41 *
57
10 20 10
1 1 8 1 1
5th Ave S
Walnut St Walnut St
5th Ave S
0 1 8
F-8 16 1 8
319 1 677 358
14 1 282 1 23
0 Ib
5th Ave S
Walnut St F952 Walnut St
5th Ave S
1� 4P
36 1 317 1 41
F -383 777 394
C4 1
0 1
0
2
11, [26
1:3 56 126
231
105
T
North
I
T
North
I
T
North
I
T
North
I
I
5 5th Ave S @ Walnut St
Page 10 of 12
I
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I
Total Pipeline Project Trips 1 0 0
Average Weekday 0 1 0 0
PM Peak Hour 4 Ib
5th Ave S [:S 0
0 413 0 0
0
0 Walnut St Walnut St 0
0 0 0
0 5th Ave S
0 0 1 0
F-O 0 1 0 1 F
Pass -By Project Trips 0 1 0 0
Average Weekday 0 1 0 0
PM Peak Hour 0 Ib
5th Ave S 0
0 0 0
0
0 Walnut St Walnut St 0
0
0 0
0 5th Ave S I
9;� 1D 0
0 0
F-0 0 1 0 7� F
T
North
I
T
North
I
I
K5
I
6 5th Ave S @ Access
Page 11 of 12
I
I
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I
I
i
Synchro ID: 6
Existing
279
570
291
Average Weekday
0 1 279
0
PM Peak Hour
0
I�J
5th Ave S
Year: 1/23/07
0
Data Source: TDG
0
Access
F570
0
From the intersection of 5th at
0 0
Dayton St.
0
5th Ave S
0
291 b
279
570 1
291
Future without Project
Average Weekday
PM Peak Hour
Year:
2012
Growth Rate �
2,00/6
Years of Growth =
5
Total Growth =
1.1041
I
I
I
I
I
I
I
I
ro 0
1:3 0 0
0 0
0 North
0
—308
629
321
0 1 308
0
0
5th Ave S
0
0
0 0
0 0
0
Access
E-629�
0 North
0
0 0
0
0
5th Ave S
0
321
0
F-308
629 1
321
Total Project Trips
F-6
1 32
26
Average Weekday
6 1 0
0
PM Peak Hour 0 4
1�3
5th Ave S
13
4:2
0
0
0
0
46
Access
0
North
0
5th Ave S
I
7
4
1
22 1
11
Future with Project [-314 674 360
Average Weekday 12 1 302 1 0
PM Peak Hour 0
5th Ave S
29 0 0
0
12 ff 0
91 Access F708 No rth
C* 0
5th Ave S I
17 1 315 0
F-319 651 1 332
I Ib
6 5th Ave S @ Access
Page 12 of 12
Total Pipeline Project Trips 0 1 0 0
Average Weekday 0 1 0 0
PM Peak Hour 0 lb
5th Ave S 0
0 1:3 0 0
0
0 Access 0
0 q
0 0 0
0 5th Ave S
174 1�
F- 0 0
T 1 0 0
Pass -By Project Trips 0 13 13
Average Weekday 6 1 -6 0
PM Peak Hour 4
5th Ave S 0
16 0 0
0 0
45 Access 0
23 41
29 0 0
6 5th Ave S
10 -10
0 0 1- 0 F
I
� I
T
North
I
T
North
I
� 1 17
ui I LU
LL
0
.0
(A-
t- a
� Lu
4 0
L) z
LLJ W in
0
UJ
3
CL
C=fc(o
ch3
w m I
41P
4k
>
F4
J4-
wl
a.
u
L
H:\2006\06-382\Synchro\Existing.sy7
1: Dayton St & 5th Ave S Bank of WA (06-382)
--* ---I. --* \,r *-- *\ t /". \I. -4/
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
*4
4�
#4
*4
Sign Control
Stop
Stop
Stop
Stop
Volume (vph)
27
135
94
33
113 26
75 181
35 10 152 20
Peak Hour Factor
0.97
0.97
0.97
0.97
0.97 0.97
0.97 0.97
0.97 0.97 0.97 0.97
Hourly flow rate (vph)
28
139
97
34
116 27
77 187
36 10 157 21
Direction, Lane #
EB I
WB 1
N13 1
SB 1
Volume Total (vph)
264
177
300
188
Volume Left (vph)
28
34
77
10
Volume Right (vph)
97
27
36
21
Hadj (s)
-0.17
-0.02
0.01
-0.02
Departure Headway (s)
5.5
5.8
5.5
5.7
Degree Utilization, x
0.40
0.28
0.46
0.30
Capacity (veh/h)
606
559
604
570
Control Delay (s)
12.0
11.0
13.1
11.1
Approach Delay (s)
12.0
11.0
13.1
11.1
Approach LOS
B
B
B
B
Intersection Summary
Delay
12.0
HCM Level of Service
B
Intersection Capacity Utilization
52.2%
ICU Level of Service A
Analysis Period (min)
15
GTC (MJP) Existing
Gibson Traffic Consultants, Inc.
L,
I
11
I
I
I
I
I
I
I
I
I
I
H:\2006\06-382\Synchro\Existing'.sy7
2: Dayton St & 4th Ave S Bank of WA (06-382)
_#
__p.
I-*
r
*--
k
4%
t
/,I-
\1p.
�
4/
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
4
4
4
4
Sign Control
Free
Free
Stop
Stop
Grade
0%
0%
0%
0%
Volume (veh/h)
20
185
10
7
155
31
8
10
9
17
9
15
Peak Hour Factor
0.86
0.86
0.86
0.86
0.86
0.86
0.86
0.86
0.86
0.86
0.86
0.86
Hourly flow rate (vph)
23
215
12
8
180
36
9
12
10
20
10
17
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
216
227
505
500
221
498
488
198
vC1, stage I conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
216
227
505
500
221
498
488
198
tC, single (s)
4.1
4.1
7.2
6.6
6.2
7.2
6.6
6.2
tC, 2 stage (s)
tF (s)
2.2
2.2
3.5
4.0
3.3
3.5
4.0
3.3
pO queue free %
98
99
98
97
99
96
98
98
cM capacity (veh/h)
1336
1324
447
457
811
454
465
835
Direction, Lane #
EB 1
WB 1
NB 1
SB 1
Volume Total
250
224
31
48
Volume Left
23
8
9
20
Volume Right
12
36
10
17
cSH
1336
1324
531
548
Volume to Capacity
0.02
0.01
0.06
0.09
Queue Length 95th (ft)
1
0
5
7
Control Delay (s)
0.9
0.3
12.2
12.2
Lane LOS
A
A
B
B
Approach Delay (s)
0.9
0.3
12.2
12.2
Approach LOS
B
B
Intersection Summary
Average Delay
2.3
Intersection Capacity Utilization
29.0%
ICU Level
of Service
A
Analysis Period (min)
15
GTC (MJP)
Gibson Traffic Consultants, Inc.
Existing
I 2D
H:\.2006\06-382\Synchro\Existing'.sy7
3: Dayton St & 3rd Ave S Bank of WA (06-382)
-.4 --* -'V #e 4,- 4\
Movement
EBL EBT
EBR WBL WBT WBR
NBL NBT NBR
SBL SBT SBR
Lane Configurations
Sign Control
*T+
Stop
4
Stop
*4
Stop
4�
Stop
Volume (vph) 73 113 9 15 113 43 41 77 27 55 88 55
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Hourly flow rate (vph) 83 128 10 17 128 49 47 88 31 62 100 62
Direction, Lane #
EB 1
WB 1
NB 1
SB 1
Volume Total (vph)
222
194
165
225
Volume Left (vph)
83
17
47
63
Volume Right (vph)
Hadj (s)
10
0.12
49
-0.07
31
0.01
63
-0.04
Departure Headway (s)
5.4
5.3
5.4
5.3
Degree Utilization, x
0.33
0.28
0.25
0.33
Capacity (veh/h)
616
625
596
629
Control Delay (s)
11.1
10.4
10.2
10.9
Approach Delay (s)
11.1
10.4
10.2
10.9
Approach LOS
B
B
B
B
Intersection Summary
Delay
10.7
HCM Level of Service
B
Intersection Capacity Utilization
44.5%
ICU Level of Service A
Analysis Period (min)
15
I
I
I
I
I
I
I
GTC (MJP)
Gibson Traffic Consultants, Inc.
Existing
1 21
I
I
H:\2006\06-382\Synchro\Existing'.sy7
4: Main St & 5th Ave S Bank of WA (06-382)
--* --I. N 'e- 4-- -4\
Movement
EBL EBT
EBR WBL WBT WBR
NBL NBT NBR
SBL SBT SBR
Lane Configurations
Sign Control
4
Stop
4*
Stop
4*
Stop
4
Stop
Volume (vph) 15 120 118 35 159 24 78 52 87 15 33 28
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Hourly flow rate (vph) 17 133 131 39 177 27 87 58 97 17 37 31
Direction, Lane #
EB 1
W13 1
NB 1
SB I
Volume Total (vph)
281
242
241
84
Volume Left (vph)
17
39
87
17
Volume Right (vph)
Hadj (s)
131
-0.25
27
-0.02
97
-0.15
31
-0.16
Departure Headway (s)
4.9
5.2
5.2
5.5
Degree Utilization, x
0.38
0.35
0.35
0.13
Capacity (veh/h)
682
646
626
567
Control Delay (s)
10.9
11.0
11.0
9.3
Approach Delay (s)
10.9
11.0
11.0
9.3
Approach LOS
B
B
B
A
Intersection Summary
Delay
10.8
HCM Level of Service
B
Intersection Capacity Utilization
47.5%
ICU Level of Service A
Analysis Period (min)
15
I
11
I
I
GTC (MJP)
Gibson Traffic Consultants, Inc.
Existing
1 22
I
I
H:\2006\06-382\Synchro\Existing'.sy7
5: Walnut St & 5th Ave S Bank of WA (06-382)
--* --0- -* 'r +-- 4.- 4\
Movement
EBL EBT
EBR WBL WBT WBR
NBL NBT NBR
SBL SBT SBR
Lane Configurations
Sign Control
4*
Stop
4
Stop
4
Stop
4
Stop
I
I
I
I
I
I
1�
r- I
tA
I
I
Pi
Volume (vph) 13 37 52 40 51 23 33 280 37 20 248 12
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Hourly flow rate (vph) 14 41 58 44 57 26 37 311 41 22 276 13
Direction, Lane #
EB 1
WB 1
NB 1
SB 1
Volume Total (vph)
113
127
389
311
Volume Left (vph)
14
44
37
22
Volume Right (vph)
58
26
41
13
Hadj (s)
-0.26
-0.03
-0.03
0.01
Departure Headway (s)
5.7
5.9
5.1
5.2
Degree Utilization, x
0.18
0.21
0.55
0.45
Capacity (veh/h)
534
533
678
658
Control Delay (s)
9.9
10.4
13.9
12.3
Approach Delay (s)
9.9
10.4
13.9
12.3
Approach LOS
A
B
B
B
Intersection Summary
Delay 12.4
HCM Level of Service B
Intersection Capacity Utilization 46.1% ICU Level of Service A
Analysis Period (min) 15
GTC (MJP)
I Gibson Traffic Consultants, Inc.
Existing
1 23
I
11
U
I
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H:\2006\06-382\Synchro\Baselin'e-sy7
1: Dayton St & 5th Ave S Bank of WA (06-382)
---* --* --v \0� 4/
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBIL SBT SBR
Lane Configurations
41�
*T*
*T*
41�
Sign Control
Stop
Stop
Stop
Stop
Volume (vph)
30
149
104
36
125
29 83 200
39 11 168 22
Peak Hour Factor
0.97
0.97
0.97
0.97
0.97
0.97 0.97 0.97
0.97 0.97 0.97 0.97
Hourly flow rate (vph)
31
154
107
37
129
30 86 206
40 11 173 23
Direction, Lane #
EB 1
W13 1
N13 1
S13 1
Volume Total (vph)
292
196
332
207
Volume Left (vph)
31
37
86
11
Volume Right (vph)
107
30
40
23
Hadj (s)
-0.17
-0.02
0.01
-0.02
Departure Headway (s)
5.7
6.1
5.8
6.0
Degree Utilization, x
0.47
0.33
0.53
0.35
Capacity (veh/h)
572
514
578
525
Control Delay (s)
13.6
12.1
15.2
12.1
Approach Delay (s)
13.6
12.1
15.2
12.1
Approach LOS
B
B
C
B
Intersection Summary
Delay 13.5
HCM Level of Service B
Intersection Capacity Utilization 56.8% ICU Level of Service B
Analysis Period (min) 15
GTC (MJP)
Gibson Traffic Consultants, Inc.
Baseline 2012
1
I
I
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I
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I
1�
H:\2006\06-382\Synchro\Baselin'e.sy7
2: Dayton St & 4th Ave S Bank of WA (06-382)
_-* __* -,V r *- 4_ 4N t /I- ',* 1 4/
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
*1�
+
4+
+
Sign Control
Free
Free
Stop
Stop
Grade
0%
0%
0%
0%
Volume (veh/h)
22
204
11
8
171 34
9
11
10
19
10
17
Peak Hour Factor
0.86
0.86
0.86
0.86
0.86 0.86
0.86
0.86
0.86
0.86
0.86
0.86
Hourly flow rate (vph)
26
237
13
9
199 40
10
13
12
22
12
20
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
238
250
558
552
244
550
538
219
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
238
250
558
552
244
550
538
219
tC, single (s)
4.1
4.1
7.2
6.6
6.2
7.2
6.6
6.2
tC, 2 stage (s)
tF (s)
2.2
2.2
3.5
4.0
3.3
3.5
4.0
3.3
pO queue free %
98
99
97
97
99
95
97
98
cM capacity (veh/h)
1311
1298
408
426
788
416
434
814
Direction, Lane #
EB 1
W131
NB1
S13 1
Volume Total
276
248
35
53
Volume Left
26
9
10
22
Volume Right
13
40
12
20
cSH
1311
1298
495
513
Volume to Capacity
0.02
0.01
0.07
0.10
Queue Length 95th (ft)
1
1
6
9
Control Delay (s)
0.9
0.4
12.8
12.8
Lane LOS
A
A
B
B
Approach Delay (s)
0.9
0.4
12.8
12.8
Approach LOS
B
B
Intersection Summary
Average Delay
2.4
Intersection Capacity Utilization
31.1%
ICU Level of Service A
Analysis Period (min)
15
I
I
GTC (MJP)
Gibson Traffic Consultants, Inc.
Baseline 2012
1 :215
H:\2006\06-382\Synchro\Baselinb.sy7
3: Dayton St & 3rd Ave S Bank of WA (06-382)
-A --* --v f- *- *- - 4\ 4/
Movement
EBL EBT
EBR WBL WBT WBR
NBL NBT NBR
SBL SBT SBR
Lane Configurations
Sign Control
4
Stop
4
Stop
4*
Stop
4
Stop
I
I
I
I
1]
I
I
I
I
I
I
I
olume (vph) 81 125 10 17 125 47 45 85 30 61 97 61
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
V
Hourly flow rate (vph) 92 142 11 19 142 53 51 97 34 69 110 69
Direction, Lane #
EB 1
WB 1
NB I
SB I
Volume Total (vph)
245
215
182
249
Volume Left (vph)
92
19
51
69
Volume Right (vph)
11
53
34
69
Hadj (s)
0.12
-0.06
0.01
-0.04
Departure Headway (s)
5.6
5.5
5.7
5.5
Degree Utilization, x
0.38
0.33
0.29
0.38
Capacity (veh/h)
590
596
568
602
Control Delay (s)
12.1
11.2
10.9
11.8
Approach Delay (s)
12.1
11.2
10.9
11.8
Approach LOS
B
B
B
B
Intersection Summary
Delay 11.6
HCM Level of Service B
Intersection Capacity Utilization 48.2% ICU Level of Service A
Analysis Period (min) 15
GTC (MJP)
Gibson Traffic Consultants, Inc.
Baseline 2012
1 2�0
H:\2006\06-382\Synchro\Baselin6.sy7
4: Main St & 5th Ave S Bank of WA (06-382)
--* ---W -'10 1* 1 q/
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
4
4
4
4
Sign Control
Stop
Stop
Stop
Stop
Volume (vph)
17
132
130
39
176
26
86
57
96
17
36
31
Peak Hour Factor
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
Hourly flow rate (vph)
19
147
144
43
196
29
96
63
107
19
40
34
Direction, Lane #
EB 1
WB I
NB 1
SB 1
Volume Total (vph)
310
268
266
93
Volume Left (vph)
19
43
96
19
Volume Right (vph)
Hadj (s)
144
-0.25
29
-0.02
107
-0.15
34
-0.16
Departure Headway (s)
5.1
5.4
5.5
5.8
Degree Utilization, x
0.44
0.40
0.40
0.15
Capacity (veh/h)
655
620
602
520
Control Delay (s)
12.1
12.0
12.1
9.8
Approach Delay (s)
12.1
12.0
12.1
9.8
Approach LOS
B
B
B
A
Intersection Summary
Delay 11.8
HCM Level of Service B
Intersection Capacity Utilization 51.0% ICU Level of Service A
Analysis Period (min) 15
GTC (MJP)
Gibson Traffic Consultants, Inc.
Baseline 2012
1 27
H:\2006\06-382\Synchro\Baselin6.sy7
5: Walnut St & 5th Ave S Bank of WA (06-382)
4-- 4, _ 4-\ t /I -
Movement
EBL
EBT
EBR
WBL
WBT
WBR NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
*T*
*T*
*4
*T*
Sign Control
Stop
Stop
Stop
Stop
Volume (vph)
14
41
57
44
56
25 36
309
41
22
274
13
Peak Hour Factor
0.90
0.90
0.90
0.90
0.90
0.90 0.90
0.90
0.90
0.90
0.90
0.90
Hourly flow rate (vph)
16
46
63
49
62
28 40
343
46
24
304
14
Direction, Lane #
EB I
WB I
NB I
SB 1
Volume Total (vph)
124
139
429
343
Volume Left (vph)
16
49
40
24
Volume Right (vph)
63
28
46
14
Hadj (s)
-0.26
-0.03
-0.03
0.01
Departure Headway (s)
6.0
6.2
5.2
5.4
Degree Utilization, x
0.21
0.24
0.62
0.51
Capacity (veh/h)
504
501
656
633
Control Delay (s)
10.6
11.1
16.5
14.0
Approach Delay (s)
10.6
11.1
16.5
14.0
Approach LOS
B
B
C
B
Intersection Summary
Delay
14.2
HCM Level of Service
B
Intersection Capacity Utilization
49.3%
ICU Level of Service
A
Analysis Period (min)
15
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GTC (MJP) Baseline 2012
Gibson Traffic Consultants, Inc.
1 ZZ
H:\2006\06-382\Synchro\FutureW.sy7
1: Dayton St & 5th Ave S Bank of WA (06-382)
-.4 4% t /P. 1* -V
Movement
EBL EBT
EBR WBL WBT WBR
NBL NBT NBR
SBL SBT SBR
Lane Configurations
Sign Control
4*
Stop
4
Stop
4+
Stop
4
Stop
I
11
I
I
11
I
I
I
I
I
I
I
I
Volume (vph) 30 149 104 40 128 29 101 207 53 11 170 27
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97
Hourly flow rate (vph) 31 154 107 41 132 30 104 213 55 11 175 28
Direction, Lane # EB1 WB1 N131 S131
Volume Total (vph)
292
203
372
214
Volume Left (vph)
31
41
104
11
Volume Right (vph)
107
30
55
28
Hadj (s)
-0.17
-0.01
0.00
-0.03
Departure Headway (s)
6.0
6.3
5.9
6.2
Degree Utilization, x
0.49
0.36
0.61
0.37
Capacity (veh/h)
539
495
572
511
Control Delay (s)
14.5
12.8
17.8
12.8
Approach Delay (s)
14.5
12.8
17.8
12.8
Approach LOS
B
B
C
B
Intersection Summary
Delay 15.0
HCM Level of Service B
Intersection Capacity Utilization 59.1% ICU Level of Service B
Analysis Period (min) 15
GTC (MJP)
Gibson Traffic Consultants, Inc.
Future 2012 With
I
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H:\2006\06-382\Synchro\FutureW.sy7
2: Dayton St & 4th Ave S Bank of WA (06-382)
--*
--m-
--*
'e,
+-
4--
4N
t
/0�
\IN.
4/
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
*4
4*
4
4
Sign Control
Free
Free
Stop
Stop
Grade
0%
0%
0%
0%
Volume (veh/h)
22
211
11
9
178
34
9
11
11
19
10
17
Peak Hour Factor
0.86
0.86
0.86
0.86
0.86
0.86
0.86
0.86
0.86
0.86
0.86
0.86
Hourly flow rate (vph)
26
245
13
10
207
40
10
13
13
22
12
20
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
247
258
576
570
252
570
557
227
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
247
258
576
570
252
570
557
227
tC, single (s)
4.1
4.1
7.2
6.6
6.2
7.2
6.6
6.2
tC, 2 stage (s)
tF (s)
2.2
2.2
3.5
4.0
3.3
3.5
4.0
3.3
pO queue free %
98
99
97
97
98
95
97
98
cM capacity (veh/h)
1302
1289
396
415
780
402
423
805
Direction, Lane #
EB 1
WB 1
NB 1
S13 1
Volume Total
284
257
36
53
Volume Left
26
10
10
22
Volume Right
13
40
13
20
cSH
1302
1289
490
500
Volume to Capacity
0.02
0.01
0.07
0.11
Queue Length 95th (ft)
2
1
6
9
Control Delay (s)
0.9
0.4
12.9
13.1
Lane LOS
A
A
B
B
Approach Delay (s)
0.9
0.4
12.9
13.1
Approach LOS
B
B
Intersection Summary
Average Delay
2.4
Intersection Capacity Utilization
31.2%
ICU Level
of Service
A
Analysis Period (min)
15
GTC (MJP)
Gibson Traffic Consultants, Inc.
OU
Future 2012 With
H:\2006\06-382\Synchro\FutureW.sy7
3: Dayton St & 3rd Ave S Bank of WA (06-382)
4\ t
Movement
EBL EBT
EBR WBL WBT WBR
NBL NBT NBR
SBL SBT SBR
Lane Configurations
Sign Control
+
Stop
+
Stop
+
Stop
+
Stop
I
I
I
I
I
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I
Ll
I
I
I
I
I
Volume (vph) 81 129 10 18 129 49 45 85 31 63 97 61
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Hourly flow rate (vph) 92 147 11 20 147 56 51 97 35 72 110 69
Direction, Lane #
EB 1
WB 1
NB I
SB 1
Volume Total (vph)
250
223
183
251
Volume Left (vph)
92
20
51
72
Volume Right (vph)
11
56
35
69
Hadj (s)
0.11
-0.06
0.01
-0.04
Departure Headway (s)
5.7
5.5
5.7
5.6
Degree Utilization, x
0.39
0.34
0.29
0.39
Capacity (veh/h)
586
593
560
595
Control Delay (s)
12.3
11.4
11.1
12.0
Approach Delay (s)
12.3
11.4
11.1
12.0
Approach LOS
B
B
B
B
Intersection Summary
Delay 11.8
HCM Level of Service B
Intersection Capacity Utilization 49.1% ICU Level of Service A
Analysis Period (min) 15
GTC (MJP)
Gibson Traffic Consultants, Inc.
Future 2012 With
H:\2006\06-382\Synchro\FutureW.sy7
4: Main St & 5th Ave S Bank of WA (06-382)
--* --P, -,* 'r *-- I,- 4\ 1'0� -V
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 4* 4 *1� 41�
Sign Control Stop Stop Stop Stop
Volume (vph) 17 132 133 41 176 26 89 59 98 17 38 31
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Hourly flow rate (vph) 19 147 148 46 196 29 99 66 109 19 42 34
Direction, Lane #
EB 1
WB I
NB1
SB 1
Volume Total (vph)
313
270
273
96
Volume Left (vph)
19
46
99
19
Volume Right (vph)
Hadj (s)
148
-0.25
29
-0.01
109
-0.15
34
-0.16
Departure Headway (s)
5.2
5.5
5.5
5.8
Degree Utilization, x
0.45
0.41
0.42
0.15
Capacity (veh/h)
649
614
599
515
Control Delay (s)
12.3
12.2
12.4
9.9
Approach Delay (s)
12.3
12.2
12.4
9.9
Approach LOS
B
B
B
A
Intersection Summary
Delay
12.0
HCM Level of Service
B
Intersection Capacity Utilization
52.2%
ICU Level of Service A
Analysis Period (min)
15
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F-j
GTC (MJP) Future 2012 With
Gibson Traffic Consultants, Inc.
1 �2
H:\2006\06-382\Synchro\FutureW.sy7
5: Walnut St & 5th Ave S Bank of WA (06-382)
-A 1'* -V
Movement
EBL EBT
EBR WBL WBT WBR
NBL NBT NBR
SBL SBT SBR
Lane Configurations
Sign Control
4
Stop
4*
Stop
4
Stop
4
Stop
Volume (vph) 15 41 57 44 56 26 36 317 41 23 282 14
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Hourly flow rate (vph) 17 46 63 49 62 29 40 352 46 26 313 16
Direction, Lane #
EB I
WB 1
NBI
SB 1
Volume Total (vph)
126
140
438
354
Volume Left (vph)
17
49
40
26
Volume Right (vph)
Hadj (s)
63
-0.26
29
-0.04
46
-0.03
16
0.01
Departure Headway (s)
6.1
6.2
5.3
5.4
Degree Utilization, x
0.21
0.24
0.64
0.53
Capacity (veh/h)
497
484
652
630
Control Delay (s)
10.7
11.2
17.2
14.5
Approach Delay (s)
10.7
11.2
17.2
14.5
Approach LOS
B
B
C
B
Intersection Summary
Delay
14.7
HCM Level of Service
B
Intersection Capacity Utilization
49.7%
ICU Level of Service A
Analysis Period (min)
15
F I
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GTC: (MJP) Future 2012 With
Gibson Traffic Consultants, Inc.
1 -5-3
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H:\2006\06-382\Synchro\FutureW.sy7
6: Access & 5th Ave S Bank of WA (06-382)
---,* -'V 4\
Movement
EBL
EBR
NBL
NBT
SBT
SBR
Lane Configurations
Y
#1
1�
Sign Control
Stop
Free
Free
Grade
0%
0%
0%
Volume (veh/h)
45
17
17
315
302
12
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
Hourly flow rate (vph)
49
18
18
342
328
13
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
714
335
341
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
714
335
341
tC, single (s)
6.4
6.2
4.1
tC, 2 stage (s)
tF (s)
3.5
3.3
2.2
pO queue free %
88
97
98
cM capacity (veh/h)
392
707
1218
Direction, Lane #
EB 1
NB 1
SB 1
Volume Total
67
361
341
Volume Left
49
18
0
Volume Right
18
0
13
cSH
446
1218
1700
Volume to Capacity
0.15
0.02
0.20
Queue Length 95th (ft)
13
1
0
Control Delay (s)
14.5
0.6
0.0
Lane LOS
B
A
Approach Delay (s)
14.5
0.6
0.0
Approach LOS
B
Intersection Summary
Average Delay
1.5
Intersection Capacity Utilization
40.6%
ICU
Level
of Service A
Analysis Period (min)
15
GTC (MJP)
Gibson Traffic Consultants, Inc.
Future 2012 With
I s1f
TTRAFFIC DATA GATHERING
TURNING MOVEMENTS DIAGRAM
4:00 - 6:00 PM PEAK HOUR: 4:30 PM TO 5:30 PM
416
C
F1 82]
LO 20 1 152 1 10
't
27
135
94
INTERSECTION
PEAK HOUR VOLUME :5
U')
IN 901
JOUT 1 901 1
COUNTED BY: RH
REDUCED BY: CN
DATE: Tue. 1/23/07
F279�
F234]
75 1 181 1 35
rE I
1 570 1
5th Avenue @ Dayton Street
Edmonds, WA
"315
26
113
33 cli
I Ul)
I HV I PHF I
SB
1%
0.83
N13
2%
0.94
WB
2%
0.83
EB 1
3 0/c
084
IINTRS.1
2% �=
HV Heavy Vehicles
PHF Peak Hour Factor
DATE OF COUNT: Tue. 1/23/07
TIME OF COUNT: 4:00 - 6:00 PM
WEATHER: Overcast
TTRAFFIC DATA GA MEIHNG
INTERSECTION TURNING MOVEMENTS REDUCTION SHEET
LOCATION:
5th Avenue a Dayton Street
DATE OF COUNT:
Tue. 1/23/07
COUNTED BY:
RH
IEdmonds,
WA
TIME OF COUNT:
4:00 - 6:00 PM
WEATHER:
Overcast
TIME
INTERVAL
ENDING
AT
FROM NORTH ON
5th Avenue
FROM SOUTH ON
Sth Avenue
FROM EAST ON
Dayton Street
FROM WEST ON
Dayton Street
INTERVAL
TOTALS
HV
Left
Thru
Right
HV
Left
Thru,
Right
HV
Left
Thru
Right
HV
Left
Thru
Right
02:15 PM
0
0
0
0
0
0
0
o
0
0
0
0
1 0
0
0
0
1 0
02:30 PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
02:45 PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
03:00 PM
0
0
0
0
0
0
0
1 0
0
0
0
0
0
0
0
0
0
03:15 PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
03:30 PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
03:45 PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
04:00 PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
04:15 PM
0
5
46
3
0
10
37
8
2
10
18
5
2
8
25
14
189
04:30 PM
1
1
33
7
2
17
46
3
1
6
23
2
1 2
7
25
12
182
04:45 PM
0
2
27
7
1
20
36
10
1
12
29
7
2
5
43
17
1 215
05:00 PM
1
2
50
3
2
24
45
7
1
7
32
13
2
3
18
28
232
05:15 PM
0
1
44
5
0
16
52
9
1
6
23
0
1
7
42
27
232
05:30 PM
0
5
31
5
2
15
48
9
0
8
29
6
3
12
32
22
222
05:45 PM
0
0
28
5
1
12
42
13
2
9
15
6
3
5
31
17
183
06:00 PM
0
4
29
6
2
15
42
17
1
10
11
6
2
3
38
17
198
PEAK HOUR
TOTALS
1
10
5
75
181 1
35
3 1
33 1
113
26
8 1
27 1
135
94
INTERSECTION
ALL MOVEMENTS
182
291
172
256
901
% HV
1% 1
2%
2%
3%
2%
PEAK HOUR
CTOR
0.83
0.94
0.83
0.84
0.97
HV =Heavy Vehicles
PHF = Peak Hour Factor 4:00 - 6:00 PM PEAK HOUR: 4:30 PM TO 5:30 PM
REDUCED BY: CN DATE OF REDUCTION
1/23/2007
Cl)
0)
TTRAFFIC DATA GATHERING
TURNING MOVEMENTS DIAGRAM
4:00 - 6:00 PM PEAK HOUR: 4:15 PM TO 5:15 PM
1 2
C 41 F61
F
[1-5 1 9 17
20
185
10
INTERSECTION
PEAK HOUR VOLUME
IN
476
IOUT
476
1
COUNTED BY: CN
REDUCED BY: CN
DATE: Tue. 1/23/07
[H]
53
8 1 10 1 9
r277
4th Avenue @ Dayton Street
Edmonds, WA
13�7
31
155
7
HV I PH;:
S13
5%
0.73
NB
4%
0.68
WB
5%
0.88
EB 1
5 0/c
I
1INTRS.1
5% 1
0.86 -1
HV Heavy Vehicles
PHF Peak Hour Factor
DATE OF COUNT: Tue. 1/23/07
TIME OF COUNT: 4:00 - 6:00 PM
WEATHER: Overcast
TTRA FFIC DA TA GA THEf UNG
INTERSECTION TURNING MOVEMENTS REDUCTION SHEET
LOCATION: 4th Avenue @ Dayton Street DATE OF COUNT: Tue. 1123/07 COUNTED BY: CN
Edmonds, WA TIME OF COUNT: 4:00 - 6:00 PM —WEATHER: Overcast
TIME
INTERVAL
ENDING
AT
FROM NORTH ON
4th Avenue
FROM SOUTH ON
4th Avenue
FROM EASTON
Dayton Street
FROM WEST ON
Dayton Street
INTERVAL
TOTALS
HV
Left
Thru
Right
HV
Left
Thru
Right
HV
Left
Thru
Right
HV
Left
Thru
Right
0215 PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
02:30 PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
02:45 PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
a
03:00 PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
03:15 PM
0
0
0
0
0.
0
0
0
0
0
0
0
0
0
0
0
0
03:30 PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
03:45 PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
04:00 PM
0-
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
04:15 PM
0
1
1
3
0
1
3
1
1
1
29
5
1
2
41
0
88
04:30 PM
0
1
1
2
0
1
1
3
2
1
3.5
5
3
9
39
3
101
04:45 PM
2
7
3
4
1
1
2
2
3
3
36
11
3
4
44
2
119
05:00 PM
0
5
4
4
0
2
3
2
2
2
41
12
2
5
38
0
118
05:15 PM
0—
4
1
5
0
4
4
2
3
1
43
3
2
2
64
5
138
05:30 PM
0
6
0
3
0
1
3
3
2
1
33
8
2
3
35
2
98
05:45 PM
0
7
2
0
1
4
0
2
3
0
26
1
2
1
48
1
92
06:00 PM
0
4
1
4
0
2
1
1
2
2
20
5
2
3
54
2
99
PEAK HOUR
TOTALS
2 1
17 1
9 1
15
1
8
10
9
10
7
155
31
10
20
185
10
INTERSECTION
ALL MOVEMENTS
41
27
193
215
476
%HV
5%
4%
5%
5%
5%
PEAK HOUR
FACTOR
0.73
0.68
0.88
0.76
0.86
HV =Heavy Vehicles
PHF = Peak Hour Factor 4:00 - 6:00 PM PEAK HOUR: 4:15 PM TO 5:15 PM
REDUCED BY: CN DATE OF REDUCTION: 1/23/2007
0 U
TTRAFFIC DATA GATHERING
TURNING MOVEMENTS DIAGRAM
4:00 - 6:00 PM PEAK HOUR: 4:30 PM TO 5:30 PM
391
F1 98]
7E
55 1 88 1 55
73
113
9
INTERSECTION
CD
PEAK HOUR VOLUME
C)
IN
709
,OUT
709
1
COUNTED BY: KH
REDUCED BY: CN
DATE: Tue. 1/23/07
El
F193
41 1 77 1 27
r145]
1 257 1
3rd Avenue @ Dayton Street
Edmonds, WA
43
113
15 CD
w
C-
30-
I HV I PHF I
SB
3%
0.85
N13
2%
0.95
WB
7%
0.91
EB
, 6%
0*72
INTRS.1
4%
7��
HV Heavy Vehicles
PHF Peak Hour Factor
DATE OF COUNT: Tue. 1/23/07
TIME OF COUNT: 4:00 - 6:00 PM
WEATHER: Overcast
I
TTRAFFIC DATA GATHERING
INTERSECTION TURNING MOVEMENTS REDUCTION SHEET
LOCATION:
3rd Avenue at Dayton Street
DATE OF COUNT:
Tue. 1/23/07
COUNTED BY:
KH
IEdmonds,
WA
TIME OF COUNT:
4:00 - 6:00 PM
WEATHER:
Overcast
TIME
INTERVAL
ENDING
AT
FROM NORTH ON
3rd Avenue
FROM SOUTH ON
3rd Avenue
FROM EAST ON
Dayton Street
FROM WEST ON
Dayton Street
INTERVAL
TOTALS
HV
Left
Thru
Right
HV
Left
Thru
Right
HV
Left
Thru
Right
HV
Left
Thru
Right
02:15 PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
02:30 PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
02:45 PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
03:00 PM
0
0
0
0
0
0
0
0
0
1 0
0
1 0
0
1 0
0
0
0
03:15 PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
03:30 PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
03:45 PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
04:00 PM
0
0
0
0
0
0
0
0
0
0
1 0
0
0
0
1 0
0
04:15 PM
2
8
22
9
2
11
29
1
3
2
22
5
1
13
28
4
154
04:30 PM
0
11
23
3
1
13
19
1 10
5
7
31
16
1
10
28
1
172
04:45 PM
1
14
18
16
0
11
15
8
4
5
28
7
1
14
29
1
166
05:00 PM
1
15
19
8
1
13
14
10
5
4
26
9
0
10
25
3
156
05:15 PM
2
14
21
15
1
8
24
6
2
4
27
14
8
25
40
3
201
05:30 PM
1
12
30
16
1
9
24
3
1
2
32
13
2
24
19
2
186
05:45 PM
1
13
27
16
1
9
15 1
3
2
4
22
15
3
15
22
3
164
06:00 PM
0
15
11
0
10
IT97
3
1
3
15
11
1
23
24
2
148
PEAK HOUR
TOTALS
5
55
3
41
E27
12 1
15 1
113 1
43
11
73
113
9
INTERSECTION
ALL MOVEMENTS
198
145
171
195
709
% HV
3%
2%
7%
6%
4%
PEAK HOUR
FACTOR
0.85
0.95
0.91
0.72
0.88
HV =Heavy Vehicles
PHF = Peak Hour Factor 4:00.6:00PM PEAK HOUR: 4:30 PM -TO 5:30 PM
REDUCED BY: CN
DATE OF REDUCTION: 1/23/2007
TTRAFFIC DATA GATHERING
TURNING MOVEMENTS DIAGRAM
4:00 - 6:00 PM PEAK HOUR: 4:00 PM TO 5:00 PM
1 5
12.
1 1.
INTERSECTION
PEAK HOUR VOLUME
IN
764
JOUT
764
COUNTED BY: JH
REDUCED BY: CN
DATE: Tue. 1/23/07
F76]
28 1 33 1 15
El
167
F91 I
78 1 52 1 87
F2177
1 403 1
5th Avenue @ Main Street
Edmonds, WA
q/
24
159
35
--1
HV I PHF
S13
1%
0.73
-N13
0%
0.88
W13
1%
0.81
EB 1
2%
0.79
IINTRS.1
1%
0.90
HV Heavy Vehicles
PHF Peak Hour Factor
DATE OF COUNT: Tue. 1/23/07
TIME OF COUNT: 4:00 - 6:00 PM
WEATHER: Overcast
PTOTRAFFIC DATA GA THE;ZfNG
INTERSECTION TURNING MOVEMENTS REDUCTION SHEET
LOCATION:
Sth Avenue 0 Main Street
DATE OF COUNT:
Tue. 1/23107
COUNTED BY:
IEdmonds,
WA
TIME OF COUNT:
4:00 - 6:00 PM
WEATHER:
JH
TIME
INTERVAL
ENDING
AT
FROM NORTH ON
5th Avenue
FROM SOUTH ON
5th Avenue
FROM EAST ON
Main Street
FROM WEST ON
Main Street
INTERVAL
TOTALS
HV
Left
Thru
Right
HV
Left
Thru
Right
HV
Left
Thru
Right
HV
Left
Thru
Rlaht
02:15 PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
02:30 PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
02:45 PM
0
0
0
0
0
0
0
0
1 0
0
1 0
0
1 0
0
0
0
0
03:00 PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
03:15 PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
03:30 PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
03:45 PM
0
0
0
0
0
0
0
1 0
0
1 0
1 0
0
1 0
0
0
0
0
04:00 PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
04:15 PM
0
2
5
10
0
16
16
17
0
9
50
8
6
1 37
37
213
04:30 PM
0
7
12
7
1
22
16
18
1
8
32
7
-2
0
3
25
27
184
04:45 PM
1
0
7
5
0
17
13
20
0
5
33
7
0
0
27
23
157
05:00 PM
0
6
9
6
0
23
7
32
2
13
44
2
2
6
31
31
210
05:15 PM
0
5
15
10
0
14
15
25
0
6
36
5
0
6
44
22
203
05:30 PM
0
9
18
7
1
44
17
7
1
6
29
2
1 0
8
24
12
183
05:45 PM
0
1
6
1
0
12 1
9
33
0
7
28
5
0
3 1
29
24
158
06:00 PM
0
2
12
2
0
23
15
19
0
4
19
6
0
1
29
24
156
PEAK HOUR
TOTALS
I
is
33
28
1
78
52 1
87
3 1
35 1
159
24
4 1
15
120
118
INTERSECTION
ALL MOVEMENTS
76
217
218
253
764
% HV
1%
0%
1%
2%
1 0
PEAK HOUR
FACTOR
0.73
0.88
0.81
0.79
0.4n
HV =Heavy Vehicles
PHF = Peak Hour Factor
REDUCED BY: CN
4:00 - 6:00 PM PEAK HOUR: 1 4:00 PM TO 5:00 PM ::]
DATE OF REDUCTION: 1/23/2007
TTRAFFIC DATA GA THEFUNG
TURNING MOVEMENTS DIAGRAM
4:00 - 6:00 PM PEAK HOUR: 4:30 PM TO 5:30 PM
a)
2807
a) F
to 12 1 248 1 20
00
CD
13
3,
52
INTERSECTION
PEAK HOUR VOLUME
IN 846
OUT 846
COUNTED BY: MV
REDUCED BY: CN
DATE: Tue. 1/23/07
596
F316]
33 1 280 1 37
EE 1
1 690 1
5th Avenue @ Walnut Street
Edmonds, WA
23
51
40 00
94
--1
HV I PHF
SB
2%
0.81
NB
1%
0.83
W13
0%
0.86
EB
1 0%
0.85
IINTRS.1
1%
0.90
HV Heavy Vehicles
PHF Peak Hour Factor
DATE OF COUNT: Tue. 1/23/07
TIME OF COUNT: 4:00 - 6:00 PM
WEATHER: Overcast
FAWN
WAWA
TTRAFFIC DATA GATHERING
INTERSECTION TURNING MOVEMENTS REDUCTION SHEET
LOCATION:
5th Avenue a Walnut Street
DATE OF COUNT:
Tue. 1/23107
COUNTED BY:
MV
IEdmonds,
WA
TIME OF COUNT:
4:00 - 6:00 PM
—WEATHER:
Overcast
TIME
INTERVAL
ENDING
AT
FROM NORTH ON
5th Avenue
FROM SOUTH ON
5th Avenue
FROM EAST ON
Walnut Street
FROM WEST ON
Walnut Street
INTERVAL
TOTALS
HV
Left
Thru
Right
HV
Left
Thru
Right
HV
Left
Thru
Right
HV
Left
Thru
Right
02:15 PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
02:30 PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
02:45 PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
03:00 PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
03:15 PM
0
0
0
0
0
0
0
0
0
0
0
0
1 0
0
0
0
0
03:30 PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
03:45 PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
04:00 PM
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
04:15 PM
0
2
54
1
0
4
56
5
0
13
10
3
0
4
9
14
175
04:30 PM
1
5
43
3
2
5
60
6
0
10
8
5
0
2
9
12
168
04:45 PM
1
1
50
3
1
12
68
12
0
8
16
9
0
5
8
17
209
05:00 PM
2
8
77
1
2
8
65
6
0
13
15
5
0
2
6
12
218
05:15 PM
1
9
66
6
0
8
84
13
0
10
8
4
0
3
12
13
236
05:30 PM
1
2
55
2
2
5
63
6
0
9
12
5
0
3
11
10
183
05:45 PM
0
3
66
3
1
8
61
9
0
6 1
6
4
0
3
6
13
188
06:00 PM
0
1
56
3
2
7
59
6
0
7
4
4
1
4
3
12
166
PEAK HOUR
TOTALS
5
20
12
5
33
280
37
0
23
0
13
37
52
INTERSECTION
ALL MOVEMENTS
280
350 1
114
102
846
% HV
2%
1%
0%
0%
1%
PEAK HOUR
FACTOR
0.81
0.83
0.86
0.85
0.90
HV o Heavy Vehicles
PHF = Peak Hour Factor 4:00 - 6:00 PM PEAK HOUR: 4:30 PM TO 5:30 PM
REDUCED BY: CN DATE OF REDUCTION: 1/23/2007
Ll
I L4,
I
Edmonds Rood Impact Fee Rate Study
TABLE 4
IMPACT FEE RATES
1
(1)
(2)
(3)
(4)
(5)
(6)
Trip
ITE rrE Land Use
Trip
% New
Length
Net New Trips per
Impact Fee Per Unit @ $
Code Category
Rate'
Trips'
Factor4
Unit of Measure
763.66 per Trip
110 Light Industrial
0.98
100%
1.59
1.56 1,000 sq ft
1.19 per square foot
140 Manufacturing
0.74
100%
1.59
1.18 1,000 sq ft
0.90 per square foot
151 Mini -warehouse
0.26
100%
1.59
0.41 1,000 sq ft
0.32 per square foot
210 Single family
1.01
100%
1.09
1.10 dwelling
840.72 per dwelling unit
House
220 Apartment
0.62
100%
1.15
0.71 dwelling
544.49 per dwelling unit
230 Condominium
0.54
100%
1.15
1 0.62 dwelling
474.24 Der dwellina unit
240 Mobile Home
0.56
100%
1.09
0.61 dwelling
466.14 per dwelling unit
310 Hotel
0.61
100%
1.25
0.76 room
1
582.29 per room
320 Motel
0.47
100%
1.25
0.59 room
448.65 per room
420 Marina
0.19
100%
0.97
0.18 berth
140.74 per boat berth
430 Golf course
0.30
100%
1.00
0.30 acre
229.10 per acre
444 Movie Theater
3.80
100%
0.72
1 2.74 1,000 sq ft
1.36 per square foot
492 Racquet club
1.83
100%
0.97
1.78 1,000 sq ft
3.58 per square foot
530 High School
1.02
100%
0.62
0.63 1,000 sq ft
0.48 per square foot
S60 Church
0.66
100%
1.15
0.76 1,000 sq ft
0.58 pe square foot
610 Hospital
0.92
100%
1.56
1.44 1,000 sq ft
1.10 per square foot
620 Nursing home
0.20
100%
0.87
0.17 bed
132.88 per bed
710 General Office
1.49
100%
1.59
1 2.37 1,000 sq ft
1.81 per square foot
720 Medical office
100%
1.50
5.49 1,000 sq ft
4.19 per square foot
820 Shopping Center
3.74
81%
0.40
1.21 1,000 sq ft
0.93 per square foot
832 Restaurant: sit-
10.86
56%
1.06
6.45 1,000 sq ft
4.92 per square foot
down
833 Fast food, no
26.15
52%
0.62
8.43 1,000 sq ft
6.44 per square foot
drive -up
834 Fast food, wl
33.48
51%
0.62
10-59 1,000 sq ft
8.08 per square foot
drive -up
844 Gas station
14.56
60%
0.53 1
4.63 purnp
3,535.82 per vfp
845 Gas station
13.38
47%
0.53
3.33 pump
2,545.26 per vfW
w/convenience
8SO Supermarket
11.51
55%
0.65
4.11 1,000 sq ft
3.14 per square foot
851 Convenience
53.73
39%
0.40
8.38 1,000 sq ft
6.40 per square foot
market-24 hr
912 Drive-in Bank 1
54.771
51%1
0.47 1
_1 3.13 1,000 sq ft
10.03 per square foot
2 ITE Trip Generation (6th Edition): 4-6 PM Peak Hour Trip Ends
3 Excludes pass -by trips: see 'Trip Generation Handbook: An ITE Proposed Recommended
Practice" (1988)
Ratio to average ttip length.
vfp: vehicle fueling position
Henderson,
Young &
Company
City of Edmonds, Washington
April 15, 2003
,Page 18
TrIMP
M
Generation
Handbook
Second Edition
An ITE Recommended Practice
June 2004
Institute of Transportation Engineers
= = = = M = = = = = = Ml = M M = M = =
M
Table 5.30
0
Pass -By Trips and Diverted Linked Trips
Weekday, p.m. Peak Period
CD
Land Use 945—Gasoline/Service Station with Convenience
Market
0
=3
SIZE
(1,000 SQ.
VEHICLE
FUELING
WEEKDAY
NO. OF TIME PRIMARY NON -PASS-
DIVERTED
LINKED
PASS -BY
ADJ.STREET
PEAK HOUR
0
FF. GFA)
POSITIONS
LOCATION
SURVEY DATE INTERVIEWS PERIOD TRIP BY TRIP
TRIP (%)
TRIP
VOLUME
SOURCE
0
QL
0.8
8
Louisville area, KY
1993
83 4:00-6:00 p.m. 8 —
40
52
4,965
Barton-Aschman Assoc.
m
0.6
8
Louisville, KY
1993
60 4:00-6:00 p.m. 20 —
27
53
1,491
Barton-Aschman Assoc.
C2:
0
:3
0.7
10
Louisville, KY
1993
n/a 4:00-6:00 p.m. 19 —
24
57
1,812
Barton-Aschman Assoc.
1
Z?
0.7
8
Louisville area, KY
1993
n/a 4:00-6:00 p.m. 7 —
21
72
2,657
Barton-Aschman Assoc.
a,
0.7
10
Louisville area, KY
1993
ri/a 4:00-6:00 p.m. 16 —
29
55
2,657
Barton-Aschman Assoc.
CA
0.8
8
Silver Spring, MD
1992
36 4:00-6:00 p.m. 14 —
19
67
3,095
RBA
0.4
8
Derwood, IVID
1992
46 4:00-6:00 p.m. 11 —
43
46
3,770
RBA
2.1
8
Kensington, MD
1992
31 4:00-6:00 p.m. 13 —
35
52
1,785
RBA
1
8
Silver Spring, IVID
1992
35 4:00--6:00 p.m. 3 —
43
54
7,080
RBA
Average Pass -By Trip Percentage: 56
mammm a nn" mm ==do M am an � � � � � — — — — — -
llllk� mum w" go" mum wilM mum mom MUM Los MUM LPN APBU 111P
__r�
CNI
(D
D
CD
511
0
=3
:E
Q_
CT
0
0
217
CL
m
OL
01
M
Table 5.20
Pass -By Trips and Diverted Linked Trips
Weekday, p.m. Peak Period
Land Use 912—Drive-in Bank
SIZE
(1,000SO.
FT. GFA)
LOCATION
WEEKDAY
SURVEY DATE
NO. OF
INTERVIEWS
TIME
PERIOD
PRIMARY
TRIP (%)
DIVERTED
NON -PASS- LINKED
BY TRIP TRIP (%)
PASS -BY
TRIP N
ADJ. STREET
PEAK HOUR
VOLUME
SOURCE
16.0
Overland Park, KS
Dec. 1988
20
4:30-5:30 p.m.
55
— 30
15
n/a
n/a
3.3
Louisville area, KY
Jul. 1993
n/a
4:00-6:00 p.m.
22
— 30
48
2,570
Barton-Aschman Assoc.
3.4
Louisville area, KY
Jul. 1993
n/a
4:00--6:00 p.m.
22
— 14
64
2,266
Barton-Aschman Assoc.
3.4
Louisville area, KY
Jul. 1993
75
4:00-6:00 p.m.
11
— 32
57
1,955
Barton-Aschman Assoc.
3.5
Louisville area, KY
Jun. 1993
53
4:00-6:00 p.m.
32
— 21
47
2,785
Barton-Aschman Assoc.
6.4
Louisville area, KY
Jun. 1993
66
4:00-6:00 p.m.
20
— 27
53
2,610
Barton-Aschman Assoc.
Average Pass -By Tirip Percentage: 47
Table 5.21
Pass -By Trips and Diverted Linked Trips
Weekday, p.m. Peak Period
Land Use 931 —Quality Restaurant
SIZE
DIVERTED
ADJ. STREET
(1,000SO.
WEEKDAY
NO. OF
TIME
PRIMARY
NON -PASS- LINKED
PASS -BY
PEAK HOUR
SEATS
Fr. GFA)
LOCATION
SURVEY DATE
INTERVIEWS
PERIOD
TRIP (%)
BY TRIP (%) TRIP (%)
TRIP (%)
VOLUME
SOURCE
240
12
Louisville area, KY
Jul. 1993
38
4:00-6:00 p.m.
36
— 38
26
4,145
Barton-Aschman Assoc.
n/a
8
Odando,FL
1992
168
4:00-8:00 p.m.
—
55 —
45
n/a
TPD Inc.
n/a
8.8
Odando,FL
1992
84
2:00-6:00 p.m.
40
— 16
44
n/a
TPD Inc.
n/a 6.5 Orlando, IFL 1995 173 2:00-6:00 p.m. — 38 62 n/a TPD Inc.
Average Pass -By Trip Percentage: 44
Tro
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Handbook
An ITE Proposed
. Recommended Practice
N
October 1998
Institute of Transportation Engineers
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Table 5.14
Pass -By Trips and Diverted Linked Trips
Weekday, P.m. Peak Period
Land Use 845—Gasoline/Service Station with Convenience Market
SIZE
(1,OOOSQ.
FEET GFA)
VEHICLE
FUELING
POSITIONS
LOCATION
WEEKDAY NO. OF TIME PRIMARY NON -PASS-
SURVEY DATE INTERVIEWS PERIOD TRIP (%) BY TRIP (%)
DIVERTED
LINKED
TRIP (%)
PASS -BY
TRIP (%)
ADJ. STREET
PEAK HOUR
VOLUME
SOURCE
.8
8
Louisville area, KY
1993
83 4-6 Pm. 8 -
40
52
4,965
Barton-Aschman Assoc.
.6
8
Louisville, KY
1993
60 4-6 Pm. 20 -
27
53
1,491
Barton-Aschman Assoc.
.7
10
Louisville, KY
1993
n/a 4-6 Pm. 19 -
24
57
i,812
Barton-Aschman Assoc.
.7
8
Louisville area, KY
1993
n/a 4-6 P.m. 7 -
21
72
2,657
Barton-Aschman Assoc.
.7
10
Louisville area, KY
1993
n/a 4-6 P.M. 16 -
29
55
2,657
Barton-Aschman Assoc.
.8
8
Silver Spring, MID
1992
36 4-6 P.M. 14 -
19
67
3,095
RBA
.4
8
Derwood, MID
1992
46 4-6 P.m. 11 -
43
46
3,770
RBA
2.1
8
Kensington, MID
1992
31 4-6 RM. 13 -
35
52
1,785
RBA
1
8
Silver Spring, . MID
1992
35 4-6 Pm. 3 -
43
54
7,080
RBA
Average Pass -By Trip Percentage: 56
3 1
Table 5.26
Pass -By Trips and Diverted Linked Trips
Weekday, P.m. Peak Period
Land Use 912—Drive-in Bank
SIZE
(1,000SO.
FEET GFA)
LOCATION
WEEKDAY
SURVEY DATE
NO. OF
INTERVIEWS
TIME
PERIOD
PRIMARY
TRIP (%)
DIVERTED
NON -PASS- LINKED
BY TRIP (%) TRIP
PASS -BY
TRIP (%)
ADJ.STREET
PEAK HOUR
VOLUME
SOURCE
16.0
Overland Park, KS
Dec. 1988
20
4:30-5:30 P.m.
55
- 30
15
n/a
n/a
3.3
Louisville area, KY
Jul. 1993
n/a
4-6 RM.
22
- 30
48
2,570
Barton-Aschman Assoc.
3.4
Louisville area, KY
Jul. 1993
n/a
4-6 P.m.
22
- 14
64
2,266
Barton-Aschman Assoc.
3.4
Louisville area, KY
Jul. 1993
75
4-6 Pm.
11
- 32
57
1,955
Barton-Aschman Assoc.
3.5
Louisville area, KY
Jun. 1993
53
4-6 P.m.
32
- 21
47
2,785
Barton-Aschman Assoc.
QP\ 6.4
Louisville area, KY
Jun. 1993
66
4-6 RM.
20
- 27
53
2,610
Barton-Aschman Assoc.
Average Pass -By Thp Percentage:
47
27
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Bank of WA - Application #bld2006.1048 Pagel of2
Mike Perry
. ........... ... ... .. ...... . ....... ........
............
From: McConnell, Jeanie [Mcconneli@ci.edmonds.wa.us]
Sent: Tuesday, November 21, 2006 3:59 PM
To., mperry@dimensionsarch.com
Cc: Harrison, Marie; McConnell, Jeanie
Subject: Bank of WA - Application #bld20061O48
Good afternoon Mike,
I am forwarding to you comments from our Traffic Engineer, Don Sims, in review of the Traffic Impact Analysis
worksheet. The remaining Engineering Division comments will be sent following the Hearing Examiner decision
and subsequent appeal period.
Regards,
Jeanie McConnell
Engineering Technician
425-771-0220, exit 1338
FAX - 425- 771-0221
mcconnell@dedmonds. waus
—Original Message
From: Sims, Don
Sent, Monday, November 20, 2006 1:37 PM
To: McConnell, Jeanie
Subject: RE: Bank of WA
Jeanie,
I reviewed the submitted Traffic Impact Analysis Worksheet for the subject project and have the following
comments:
1) The worksheet is incomplete. Per #E82 Traffic Impact Analysis Requirements, their proposal exceeds 25
peak -hour trips generated and therefore they need to complete all sections (11 -7). To that end (and because this
proposal is a bit controversial from a land use perspective and we'll need to be able to quantify the traffic impacts
to the downtown area for the city council), they need to at3alyze the existing inters 2ictions at 5th/Dayton,
5th/Walnut, 5th/Main, 3rd/Dayton & 4th/Dayton. Their traffic consultant will need to do a with a-n-d-w7i ffout project
JT-T-7ortfiese intersections using the methodology outlined in the Highway Capacity Manua_T_Tfffi-L5yj
c an ysis
have any questions, they can contact me.
2) 1 do concur with their mitigation fee they came up with on page 2 (wrong location to calculate IL.), however,
being consistent and carrying everything out to two decimal points, I come up with a fee of $7392.23 vs. their
$7147.86.
Don Sims, P.E.
City Traffic Engineer
Chy of Edmonds
11/22/2006
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OF THE STREET DURING DEMOLITION OF EXISTING CURB, GUTTER, & SIDEWALKS
(ASSUMING THE"OLD MILL TOWN"PROJECT HAS PROGRESSED TO A POINT r
WHERE THE SIDEWALKS CAN BE RE -OPENED) - TIMING TO BE COORDINATE�l
DIRECTLY WITH THE CITY OF EDMONDS PRIOR TO SHUTDOWN
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PARKING STALLS ON 5TH AVENUE SOUTH
TEMPORARELY CLOSED DURING NEW
TO REPLACE THE (3) PARALLEL PARKING
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STALLS TEMPORARELY CONVERTED TO THE
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& DURING OFF -SITE IMPROVMENTS ON 5M
SOUTH. TIMING OF Sth AVENUE SOUTH
AVENUESOUTH
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PERMANENT COMMUNITY TRANSIT BUS
AND THE OLD MILL TOWN PROJECT AS TO
STOP To BE RELOCATED BACK TO NEW
CONTINUOUSLY PROVIDE A NORTH AND
LOCATION ON Sth AVENUE SOUTH UPON
SOUTHBOUND MEANS OF PEDESTRIAN
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TO Sth AVENUE SOUTH
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EXISTING SIDEWALK NARROWED TO
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TRUCK HAUL ROUTE -
TRUCK DELIVERIES TO SITE WILL BE ROUTED
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TRUCKS WILL EXIT THE SITE LEFT
(WESTBOUND) ONTO DAYTON STREET BOTH via
SR104
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THE BANK OF WASHINGTON
5TH AVENUE SOUTH OFF -SITE IMPROVEMENTS - WEST SIDEWALK REROUTED TO EXISTING TEMPORARELY UNOCCUPIED BUS LANE JUNE 12, 2007
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WILCOX CONSTRUCTION INC.
234 - 5TH Aw SE
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Drs� Date:
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Approved By:
T. Falk
Project No.
07-3594
VEHICULAR & PEDESTRIAN L \� 1%
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POST SIGN AT SOUH ENTRANCE TO
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ACT VITIES TO ENCLOSE CONSTRUCTION AREA -
1 r
TEMPORARY CONSTRUCTION FENCING WILL BE
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EXCAVATION AREAS WILL BE COVERED NTH STEEL
PLATES AT THE END OF EACH SHIFT
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CONSTRUCTION JOB TRAI
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2725 SF.
- TO BE RELOCATED ON SITE
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SLAB ELEV: 65.10
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ARCH ELEV. 100.0
Cd
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EXISTING BUS STOP FOR COMMUNITY TRANSIT TO BE
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THE DURATION OF THE CONSTRUCTION PROCESS OF
THE'THE BANK OF WASHINGTOW PROJECT. THE
EXISTING SIGN, BENCH, & TRASH RECEPTACLE TO BE
REMOVED AND RELOCATED BY COMMUNITY TRANSIT
5TH AVENUE SOUTH
ALtkEY WEST OF PROPERTY OFF -SITE IMPROVEMENTS
11 VEHICULAR & PEDESTRIAN TRAFFIC ROUTING
POST SIGN AT NORTH ENTRANCE TO
ALLEY THAT READS -
'ALLEY CLOSED TO THROUCMT
TRAFFIC' LOCAL TRAFFIC oNLr
TEMPORARY COMMUNITY TRANSIT BUS STOP TO BE
RELOCATED FROM STH AVENUE SOUTH TO THIS
LOCATION ON DAYTON STREET FOR THE DURATION OF
THE CONSTRUCTION PROCESS FOR 'THE BANK OF
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PEDESTRIAN PATHWAY TO REMAIN CLEAR AT ALL TIMES.
COLD PATCH TO BE USED TO TEMPORARELY INFILL
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OR UNEVEN SURFACES AS NEEDED TO MAINTAIN
SMOOTH EVEN SURFACE FOR PEDESTRIAN TRAFFIC.
PEDESTRIAN PATHWAY TO MAINTAIN AN I
UNOBSTRUCTED CLEAR WIDTH OF T-W AT ALL TIMES.
TEMPORARY CONSTRUCTION
FENCING
TEMPORARY COMMUNITY TRANSIT
BUS STOP LANE
PEDESTRIAN PATH OF TRAVEL -
EXISTING SIDEWALK NARROWED TO
44" CLEAR MINIMUM AT ALL TIMES
TRUCK HAUL ROUTE -
TRUCK DELIVERIES TO SITE WILL BE ROUTED
FROM DAYTON STREET (EASTBOUND) AND
TRUCKS WILL EXIT THE SITE RIGHT (SOUTH)
ONTO 5TH AVENUE S. BOTH via SR1 04
THE BANK OF WASHINGTON
ALLEY WEST OF PROPERTY OFF -SITE IMPROVEMENTS - ALLEY TO BE CLOSED DURING OFF -SITE IMPROVEMENTS JUNE 12, 2007
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WILCOX CONSTRUCTION INC.
234 - 5TH Ave SE
Edmonds. Washington 98020
D�n Date: June 12. 2007
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Project No. 07-3594
VEHICULAR & PEDESTRIAN
TRAFFIC ROUTING PLA
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