20030526.pdf11
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DATE RECEIVED
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CITY OF EDMONDS
CONSTRUCTION PERMIT APPLICATION
OWNER NAMEMAME OF BUSINES , I
MAILING ADDRESS
CITY ZIP TELEPHONE
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NAME
ADDRESS
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LOT NO.
LID NO.
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PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP
TESCP Ai)prc��
RW Permit Required
Street 1 1-9 Permit Req'd
EXISTING — PROPOSED
Inspection Required
Sidewalk Required
REQUIRED DEDICATION—
FT
underWound
Wking r#qulrod
METER SIZE
LINE SIZE
NO. OE15ES
PRVEOUIRED
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YES NO 13
REMARKS
OWNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROUDRAINAGE
NAME wo,
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ENGINEERING REVIEWED BY DATE
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EXPIRATION DATE CHERlkt�Y
VARIANCE OR CU SHORELINE OR ADS# INSPECTION BOND
REO'D POSTED
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SEPA REVIEW SIGN AREA HEIGHT
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COMPLETE I EXEMPT ALLOWED PROPOSED ALLOWED PROPOSED
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ALLOWED PROPOSED FRONT SIDE REAR FRONT UR SIDE: REAR
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CHANGE OF USE
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CHECKEWTE OF COtPTRUUION OCCUPAW
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NUMBER MBER OF CRITICAL
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STORIES UNITf NUMBER
SPECIALINSPE ION JAR 2 OCCUPANT
REQUIRED LOAD
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DESCRIBE WORK TO BE DONE
REMARKS
PROGRESS INSPECTIONS PER UBC 108/FINAL INSPECTION REG'D 9
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VALUATION
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Description
FEE
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FEE
Plan Check
State Surcharge
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Building Permit 171 City Surcharge
PLAN CHECK VMI)b
Plumbing
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THIS PERMIT AUTHORIZED, ONLY THE WORK NOTED. THIS PERMIT C&ERS WORK TO
t: BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC
Grading
3 DOMAIN (CURDS, SIDEWALKS, DRIVEWAYS, MAROUEES, ETC.) WILL REQUIRE
SEPARATE PERMISSION.
PERMIT APPLICATION: ISODAYS
-..--r uum I YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS
Engr. Inspection t3rjeo
SEE BACK OF PINK PERMIT FOR MORE INFORMATION
'APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS
Fire Review Plan Chk. Deposit
IN INTEREST. AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF
EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND
Fire Inspection Receipt #
ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY
apidd
FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE
91 DEEMED TO MODIFV� WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE
6WdWfnsp. Total Amt. Due
2 NOR LIMIT IN ANY WAY THE CITYS ABILITY TO ENFORCE ANY ORDINANCE PROVISION.-
Recording Fee Receipt #
I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION: THAT THE INFORMATION
APPLICATION APPROVAL
GIVEN 19 CORRECT, AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF
THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC-
CALL This application is not a permit until signed by the
TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED
Building Official or his/her Deputy: and Fees are paid, and
IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO
FOR INSPECTION receipt Is acknowledged In space provided.
WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27.
OFFICIALS SIGNATURE jg/, DATE
BIG URE 0 E R AG DATE SIGG:NE
IA'35) 5
7 03
771 -0220
DATE
AWENTION
Off 1333
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL
A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI-
ORIGINAL -FILE YELLOW- INSPECTOR
CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109
PINK -OWNER GOLD -ASSESSOR
04/02 PRESS HARD -YOU ARE MAKING 5 COPIES GREEN - ACCOUNTING
MEMORANDUM
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Date: 4 SeptemberQ U ry
To: Pre-app file
From: Lyle Chrisman, Engineering Program Managerj�10
Subject: Requirement to install asphalt wallway along property frontage —Lot
72 at 182'd St SW and Horneview Dr-.
Pursuant to ECDC 18.90.030, Table of Sidewalk Standards, RS-12 zoning, which this site is, does not
require sidewalks except as shown on the Comprehensive Sidewalk Plan. However, it is City policy that
sidewalks will be required on all streets over 300 feet in length and both of the abutting streets fall into that
category.
The situation at this proposed site does not meet any other criteria requiring construction of sidewalks, as
set forth in the Sidewalk Construction Policy dated December 18, 2001.
The latest comprehensive Sidewalk Plan does not show a sidewalk planned for Horrieview Dr or 182 d St
SW.
According to the Sidewalk Construction Policy, effective January 1, 2002, sidewalks will not be required as
a condition of approval if "Me City Engineer, with the approval of the Planning Manager, determines that
in accordance with ECDC 18.90.030.13, special circumstances exist related to topography or other factors
making construction of sidewalks economically unfeasible or practically impossible".
The City Engineer, upon making a site visi4 has determined the topographic challenges of the site make the
construction of sidewalks not only impractical, but also economically unfeasible. Due to the close
proximity of a steep embankment along Homeview drive (approximately 7 feet from the pavement edge),
and closer at the curve; and an 8'- 10' deep ditch along 182d St SW, construction of a sidewalk, in this
location would require some extensive retaining walls.
This project site does not meet any other requirements constituting the construction of sidewalks, nor does it
meet the criteria for payment in -lieu of construction. Therefore, it is not considered economically feasible
to require the developer to install walkways along any of the property frontage, when no other criteria
require sidewalks in this location and especially when there are not other sidewalks in the vicinity nor
planned for this location.
DECISION: Staff has concluded that sidewalks will not be required as a condition for development of the
subject r
AboAd K. Gebert, City Engineer Rob Chave, Planning Manager
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CITY OF EDMONDS
121 STH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220. FAX (425) 771.()221
DEVELOPMENT SERVICES DEPA
Planning - Building a Engineerini;
December 18,2001
GARY HAAKENSON
MAYOR
Post -it' Fax Noto 7671
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SIDEWALK CONSTRUCTION POLICY
Edmonds Community Development Code (ECDC) Chapter 18-90 establishes requirements 1br
sidewalks to be constructed as a condition of development approval. Tt has been a long-standing
policy of the City of Edmonds to allow payment of a monetwy contribution to a City general
sidewalk conwruction fund in-liou of constructing the required sidewalks when it is determined
by City staff that sidewalks are required but construction could be def�rred and not done at the
time of the development.
Pursuant to ECDC 18.00.040, this is to clarify the City policy on c0nurtiction of sidewalks as a
condition of development approval and the City policy on payment -in -lieu of construction. The
policy as stated herein will be effective January 1, 2002 for all projects (subdivisions, short plats,
buildings, ate.) for which a complete application is submitted on -or after January 1, 2002.
Sidmalks rogtftd: Tbe City Engineer will determine whether sidewalks are required as a
condition of approval for development projects. If any one or combingion of the following
criteria Is applicable to the project sidewalks will be MUpired as a condition of approval:
Sidewalks are required by ECDC 18-90.030
Any sidewalks presently exist within 1000 feet of the proposed development project
on the street(s) on which the project fronts.
Ite latest version of the City Walkway Plan indicates sidewalks/walkways required
on the street where the project is located.
• Ile latest version of the City Bikeway Plan indicates a designated or proposed
designated bikeway on the Street where the project Is located,
• The project is in close proximity (within 1000 feet) and on a street leading to
facilities such as parks, schools, churches, shopping/commercial establishments, ate,
that will result in pedestrian traffic.
• Sidewalks are required to provide disabled access to public facilities.
Sidewalks not mgulred: Sidewalks will W be required as a condition of approval if.
The Chy Engineer makes an affirmative determination that none of the above criteria
apply to the project, and that sidewalks are not required and will not be required for
the foreseeable fature, or
Incorporated August 11, 1890
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The City Engineer, with the approval of the planning Manager, determines that, in
accordance with ECDC 18-90-0303, special circumstances exist related to
topography or other factors making construction of sidewalks economically
unfeasible or practleWly impossible.
When determined by the City Engineer that sidewalks will not be required, heither construction
of sidewalks nor payment -in -lieu Of construction will be required as a condition of approval.
Payment -in-liou of cons"ction: When the City Engineer determines that sidewalks am required
as a condition of approval, payment -in -lieu of construction will be allowed only i
The City's latest six -yea Capital Improvement program (Clp) includ a
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specifically identified City project for sidewalks at the location of the development
project, MW
The City Engineer determines that it will be in the best interest of the City to
construct sidewalks at the development project location as pan of and concurrently
with the City's identified capital project.
-in-lieu of construction is approved
When payment !I* the City. the amount of payment will be
based upon a validated engineers estimate of construction cost submitted by th d I
a eve oper, and
verified by the City Engineer. City staff shall verify the estimate by compating it agWnst recent
capital project cost history for sidewalk construction and/or other industry standard construction
cost estimating guides. The estimate shall include the cost of sidewalks, curbs and gutters,
additional pavement, retaining structures, storm drainage, utility relocations and other work that
may be required to construct fully functional sidewalks along the fk1ll street ftntage(s) Of the
development.
If payment -in-lieu of constmcdon is approved by the City Engineer, the developer sludl be
required to design and show on the civil drawings Wl requi improvements
red necessary to
constru at the fully functional sidewallcs� and submit the drawings to the City for approval.
Required improvements must include but are not limited to curbs, gutters, sidewalks, additional
av
p ement, retainins structures, storm drainage, utility relocations, etc. as applicable.
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UNINMNIONa-sallowaa jo Aim: wo8i
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Delineation / Mitigaflon / Restoration / Habitat Creation / Permit Assistance 9;505 19th Avenue S.E.
Suite 106
Everett, Washington 98208
January 13, 2003 (425) 337-3174
Fax (425) 337-3045
City of Edmonds
Development Services Department
Attn: Kathleen Taylor, Associate Planner
121 - 5t' Ave. N.
Edmonds, WA 98020
Critical Area Study
For
Bill and Myrna Trudeau
Site: 18207 Horneview Drive
Prop. Tax # 4776 000 072 00
Edmonds, WA
Wetland Resources, Inc. completed a wetland reconnaissance and delineation
on November 15, 2002, on the approximate 0.27-acre site Located at the
above -described address. The property is forested and undeveloped. The site
slopes moderately from east to northwest. The Washington State DOE Wetlands
Identification and Delineation Manual. March 1997 was used to define wetland
boundaries. The City of Edmonds Critical Areas Ordinance Chapter 20.15B was
used to determine wetLand classifications and typical required protective
buffers. No critical areas were found on the subject property. A road -side
ditch was flagged and surveyed for location.
The vegetation complex over the entire property is comprised of immature red
alder in the overstory with saLmonberry, Himalayan bl%ackberry, salat and
swordfern in the understory. These plants indicate a distinct upland condition
related to vegetation. The Soil Survey of Snohomish County Area Washington,
1983 indicates the site is underlain with non-hydric ALderwood Urban land
complex. The on.site soils were ALderwood-like and were found to be gravelly
Loam in texture and brown to yellow brown in color. These soils are not rated
as hydric. The underlying soils were not saturated at the time of investigation.
The site does not contain areas that meet definitions for jurisdictional
wetlands.
The road -side ditch is located along the north side of the property adjacent to
182nd St. The ditch collects urban surface runoff from the surrounding upland
lots to the east and transports this hydrology to an 18-inch culvert located
under Homeview Drive at the northwest corner of the subject n Froperty.
Hydrology is also delivered to the ditch via a culvert under 182 St. that
transport urban runoff from the north. No wetlands were found in association
Wetland Resources, Inc. Trudeau CAS - City of Edmonds
January 13, 2003 WRI # 02264
with this runoff to the east or north of the subject property. The culvert under
Horneview Drive delivers runoff to a drainageway west of the subject property.
No wetlands were found in this drainageway within 200 feet of the subject
property. It is our professional opinion that the ditch was intentiona y man
m ade from a non -wetland area for the purpose of transporting runoff. The
runoff appears to be entirely associated with urban development and is not
considered to be waters of the state (naturally occuring waters). Department
of Ecology and the City of Edmonds definition of wetlands states that
wetlands do not include those artificial wetlands intentionally created from
nonwettand sites, including, but not limited to "drainage ditches"" (ECDC
20.15B.020.TT). We conclude that no critical areas occ ur on the subject
property or within 200 feet of the subject property
This Critical Area Study is supplied to the City of Edmonds as a means of
determining on -site critical area conditions. This report is based Largely on
readily observable conditions and, to a lesser extent, on readily ascertainable
conditions. No attempt has been made to determine hidden or concealed
conditions. Reports may be adversely affected due to the physical condition of
the site and the difficulty of access, which may lead to observation or probing
4P.
difficulties.
The Laws applicable to wetlands are subject to varying interpretations and may
be changed at any time by the courts or legislative bodies. This report is
intended to provide information deemed relevant in the applicant's attempt to
comply with the laws now in effect.
The work for this report has conformed to the standard of care employed by
wettand ecologists. No other representation or warranty is made concerning
the work or this report and any implied representation or warranty is
1.
disclaimed.
Wetland Resources, Inc.
a- AP4:7
William RaiLton
Principal WetLand Ecologist
2
Wetiand Resources, Inc. Trudeau CA S - City of Edmonds
January 13, 2003 WRI # 02264
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CRITICAL AREA STUDY MAP
TRUDEAU PROPERTY - HOMEVIEW DRIVE
Edmonds, Washington
Tax #: 4776-000-072-00
18'CULVERT
12"CULVERT
182ND S
T SW
... ... ... ..
DITCH
LOT 72
Nor
Welalld Re. gow ve e. 1#6 :
Delineation / Mitigation / Restoration / Habitat Creation / Permit Assistance
9505 19th Avenue S.E. Suite 106 Everett,Washing - ton 98208
Phone (425) 337-3174
Fax (425) 337-3045
Email -mallbox@wettandresources.com
Scale 1 301
0 30 60
CRITICAL AREA STUDY MAP
TRUDEAU PROPERTY
Edmonds, Washington
City of Edmonds
121 5th Avenue North
Edmonds, WA 98020
Sheet 1 /1
WRI Job # 02264
Drawn by: A. Bachman
Date: January 14, 2003
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NOV-22-2002 16;04 C I TY OF "NDF 4257710221 P.07/10
CITY OF EDM%jNDS
AGREEMENT FOR CONSULTANT SERVICES FOR PREPARATION
OF A CRITICAL AREA STUDY
Bill & Myrna Trudeau hereinafter referred to as "Proponent,"
--Wetland Resources, Inc. hereinafter referred to as "Consultant," and the City
oT Edmonds, Washingt?n, hereiiiiffc—r rere—ff—@ to as "the City," for and in consideration of mutual
promises contained herein agree and contract as follows:
I. The Citys Planning Official has determined that a Critical Am may exist on or near the
subject property� pursuant to Edmonds Community Development Code (ECDC) Section
20.15.B.
El. The City is to direct and supervise prepamdon and finalization of a critical area study to
describe the items In accordance with ECDC Section 20.15.B.150.
Ila. Paragraph 8B shall be applicable only durk the life of this contract. The work of the
Consultant and the critical am study are Ir the purpose of 'din the City with
. Prov,
information and analy4 independent from the Proponent and the owner, of the subj ect
property. To that end, the Consultant shall, during the life of this agr =_ncnt� perform no other
services for Proponent with respect to the subject property. In addition, the Consultant shall
not perform services for the Proponent with respect to other pro erty or proposed
developments without full disclosure thereof to the City. P�oponvnt speciRcally agrees not to
communicate with the Consultant, except for such communication as may be necessary for the
Consultant to carry out the perfbrrnance of this agreement. Any such conununication between
the Proponent and Consultant 3WI be carried on only in the presence of or with the prior
approval of the City.
ITL
Proponent agrees to pay to Consultant in the maimer set forth in Section VII below the
reasonable costs of havm*sg the critical area study -prepared. The Consultant has been
recommended and selected'by the City. Proponent understands and agrees to pay Consultant
for achial time and material pended ha accordance with the scope of services set forth in
Is e
Attachment "A" hereto, roviZ, however, that the total to be received b th -, Consultant for
I
preparation of the critica area study shall not exceed the sum of $
--. Progress payments are to be issued to Consultant in accordance with the provisions of
Sections VIT and IX in this agreement.
The Proponent agrees to cooperate remonably with both Consultant and the City so as to
cause thc efficient and prompt preparation of the critical area study. The City agrees to make
available to the Consultant a relevant information in the City's files.
The scope of services contemplated by this agreement shall include aration of a critical
area study which shall be delivered to the City on or before.* &V Z76 _,O��.I. Hohte 10POOVA
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Consultant shall prepare and deliver to the City up to 5 copies of the critical area study.
Proponent shall, within ten (10) days of the signing of this agreement:
(a) Deposit with the City of Edmonds ftinds sufficient to pay for the cost otpreparadon of
the critical area study, but not less than subject to the
provisions of subparagraph (b) below;
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NUU-22-2002 16:04 CITY OF EDMONDS 42577t02;,1 P.08/10
(b) Agree to disbursement from time to time of funds on deposit in said account to pay for
Consultant services covered by the Agreement.
Vill.
If the Proponent fails to deposit funds with the City as specified in Section VII of this
agreement within the ton days, this
required agreement shall terminate.
DC.
Consultant agrees to submit -invoices for services and costs to date on a monthly basis along
with a description of services rendered and a project progress report. The Consultant shall
submit the original invoice to the City and a copy to the Proponent. The City shall pay the
invoiced amount from the as6igned account described in paragraph VII of this agre=ent
within thirty (30) days of receipt if the work covered by the invoice has been satisfactorily
completed.
0.
X.
In the event the City, in its sole opinion determines there is a need for changes in the scope of
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work in Attachment "A," the City shall obtain from the Consultant an estimate of the total
added charges and shall seek the Proponent's written approval, which shall not be
unreasonably withheld. This Agreement shall then be to these
amended cover changes, and
the funds deposited accordingly to cover the changed scope of work. Failure to obtain such
from
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approval the Proponent and to obtain an increase in the funds deposited to cover the
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proposed changes at the time of amendment� shall be grounds for suspension of work until
agreement is reached.
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The parties hereto agree that the critical arm study and afl supporting material therein
submitted by the Consultant mi the course of performing services under this agmement shall
be, in the hands of the City of Edmonds, as public records and not subject to copyn lit
Consultant Auther agrees to make in
4,
research notes and any other work products produc2
P wfonning this'a8reement available to the City for reproduction, upon completion of the
critical area study, or sooner upon request by the City�
XH.
Unless otherwise specified within this Agreement this proposal shall be governed by the laws
of the City of Edmonds and the State of Washington.
XM.
(a) The parties intend that an independent ConsultanttCity relationship will be created by
this Agreement. No Consultant be
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ag%U, employee, or representative of the shall
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deemed to be an employee, agent, or representative of the City or Proponent for any
purpose. Employees of the Consultant are not entitled to any of the benefits the City
provides for City employees. The Consultant will be responsible for the acts of its
employees, agents, and subcontractors during the performance of this Agreement. The
Consultant ftwther agrees to testify at any hearing concerning the project or the critical
area study only if requested to do so by the City, unless pursuant to court order.
(b) Consultant covenants and agrees to indemnify, defend and hold harmless the City, its
officers, agents and employees from and against any and all claims, actions, damages,
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liability, cost and expense, including reasonable attorney's fees, in connection with or
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occasioned, in whole or in part by any act or omission of Consultant, its officers,
6
agents, employces, customers, or licensees, or. arising from or out of Consultant's
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failure to comply with any provision of this Agreement, regardless of whether it is
alleged or proven that the acts or omissions of City, it officers, agents or employees
thereto. With the this Agre.-.mant, and
caused or contributed respect to performance of
as to claims against City, its officers, agents and employees, the Consultant expressly
waives its immunity under Title 51 of the Revised Code of Washington fo to
its employees and agrees that the obligation to indemnif�, defend and ho=ss
provided for in this paragraph extends to any claim brought by or on behalf of any
employee of the Consultant. This waiver was mutually negotiated by the pan:es. This
indemnity provision shall not apply in the event any acts or omissions of the City were
Page 2 of 4
NOV-22-2002 16;05 CITY OF EDMONDS 4257710221 P.09/10
the sole cause of any such damage or injury. To the extent any of the damages
referenced b this paragraph were caused by or resulted ftom the concurrent
negligence o7the City, its agents or emplores and the Consultant, its officers, a nts,
and employees, this obligation to indemnify, defend and hold harmless is valirand
edorceable only to the extent of the negligence of the Consultant, its officers, agents
and employees.
(e) In e performance of the services herein contemplated, the Consultant is an
indgendent contractor with the authority to control and direct the performance of the
details of the work, subject to applicable regulations. However, the results of the work
contemplated herein must meet the approval of the City, and shall be subject to the
City's encral rights of inspection and review to secure the satisfactory completion
thereof. as required by ECDC Chapter 20.15.B.
XIV.
Proponent agrees to indemnify, defend, and hold harinless the City from any and all claims for
breach of contract or other claim for damages brought by Consultant on account of any act or
failure to act by the Proponent to pay the sums due under the term of this Agreement.
Xv.
The Consultant shall not discriminate a4ainst any employee or applicant for employment
became of race, color, religion, sex, or national origin.
XVI.
The City reserves the right to suspend or terminate this agreement on ton (10) days written
notice to the Consultant and Proponent. If tominated or suspended, Consultant shall be
entitled.to receive reasonable compensation for services rendered to the date of termination or
suspension. The Consultant shail then invoice the City for all work performed in a
satisfactory manner through the effective date of termination, and shall be paid by the City,
subject to the Limitations on liability contained in Paragraph IX; provided that if the
termination is due to the fault of the Consultant, no payment shall be due.
XVIT.
The Proponent reserves the right to suspend or terminate this Agreement on ten (10) C!ays
written notice to the Consultant and City, and withdrawal of all related building, zoning,
subdivisim and/or shoreline pennit applications. If terminated or suspended, Consultant
shall be entitled to receive reasonable compensation for services rendered to the date of
termination or suspension.
XVM-
In the event that any legal action is necessary to enforce the terms of the Agreement the
Prevailing party shall be entitled to recover from the other party a sum for reasonable
attorneys fees, including reasonable attorneys fees incurred prior to the filing of the action.
XIX
Consultant agrees -to report to the City any situation that might involve a possible conflict of
interest in connection with the performance of the Agreement. The Consultant shall not have
a financial interest in the proposal other than fees due under this Agreement. The Consultant
will not perform any work or provide any services to any person in connection with or related
to the Proposal, except as provided in this Agreement. The Consultant has listed in
Attachment IS" all present contracts or work for the Proponent.
XX
The Proponent agrees to provide the Consultant with a legal description of the project site,
reproducible site plan or plans, copies of any relevant site studies produced by other
consultants, and such other information as required by the Consultant, The proponent agrees
to cooperate reasonably with both the City and Consultant so as to facilitate the efficient and
prompt preparation of the critical area study.
XXI. This Agreement, including the Attachments hereto, represent the entire agreement and
understanding between the parties, and any negotiations, proposals, or agreements are
intended to be integrated herein and to be superseded by this written Agreement.
Page 3 of 4
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PAGE 02
ATTACHMENT A
r
Oalinestion Mitigbom I Restoration �abitat Creatior. Permit Assmt2ncc
9605 19th Avenue S.E.
Suite 106
Everett, Washington 98208
(425) 337-3174
Fax (425) 337-3045
Re: Proposal for Wetland Delineation and Critical Areas Study— 18207 Horneview Drive
Werland Resources, Inc. agrees to perform a Weiland Delineation and prepare a Critical Area Study for
ve
the site located at 18207 Horneview Dri : in the city of Edmonds. Washington.'The site is located as part
ge 4E' W.M.
of Section 17, Township 27N, Ran,
Wetland Resources, Inc. charges $I 10:'00 per hour for a F`�rincipal Ecologist, $95.00 per hour for a
Senior Ecologist, $85.00 per hour for :a Fisheries Biologist, and $75.00 per hour for an Associate
Ecologist. We estimate the total cost releted to the above scope of sei -vices to be $1,200.00. We will not
exceed this estimate without infornling you as to whv additional time is necessary and the projected costs
associated with the additional time. T�is pi -oposal docs not include mitigation planning and/or a biological
a and/ota biological evaluation are deemed necessary, another proposal
evaluation. If n rtitigation planning
will be drafted.
We invoice monthly with payment due upon receipt. We will supply you with a draft copy of the plan for
invoice. Plans be finalized or signed'until full
your review a nd comments alono with Final will not
payment of any balance due has been col:ected. Interest will be charged o6 accounts thirty days past due
s account is sent to coll ections, the
at the rate of 1.5% per month for the unpaid balance. In the event tht,
client will pay reasonabic attorney fees and cost of collection, whether or not a lawsuit is commenced.
The work considered for this proposal.:will conform to the pre vailina standard of care employed by
wetland ecologists in western Washington. No other representation or wairanty is made.concerming the
work or the report considered by this propo�al and any implied representation or warranty is disclaimed.
If you are in agreement with this proposaL please sign and return a copy by December 9. 2002. We will
omplete this project, within ten days of rcceiving the notice to proceed from the City of Edmonds. We
c 0
look forward to working with you on this: project.
V%
wetland Resources, ln��
Scott Brainard:
Senior Wetland Ecol
Agreed to: ace: 2—
__D
City of Edmonds:—
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Zipper Zeman Associates,
Geotechnical and Environmental Consulting
J-1517
December 20, 2002
Bill Trudeau
P.O. Box 1773
Edmonds, Washington 98020
Subject: Geotechnical Evaluation
Proposed Single Family Residence
Homeview Drive, 18200 Block C'Lot 72")
Edmonds, Washington
Dear Nft. Trudeau:
herein a geotechnical
Inc. (ZZA) is pleased to present
Zipper Zeman Associates, d geologic
sents the results of our subsurface exploration an
evaluation report. This report Pre
study relative to foundation and construction considerations. These services were
engineering
est of November 2002. The field evaluation for
rdance with your verbal requ
completed in acco
rnber 27, 2002.
this study was completed on Nove
I surface and subsurface conditions
f the evaluation was to establish genera
The purpose o, egarding foundation design and
ations; r
at the site from which conclusions and recommend
of work consist
be formulated. The scope ed of subsurface
constructi
on considerations could
ering studyl and preparation of this
connaissance, geotechnical engine
explorations, a visual re
report.
posed
the event of any changes in the nature, design, or location of the pro
In ented in this report should be reviewed
development, the conclusions and recommendations pres
ect the changes. We recommend that ZZA be allowed the
and modified, if necessary, to refl
e project once they become available to
opportunity to review the plans and specifications of th
ornmendations, presented herein have been properly interpreted with
determine that the rec
prepared in accordance with generally accepted
respect to this report. This report has been lusive use, for specific application to this project.
or your exc
geotechnical engineering practices f.
This report is limited, and does not attemot to address all items potentially required by
possible designation of portions of the site as environmentally sensitive areas, if applicable. If
ormation in this report can be supplemented to provide the
these designations apply, the inf
specific information required by such designations.
SITE AND PROJECT DESCRIPTION
The project site is located at on the east side of Horneview drive, immediately south of
in Edmonds, Washington. The survey provided to us indicates
the SW 182�d Street intersection,
e extending roughly 100 feet east from Homeview Drive, and
that the site is an irregular shap
(425) 771 - 3304
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18905 — 331 Avenue W., Suite 117
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Proposed Single FamilY Residence
Homeview Drive, 18200 Block ("Lot 72")
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1-1517
December 20, 2002
Page 2
from 92 to over 100 feet south from SW 182nd Street. The site slopes gently to the north with a
total relief of approximately 35 feet from a knob at the south end of the lot. The site is bounded
by an existing single family residence to the south. The west property line along Homeview
Drive is a road cut sloped at about 1.5 H: IV (Horizontal: Vertical) down towards a roadside
ditch.
We did not observe any surficial indications of recent slope failure on or in the immediate
vicinity of the site. No pooled of flowing water was observed on the site at the time of our
evaluation. Site vegetation consists of a mantle of trees and underbrush.
We understand that the proposed development will include the construction of a single
family residence. We understand that the residence will be accessed from the west, and will be
located within the southwest portion of the property.
FIELD EXPLORATION
The subsurface exploration program conducted for this study consisted of completing
three test pit explorations across the site. The location and depth of our explorations were
selected based upon site access, the proposed building location, and the geologic conditions. The
test pit expldmions were completed to depths ranging up to'3 feet 4 inches below the existing.
ground surface, and were completed using a post hole digger.
it should be emphasized that our explorations revealed subsurface conditions at discrete
locations on the project site and that actual conditions could vary at other locations.
Furthermore, the nature and extent of any such variations will not become evident until
construction activities have begun. if significant variations are observed at that time, we may
need to modify our conclusions and recommendations to reflect actual conditions.
We completed a reconnaissance of the north -facing slope on the property, as well as the
road cut along the west property line. There were no indications of groundwater seepage,
erosion, or slope instability on these slopes.
Subsurface Conditions
Test pits were advanced near the proposed building envelope and disclosed relatively
uniform subsurface conditions. In general, the explorations near the planned house footprint
disclosed approximately 2 to 3 feet of forest duff, topsoil, and weathered native soils over
undisturbed glacial deposits. The weathered native soils were overlain by 2 to 6 inches of
organic -rich forest duff and topsoil. The weathered native soils consisted of loose to medium
dense, damp, tan, silty sand with some gravel. The underlying glacial soils consisted of medium
dense to dense, damp, light gray, silty sand with some gravel. This soil deposit is classified as
glacial till, which is consistent with published geologic mapping of the vicinity. A third test pit
was completed by mapping the face of the road cut along Homeview Drive, to confirm that
glacial till soils extend down below the planned house location to approximately the roadway
elevation.
Zivner Zeman Associates, Inca
18905 — 3V Avenuc W-, Suitc 117 Lynnwood, Washington 98036
(425) 771-3304
V;
Proposed Single Family Residence
Horneview Drive, 18200 Block ("Lot 72")
Edmonds, Washington
J- 1517
December 20, 2002
Page 3
Groundwater in the form of seepage at the exploration locations was not observed at the
time of our evaluation. Due to the reduction in permeability with depth, the formation of
perched groundwater may develop near the base of the weathered native soils during extended
periods of wet weather. It should be noted that groundwater conditions might fluctuate due to
seasonal precipitation variation, site utilization, irrigation, and other factors.
CONCLUSIONS AND RECOMNMNDATIONS
Based on the conditions encountered in the test pits and our visual observations of the
site, the proposed project appears geotechnically feasible.
Seismic Criteria
Figure 16-2 in the 1997 Uniform Building Code classifies the subject site as being within
Seismic Zone 3. Based on the subsurface conditions encountered at the site and published
geologic literature, it is our opinion that Soil Profile Type SC be used to describe the average soil
properties within the upper 100 feet beneath the site. This designation describes soils that are
considered very dense with a shear wave velocity of 1,200 to 2,500 feet per second, Standard
Penetration Test values between greater than 50, and an undrained shear strength greater than
2,000 psf.
Based on the density and grain size distribution of the site soils and the absence of a
groundwater table, we did not observe any layers of liquefiable soils on the project site, and
liquefiable deposits are not anticipated at depth due to the glacially consolidated nature of the
native site soils. It is our opinion that the risk of damage due to soil liquefaction is low.
Site Preparation
We anticipate that this project will require cuts ranging up to about 6 feet. Site
preparation should include the removal of all vegetation, root mass, and organic soils.
Preparation for sith grading and construction should begin with procedures intended to control
surface water runoff. It will not be possible to successfully utilize on -site soils as -"structural fill"
if drainage is not controlled during construction. Attempting to grade the site without adequate'
drainage control measures will reduce the amount of on -site soil effectively available for use,
increase the amount of select import fill materials required, and ultimately increase the cost of
the earthwork and foundation construction phases of the project
Following clearing and grubbing, any organic -rich topsoil will need to be stripped in the
building and pavement areas, as well as those areas to receive structural fill. Topsoil on the
order of 6 inches thick appears to mantle the site. The topsoil and stumps should be removed
and should not be reuse as structural fill. Localized areas of deeper organics, such as root
systems, may be encountered within the project site and should likewise be removed. Any
excavations that extend below finish grades should be backfilled with structural fill as outlined
subsequently in this report. Based on our observations, extensive topsoil deposits are not
Zipper Zeman Associates, Inc.
t 8905 — 331d Avenue W., Suite 117 Lynnwood, Washington 98036
(425) 771-3304
Proposed Single Family Residence
Homeview Drive, 18200 Block ("Lot 72")
Edmonds, Washington
1-1517
December 20, 2002
Page 4
anticipated. However, topsoil is not suitable for reuse as structural fill and should therefore be
exported from the site or used for landscaping purposes.
After stripping of the topsoil, the exposed soils will generally consist of silty sand with
some gravel. After stripping, and prior to placement of structural fill, we recommend that
building subgrade areas, and areas to receive structural fill be proofrolled and compacted to a
firm and unyielding condition in order to achieve a minimum compaction level of 95 percent of
the modified Proctor maximum dry density as determined by the ASTM:D-1557 test procedure.
Due to the silty nature of the site soils, proofrolling 'and adequate compaction can only be
achieved when the soils are within approximately:i: 2 percent of the optimum moisture content.
Proofrolling should be accomplished with a heavy compactor, loaded double -axle dump
truck, or other heavy equipment under the observation of a representative from our firm. This
observer will assess the subgrade conditions prior to filling. Areas where loose surface soils
exist due to grubbing and stripping operations should be considered fill to the depth of the
disturbance and treated as subsequently recommended for structural fill placement. The need for
or advisability of proofrolling; due to soil moisture conditions should determined. at the time of
construction.
Earthwork may be difficult during periods of elevated soil moisture and wet weather due
to the moisture, sensitive nature of the silty site soils. Excavated site soils may not be reusable as
structural fill depending on the moisture content and weather conditions at the time of
construction. If soils are stockpiled for future reuse and wet weather is anticipated, the stockpile
should be protected with plastic sheeting that is securely anchored. If on -site soils become
unusable, it may become necessary to import clean, granular soils to complete wet weather site
work.
Subgrade soils that become disturbed due to elevAted moisture conditions should be
overexcavated to expose firm, non -yielding, non -organic soils and backfilled with compacted
structural fill. We recommend that the earthwork portion of this project be completed during
extended periods of dry weather if possible. If earthwork is completed during the wet season
(typically November through May) it may be necessary to take extra precautionary measures to
protect subgrade soils. Wet.season earthwork may require additional mitigative measures
beyond that which would be expected during the drier summer and fall months. This could
include diversion of surface runoff around exposed soils, draining of ponded water on the site,
and collection and rerouting of surface runoff from upgradient on- and off -site sources. Once
subgrades are established, it may be necessary to protect the exposed subgrade soils from
construction traffic. Placing quarry spalls, crushed recycled concrete, or clean pit -run sand and
gravel over these areas would finther protect the soils from construction traffic.
Structural FM
All fill material placed below structural elements, retaining walls, sidewalks, and
driveways should be placed in accordance with the recommendations herein for structural fill.
Duper Zeman Associates, Inc.
18905 — 331d Avenue W., Suite 117 Lynnwood, Washington 98036
(425) 771-3304
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Proposed single Family Residence
Homeview Drive, 18200 Block ("Lot 72")
Edmonds, Washington
J-1517
December 20, 2002
Page 5
Prior to fill placement, the surfaces to receive structural fill should be stripped, proofrolled and
compacted as described above.
All structural fill should be free of organic material, debris, or other deleterious material.
Individual particle size should be less than 6 inches in maximum dimension. Structural fill
should be placed in lifts no greater than 8 inches in loose thickness. We recommend that a
representative from our firm be present during grading so that an adequate number of density
tests can be conducted as structural fill placement occurs. In this way, the adequacy of the
earthwork may be evaluated as it proceeds. In the case of roadway and utility trench filling and
wall backfilling in municipal rights -of -way, the backfill should be placed and compacted in
accordance with current local codes and standards.
The suitability of soils for structural fill use depends primarily on the gradation and
moisture content of the soil when it is placed. As the amount of fines .(that soil fraction passing
the U.S. No. 200 sieve) increases, soil becomes increasingly sensitive to small changes in
moisture content and adequate compaction becomes more difficult, or impossible, to achieve.
containing more than about 5 percent fines by weight (based on that soil fraction
Generally, soils yielding condition when the
passing the U.S. No. 4 sieve) cannot be compacted to a firm, non- is
moisture content is more than a few percent from optimum. The optimum moisture content
that which yields the greatest soil density under a given compactive effort.
At the time of the limited subsurface evaluation, the native soils disclosed in the upper 2
to 3 feet of the test pits appeared to have moisture contents slightly below their optimum
moisture content relative to their possible use as structural fill. Selective drying of over -
optimum moisture soils may be achieved by scarifying or windrowing surficial materials during
extended periods of dry weather. Soils which are dry of optimum may be moistened through the
application of water and thorough blending to facilitate a uniform moisture distribution in the
soil prior to compaction.
In the event that inclement weather or wet site conditions prevent the use of on -site soil
or non -select material as structural fill, we recommend that . a "clean'% free -draining pit -run sand
and gravel be used. Such materials should generally contain less than 5 percent fines, based on
that soil fraction passing the U.S. No. 4 sieve, and not contain discrete particles greater than. 6
nsion. It should be noted that the placement of structural fill is, in
inches in maximum dime eather are common, even when using
many cases, weather -dependent. Delays due to inclement w
select granular fill. We recommend that site grading and earthwork be scheduled for the drier
months, if at all possible.
Temporary Cut Slopes
We anticipate that relatively small temporary open cuts on the order of 6 feet will be
necessary to construct shallow foundations or retaining walls. Temporary slope stability is a
function of many factors, including the following:
1. The presence and abundance of groundwater;
VoRer Zeman Associates., Inc.
18905 — 331d Avenue W., Suite 117 Lynnwood, Washington 98036
(425) 771-3304
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Proposed single Family Residence
Horneview Drive, 18200 Block ("Lot 72")
Edmonds, Washington
2. The type and density of the various soil strata;
3. The depth of cut;
4. Surcharge loadings adjacent to the excavation;
5. The length of time the excavation remains open.
J- 1517
December 20, 2002
Page 6
It is exceedingly difficult under the variable circumstances to pre -establish a safe and
"maintenance -free" temporary cut slope angle. Therefore, it should be the responsibility of the
contractor to maintain safe slope configurations since the contractor is continuously at the job
site, able to observe the nature and condition of the cut slopes, and able to monitor the subsurface
materials and groundwater conditions encountered. It may be necessary to drape temporary.
slopes with plastic or to otherwise protect the slopes from the elements and minimize sloughing
and erosion. We do not recommend vertical slopes or cuts deeper than 4 feet if worker access is
necessary. The cuts should be adequately sloped or supported to preventinjury to personnel
from local sloughing and spalling. The excavation should conform to applicable Federal, State,
and local regulations.
According to Chapter 296-155, Part N, Excavation Trenching and Shoring, of the
Washington Administrative Code (WAC), it is our opinion that the existing weathered native
soils encountered to a depth of approximately 3 feet would be classified as Type C soils.
.According to the Code, excavations less than 20 feet deep in Type C soils may be cut at a
maximum temporary slope angle of 34 degrees (11/2H: 1V). We recommend that temporary cuts
exposed to inclement weather be covered with sheet plastic to reduce the risk of erosion and
destabilization. Deeper, dense glacial till soils can potentially be cut to a steeper angle. We
recommend confirmation of soil conditions by an experienced geotechnical professional for any
cuts exceeding I V2H:lV.
Conventional Shallow Foundations
All footings should be founded within the medium dense to dense, native on -site soils, or
within compacted structural fill placed above a stripped and properly prepared subgrade.
Continuous or column footings may be designed for maximum allowable bearing pressure of
2,000 psf on compacted structural fill soils or medium dense native soils. Higher bearing
capacity is feasible on very dense native soils. A one-third increase of these bearing pressures
may be used for short-term wind or seismic loading.
For building and retaining wall foundations subjected to lateral loads, we recorrimend
using an allowable base friction value of 0.40 and a maximum allowable passive resistance of
300 pcf for those foundations embedded at least 18 inches below finish grades.
Exterior footings should extend at least 18 inches below adjacent grade for frost
protection, while the interior footings should extend at least 12 inches below adjacent grade. We
recommend that all continuous and isolated footings be at least 18 and 24 inches in wid th,
respectively.
Z1]2per Zeman Associates
18905 — 334 Avenue W., Suite 117 Lynnwood, Washington 98036
(425) 771-3304
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Proposed Single Family Residence J- 1517
Homeview Drive, 18200 Block ("Lot 72") December 20, 2002
Edmonds, Washington Page �
We estimate that the total settlement of foundation members founded within the medium
dense and dense site soils may approach Ninch. Differential settlement of foundations founded
within the same soil type could approach Y2 inch. Settlements would occur elastically as the
loads are applied. We recommend that a representative from our firm observe the conditions of
the footing subgrades prior to the pouring of concrete, in order to verify that the bearing soils are
undisturbed and that conditions are consistent with the recommendations contained within this
report.
Slab -On -Grade Floors
Moisture sensitive interior building slabs should be underlain by a capillary break
comprising a minimum 4-inch thickness of coarse free ' draining granular material such as pea
gravel or washed 5/8-inch crushed rock. A plastic vapor barrier (e.g. polyethylene sheet) should
be placed directly beneath the slab in these. areas to act as a vapor barrier. The impermeable
membrane should be protected by two inches of fine, moist sand placed both above and below
the membrane. The sand cover will provide protection for the membrane and will promote
uniform curing of the concrete slab. The sand cover should be moistened and tamped prior to
slab placement.
Drainage and Utility Considerations
We recommend that the building be protected by a perimeter footing drain. The drain
should consist of a minimum 4-inch diameter perforated pipe embedded in at least an 18-inch
wide envelope of clean, free -draining granular material, such as pea gravel. A non -woven filter
fabric such as Mirafi MON, or equivalent, should envelop the free -draining granular material.
Footing drains should be directed toward appropriate storm water drainage facilities. Roof
drains should not be connected to the footing drain system. We recommend that site grades be
sloped away from the home to promote surface water flow away from the structure.
Even with adequate drainage, moisture intrusion occurs through unprotected concrete
walls. Waterproofing should also be provided for backfilled walls. The purpose of the
waterproofing is to provide protection of the concrete walls and interior finishes from effects of
moisture.
Rockery Constmetion Recommendations
We recommend that rockery walls be founded on competent native soils or on structural
fill placed to the recommended standard as described in the Structural Fill section of this report.
In our opinion, when adequate foundation support and suitable materials are present such as
those outlined above, rockery walls will provide an adequate erosion control facing for
undisturbed, dense native soils at the site. A rockery is not, however, equivalent to an engineered
retaining structure. Rockeries typically require periodic maintenance, and rockeries are at risk of
damage or failure during a seismic event of moderate to large magnitude.
18905 — 331d Avenue W., Suite 117
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Lynnwood, Washington 98036
(425) 771-3304
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J-1517
December 20, 2002
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Rockeries should be constructed to City of Edmonds requirements. We recommend a
maximum rockery height of 6 feet, and that rockeries not be used to retain fill soils. Varying
is possible, but requires additional engineering analyses and design
from these conditions of settlement sensitive
criteria. Rockeries should not be placed within the support prism
structures or features, generally considered to extend below and out from structures at 1 1/2H:lV.
Rockeries should be installed by a qualified contractor experienced in rockery
construction. The construction should be monitored by 4 representative of our firm. in addition
t the ge . neral criteria described in this report, all rockeries should be constructed in accordance
o ecifications. of the City of Edmonds, and in general. accordance with
with standard details- and sp
the Association of Rockery Contractors guidelines.
The base of the rockery should be embedded at least one-half the thickness of the lowest
course of rocks or 18 inches below the adjacent ground surface, whichever is greater. The final
onstructed with a batter of between 1 H: 5V and I H: 6V
rock wall face should be c rectangular. Rocks should be hard, sound,
The rockery rocks should be tabular and defects. Based on the height of
and free of weathered portions, seams, cracks and other
durable end that the base of the rockery be
the- cut and.the slope behind the rockerY, we recomm sity
constructed using rock weights between 2,000 to 4,000 pounds (4 man rocks). - The rock den
should not be less than 160 pcf.
Rock selection andplacement should be accomplished to reduce the number and size of
exposed face of the wall, no openings greater than 6 inches in dimension in any
voids. In the uld be gradational in size from bottom to top
direction should be permitted. Rock courses sho courses. The contact
f uniform size being placed for the lowest two I'a
with the largest rocks 0 side of the rockery.. Each course of roc-C.,
between rocks should slope downward to the back neath. After seating each course of rock,
should be seated tightly and evenly on the course be spalls to eliminate passage of
voids between the rocks should be chinked on the back with quarry onsist of quarry SPalls- The
al, Backfill immediately behind the rockery should c
backfill materi 4 inch rock, and should be durable, uncontaminated by soil or other
spalls should consist of 2 to
debris, and not readily susceptible to weathering.
The I quarry spall fill should be placed to a width of not less than 18 inches between the
f the cut. The spalls should be placed and compacted in lifts to a level
rocker� and the face o top of each course of rocks as they are placed, until the
approximately 2 inches below the aterial falling onto the bearing surface of one rock
uppermost course is placed. Any backfill In se. Rock placement should be such that each
course must be removed before setting the next cour rocks in the next lower row.
rock above the base course will be supported on two . e backfill at the base of the rockerY.
A perforated drainpipe should be embedded in th at a location which will not
This drain should discharge to the storm drain system or daylight
impact slopes or moisture -sensitive areas.
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Erosion Control
J- 1517
December 20, 2002
Page 9
Erosion and sedimentation controls are recommended during construction to reduce the
potential impacts to adjacent areas. Erosion control measures should be designed to prevent
sediment transport. This may be accomplished by constructing water bars or utilizing other
methods to control surface water runoff, and constructing silt fences to control sedimentation. If
construction is accomplished during the winter months, we fin-ther recommend that temporary
erosion protection be provided consisting of covering e�posed soil areas with plastic sheeting,
jute matting, and/or straw. We recommend that all bare soil areas be planted or mulched as soon
as possible. It may be necessary to provide temporary erosion protection until vegetation has
been reestablished.
CLOSURE
. The conclusions and recommendations presented in this report are based on the
explorations accomplished for this study. The number, location, and depth of the explorations
for this study were completed within the site and scope constraints of the project so as to yield
the information necessary to formulate our recommendations. The plans for this project were in
the preliminary stage at the time this report was written. Under the circumstances, it is
recommended that we be provided the opportunity for general review of the'project plans and
specifications in order to coriffim that the recommendations and design considerations presented
in this report have been properly interpreted and implemented into the project design.
The integrity and performance of the foundation systems at this site depend greatly on
proper site preparation and construction procedures. We recommend that a representative of
ZZA be present during the grading, subgrade preparation, and other geotechnically critical
portions of the work. If variations in the subsurface conditions are observed at that time, ZZA
would be able to provide additional geotechnical engineering recommendations to the contractor
and design team in a timely manner as the project construction progresses.
We appreciate this opportunity to be of service to you, and would be pleased to discuss
the contents of this report or other aspects of the project with you at your convenience.
18905 — 33'4 Avenue W., Suite 117
Respectfully submitted,
Zipper Zeman Associates, Inc.
John E. Zipper, P.E.
President
ZinBer Zeman Associates, Inc.
Lynnwood, Washington 98036
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Geotechnical Engineers and Environmental Consultants
18905 33rd Ave. W, Suite 117, Lynnwood, WA 98036 (425) 771-3304 / FAX (425) 771-3549
DAILY FIELD REPORT # DATE PAGE OF
FROJECD ZZAJOBW 7
ZZA FIELD REP: e-r- —LOCATION:
ARRJDER TIME: 00 PERMIT NUMBER:
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Ibis report prewnts opinions formed w a result of our observations of the contmaors wivities relAting to geotechnical engineerft. We rely on the contractor to comply with
the plans and spociflegions throughout the duration of the project irrespective of the presence of the 27A fleld representaitive. The patsenoe of our field representative will
be for the purpose of providing observation and field testing Services. Our work does not include supervision or direction of the actual work of the contractor, its employees.
or agents. Neither die presence of the ZZA field mpresentuive nor the observadon and testing by ZZA shall excuse the contmccor in any way for defects discovered in its
work. ZZA will not be responsible for job site sdM on this project.
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PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP
TESCP Approv0d
RW Par" Required
SUM Use Pam* ReWd
EXISTING - PROPOSED
Impscdon Required
SidewoR Required
REQUIRED DEDICATION-
FT
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Wiringrequired
METER SIZE'
I LINE SIZE I
11
NO.0 I ES
PRVVEQUIRED
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1
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REMARKS
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OWNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROUDRAINAGE
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ENGINEERING REVIEWED BY DATE
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FIRE REVIEWED BY DATE
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VARIANCE OR CU,
on
BOND
RE&
POSTED
10YEs
8ro
SEPA REVIEW
SIGN AREA
HEIGHT
COMPLETE EXEMPT
ALLOWED PROPOSED
ALLOWED PROPOSED
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LOT COVERAGE
REQUIRED SETBACKS (Fr.)
PROPOSED SETBACKS (Fry
ALLOWED PROPOSED
FRONT SIDE REAR
ONT LJR S E REAR
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PARKING
LOT AREA
PLANNING REVII
REO'D PROVIDED i
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REMARKS'
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CHECKED BY
TYPE'OF C;PWION
OCCUPAIW7
GROUP
SPECIAL INSPEWION IA!M
REQUIRED pA,,
2
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OCCUPANT
LOAD
REMARKS
PROGRESS INSPECTIONS PER UBC I 081FINAL INSPECTION RECVD
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0WO 1113
Description
Plan Check
Building Permit
Plumbing
Mechanical
Grading
Engr. Inspection
Fire Review.
Fire Inspection
hffi�$1. 1; - 1. T
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Recording Fee
CALL
DR INSPECTION
1A10
1-125)
.771 -0220
FEE Dencription -,FEE
State Surcharge
City Surcharge
Plan Chk. Deposit u—,
Receipt # /(_�& V
Total Amt. Due fli?
5
Receipt #
APPLICATION APPROVAL
This application Is not a permit until signed by the
Building Official or his/her Deputy: and Fees are paid, and
receipt Is acknoWedged In space provided.
IFICIAL8 SIGNATURE
DATE
jille
; �
ATTEINTION& 75
BUI� 1333 L
It IS UNL.AWFUL� P90CCUPY A ING OR S ROCT RE UNTPe-EXT
A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CE�Tl I ORIGINAL -FILE - YELLCW- INSPECTDR�,$J�
CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTII ��1,11ER - GOLD -ASSESSOR
04/02 REEN - ACCOUNTING
PRESS HARD -TOU ARE MAKING 5 C IES
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