17903 VISTA DEL MAR DR (2).PDF11111111111111
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17903 VISTA DEL MAR DR
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CA rEGORY2 SAMLL SITE PRaIECT
DA41ANGEREPORT
FOR
AffUNKEATESIVENCE
17903 Vista Del Mar Drive
Edmonds, WA 98026
CSP Engineering PFN 13-029
City of Edmonds PFN
January 17, 2014
WITH APPLICABLE
WWATER CODE
0/1wf/Y
AV, W,
c" � S, P A E - hii g errzngji�
Civil Engineering Design and Consulting
1037 NE 65th Street # 153
Seade WA 98115
Phone., 206 406 9965
email@cspengineering.com
www.cspengineering.com
RECOVED
JAN 17 20114
DEVELOPMENTSBVICES3 CTR.
CITY OF EDMONDS
"41
.0
9 0
Project Overview
A single family residence is proposed for a 0.57 acre parcel situated in a Puget Sound watershed of
Edmonds. The existing site is an undeveloped lot in the Vista Del Mar subdivision. The Vista Del Mar
detention system allows for 5,000 sf impervious surface of development on the site. The proposed
development will create 7,537 sf of new impervious surface exceeding the allowable 5,000 sf of design
impervious surface placing it in the Category 2 Small Site Project classification. Small Site Minimum
Requirements (SSMRs) I - 5, 7, 9, and 11 apply to the project. See AppendixAfor vicinity and basin
maps.
Existing Site Conditions
The subject site is located on a west facing slope above a steep incline situated adjacent to Puget Sound.
Street improvements situated east of the site intercepts stormwater runoff upstream of the site. A
drainage system constructed as part of the Vista Del Mar plat is situated west of the proposed house
above the critical slope area which dominates the western portion of the site. The Vista Del Mar
drainage system conveys water north to the plat's detention system. No other surface drainage features
exist on the site. Vegetation consists primarily of wild grasses with sparse trees and shrubs. Precipitation
reaching the site exceeding the natural absorption capacity of the soils sheet -flows west overland to the
Puget Sound. Site soils below existing topsoils are delineated in Geotech Consultant's December 9, 2013
report as medium -dense sands with varying amounts of gravel and silt.
Developed Site Conditions
The developed site will create impervious surfaces of 4,244 sf NPGIS associated with roof materials and
3,293 sf PGIS associated with driveway pavement. Impervious surfaces of the site will be conveyed to
the existing Vista Del Mar detention system via an existing drainage stub located in the northwest
corner of the property. Roof impervious surface will be conveyed directly to the existing stub while
driveway pavement will be conveyed to a detention system prior to release.
Small Site Minimum Requirements (SSIVIRs)
SSMR #1 - Preparation of Stormwater Site Plan
This report combined with the Site Development Plans address this requirement.
SSIVIR #2 - Construction Stormwater Pollution Prevention Plan
The Site Development Plans include information and methods addressing this requirement.
SSIVIR #3 - Source Control of Pollution
Specific source controls are not required for single family residential sites.
SSIVIR #4 - Preservation of Natural Drainage Systems and Outfalls
The proposed development preserves the natural drainage systems and outfalls.
SSIVIR #5 - Onsite Stormwater Management
The proposed development exceeds the allowable 5,000 sf impervious surface designed into the Vista
Del Mar detention system by 2,537 sf. The project proposes to collect and detain the 3,293 sf of
driveway impervious surface prior to release from the site as mitigation. The detention system was
designed pursuant to Edmonds Stormwater Code Supplement Section 5.7.2 and 5.7.3 for a Direct
Discharge Basin.
SSIVIR #6 - Runoff Treatment
Proposed PGIS is less than 5,000 sf therefore this requirement does not apply.
0
SSMR #7 - Flow Control
Stormwater flow control is accomplished by utilizing the existing Vista Del Mar detention system and by
the installation of an onsite detention system for a portion of the site's proposed impervious surface.
The project exceeds the design impervious surface by 2,537 sf however 3,293 sf (0.76 acres) is proposed
to be detained. Direct discharge flow control requirements for the area to be detained are 0.19 csf for
the 10 year storm (0.25 csf/acre x 0.76 acres) and 0.034 cfs for the 100 year storm (0.45 csf/acre x 0.76
acres). Utilizing DOE's WWHM2012 software 393 cf of storage is determined to be required. The
proposed detention system provides 396 cf of storage. See Appendix B for detention system calculations.
SSMR #8 - Wetland Protection
No known wetlands are located within Xmile of the subject site.
SSMR #9 - Operation and Maintenance
Operation and maintenance will be performed by the homeowner as directed by the engineer of record
upon completion of the project.
SSIVIR #10 - Offsite Analysis and Mitigation
Offsite analysis and mitigation was addressed during the design and configuration of the Vista Del Mar
plat. The proposed development will not significantly alter the release rates and/or performance of the
existing detention system.
SSIVIR #11 - Financial Liability
Necessary performance bonds will be placed by the developer prior to construction.
0 0
Appendix A
0 1 0
VICINITY MAP
NTS
0
Edmonds Watersheds
Deer Creek
Edmonds Marsh
Edmonds Way
Fruitdate
Good Hope Pond
Hails Creek
Hindley
Lake Ballinger
Lund's Gulch
Meadowdate A
Meadowdate 8
Northstream
Outfati Creek
Perrinvilte
Puget Sound
Puget Sound Piped
Shell Creek
Shell Creek Island
Shellabarger
Southwest Edmonds A
Southwest Edmonds B
Stitthouse Creek
Talbot Park A
Talbot Park B
Terrace Creek
Westgate Pond
Willow Creek
Streams
0 Watershed Info
- Edmonds City Limits
PROJECT SITE
�7-
WATERSHED M
NTS
ft,0 0
0
Appendix B
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WWHM2012
PROJECT REPORT
Project Name: Burke
Site Name:
Site Address:
city
Report Date: 1/16/2014
MGS Regoin Puget East
Data Start 1901/10/1
Data End : 2058/09/30
DOT Data Number: 03
Version : 2013/11/20
Low Flow Threshold for POC 1 : 69 PeL-eent eE the 2 *ear -
High Flow Threshold for POC 1: 50 year
PREDEVELOPED LAND USE
Name Basin 1
Bypass: No
GroundWater: No
Pervious Land Use Acres
C, Forest, Mod .076
Pervious Total 0.076
Impervious Land Use Acres
Impervious Total 0
Basin Total 0.076
Element Flows To:
Surface Interflow
MITIGATED LAND USE
Name : Basin 1
Bypass: No
GroundWater: No
Pervious Land Use
Acres
NOT USED - FLOW CONTROL STANDARD:
10 YR - 0.25 CFS/ACRE = 0.02 CFS
100 YR - 0.45 CFS/ACRE = 0.03 CFS
Groundwater
0
Pervious Total 0
Impervious Land Use Acres
DRIVEWAYS MOD 0.076
Impervious Total 0.076
Basin Total 0.076
Element Flows To:
Surface Interflow Groundwater
Tank 1 Tank 1
Name : Tank 1
Tank Name: Tank 1
Depth: 5 ft.
Tank Type Circular
Diameter 5 ft.
Length : 20 ft.
Discharae Structure
Riser Height: 5 ft.
Riser Diameter: 12 in.
Orifice 1 Diameter: 0.9 in
TANK CONFIGURATION
Elevation: 0 ft.
Element Flows To:
Outlet 1 Outlet 2
Tank
Hydraulic
Table
Stage(ft)
Area(ac)
Volume(ac-ft)
Discharge(cfs)
Infilt(cfs)
0.0000
0.000
0.000
0.000
0.000
0.0556
0.000
0.000
0.005
0.000
0.1111
0.000
0.000
0.007
0.000
0.1667
0.000
0.000
0.008
0.000
0.2222
0.000
0.000
0.010
0.000
0.2778
0.001
0.000
0.011
0.000
0.3333
0.001
0.000
0.012
0.000
0.3889
0.001
0.000
0.013
0.000
0.4444
0.001
0.000
0.014
0.000
0.5000
0.001
0.000
0.015
0.000
0.5556
0.001
0.000
0.015
0.000
0.6111
0.001
0.000
0.016
0.000
0.6667
0.001
0.000
0.017
0.000
0.7222
0.001
0.000
0.018
0.000
0.7778
0.001
0.000
0.018
0.000
0.8333
0.001
0.001
0.019
0.000
0.8889
0.001
0.001
0.020
0.000
0.9444
0.001
0.001
0.020
0.000
1.0000
0.001
0.001
0.021
0.000
1.0556
0.001
0.001
0.021
0.000
1.1111
0.001
0.001
0.022
0.000
1.1667
0.001
0.001
0.023
0.000
1.2222
0.002
0.001
0.023
0.000
1.2778
0.002
0.001
0.024
0.000
1.3333
0.002
0.001
0.024
0.000
1.3889
0.002
0.002
0.025
0.000
1.4444
0.002
0.002
0.025
0.000
1.5000
0.002
0.002
0.026
0.000
1.5556
0.002
0.002
0.026
0.000
1.6111
0.002
0.002
0.027
0.000
1.6667
0.002
0.002
0.027
0.000
1.7222
0.002
0.002
0.027
0.000
1.7778
0.002
0.002
0.028
0.000
1.8333
0.002
0.003
0.028
0.000
1.8889
0.002
0.003
0.029
0.000
1.9444
0.002
0.003
0.029
0.000
2.0000
0.002
0.003
0.030
0.000
2.0556
0.002
0.003
0.030
0.000
2.1111
0.002
0.003
0.030
0.000
2.1667
0.002
0.003
0.031
0.000
2.2222
0.002
0.003
0.031
0.000
2.2778
0.002
0.004
0.032
0.000
2.3333
0.002
0.004
0.032
0.000
2.3889
0.002
0.004
0.032
0.000
2.4444
0.002
0.004
0.033
0.000
2.5000
0.002
0.004
0.033
0.000
"2.5556
0.002
0.004
0.034
0.000
2.6111
0.002
0.004
0.034
0.000
2.6667
0.002
0.004
0.034
0.000
2.7222
0.002
0.005
0.035
0.000
2.7778
0.002
0.005
0.035
0.000
2.8333
0.002
0.005
0.035
0.000
2.8889
0.002
0.005
0.036
0.000
2.9444
0.002
0.005
0.036
0.000
3.0000
0.002
0.005
0.036
0.000
3.0556
0.002
0.005
0.037
0.000
3.1111
0.002
0.005
0.037
0.000
3.1667
0.002
0.006
0.037
0.000
3.2222
0.002
0.006
0.038
0.000
3.2778
0.002
0.006
0.038
0.000
3.3333
0.002
0.006
0.038
0.000
3.3889
0.002
0.006
0.039
0.000
3.4444
0.002
0.006
0.039
0.000
3.5000
0.002
0.006
0.039
0.000
3.5556
0.002
0.006
0.040
0.000
3.6111
0.002
0.007
0.040
0.000
3.6667
0.002
0.007
0.040
0.000
3.7222
0.002
0.007
0.041
0.000
3.7778
0.002
0.007
0.041
0.000
3.8333
0.001
0.007
0.041
0.000
3.8889
0.001
0.007
0.042
0.000
3.9444
0.001
0.007
0.042
0.000
4.0000
0.001
0.007
0.042
0.000
0 0
4.0556
0.001
0.007
0.042
0.000
4.1111
0.001
0.007
0.043
0.000
4.1667
0.001
0.008
0.043
0.000
4.2222
0.001
0.008
0.043
0.000
4.2778
0.001
0.008
0.044
0.000
4.3333
0.001
0.008
0.044
0.000
4.3889
0.001
0.008
0.044
0.000
4.4444
0.001
0.008
0.044
0.000
4.5000
0.001
0.008
0.045
0.000
4.5556
0.001
0.008
0.045
0.000
4.6111
0.001
0.008
0.045
0.000
4.6667
0.001
0.008
0.046
0.000
4.7222
0.001
0.008
0.046
0.000
4.7778
0.000
0.008
0.046
0.000
4.8333
0.000
0.008
0.046
0.000
4.8889
0.000
0.009
0.047
0.000
4.9444
0.000
0.009
0.047
0.000
5.0000
0.000
0.009
0.047
0.000
5.0556
0.000
0.000
0.175
0.000
ANALYSIS RESULTS
Stream Protection Duration
Predeveloped Landuse Totals for POC #1
Total Pervious Area:0.076
Total Impervious Axea:O
Mitigated Landuse Totals for POC #1
Total Pervious Area:O
Total Impervious Area:0.076
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period
Flow(cfs)
2 year
0.001296
NOT USED FOR
5 year
0.002153
PERFORMANCE
10 year
0.002638
STANDARD
25 year
0.003145
50 year
0.003451
100 year
0.003706
Flow Frequency Return Periods for Mitigated. POC #1
Return Period Flow(cfs)
2 year 0.016394 10 YR - 0.02 CFS ALL
5 year 0.019655
10 year 0.021784 4�,- 1
25 year 0.02446 100 YR - 0.03 CFS ALLOWABLE
50 year 0.026452
100 year 0.028448
BALANCE OF REPORT NOT RELEVANT TO DETERMINING
COMPLIANCE TO FLOW CONTROL STANDARDS
10 PGS STREET NIE
49.00
SNOHOMISH COUNTY, JSHINGTON
After recording return to:
John P. Winbauer
Lathrop, Winbauer, Harrel & Slothower L.L.P.
PO Box 1088
Ellensburg, WA 98926
DOCUMENT TITLE: EASEMENT AGREEMEENT
NO EXCISE TAX
REQUIRED -
OCT 2,� 2007
80B DANTINI, Snoho6sh County Timm!
8v---Ej0_B DANTINI
GRANTORS: DP Miller Homes, LLC, a Washington Limited Liability Company -
GRANTEES: West Bank Properties, LLC, a Washington Limited Liability Company;
DP Miller Homes, LLC, a Washington Limited Liability Company;
James R. Wegner and Marilyn Wegner, husband and wife; Frontier Bank
LEGAL DESCRIPTION: A tract of land for ingress egress purposes which lies within the plat of Vista
Del Mar, recorded under Auditor's File No. 20010195002, in the NW '/4
NW K, Sec. 18 and SW/4 SW 'A Sec. 7 all in Twn 27 N, R 4 E, W.M..
ASSESSOR'S TAX PARCEL NO.: 009140-000-003-00; 009140-000-004-00; 009140-000-005-00 &
009140-000-006-00
EASEMENT AGREEMENT
THIS EASEMENT AGREEMENT (hereinafter referred to as the "Agreemenf') is made this - :Z6,
day of --J'w ri e, ' 2007, by and between James R. Wegner and Marilyn E. Wegner, husband
and wife; DP Miller Homes, LLC, a Washington Limited Liability Company; West Bank Properties, a
Washington Limited Liability Company; and Frontier Bank of Edmonds.
WHEREAS, James R. Wegner and Marilyn E. Wegner, husband and wife, own fee title to the real
property located in Snohomish County, Washington legally described as follows ("Lot 6"):
Lot 6, Windsor Estates Division 2, as per plat recorded under Recording No. 200010185006,
records of Snohomish County Auditor.
Situate in the County of Snohomish, State of Washington.
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WHEREAS, DP Miller Homes, LLC, a Washington Limited Liability Company, owns fee title to the
real property located in Snohomish County, Washington legally described as follows ("Lot 4")
Lot 4 and the South 1.46 feet of Lot 5, Windsor Estates Division 2, according to the plat
thereof recorded under Snohomish County Auditor's File Number 200010185006, records of
Snohomish County, Washington;
(pursuant to boundary line adjustment recorded under Auditor's File Number
200206260136, records of Snohomish County, Washington).
Situate in the County of Snohomish, State of Washington.
WHEREAS, DP Miller Homes, LLC owns fee title to the real property located in Snohomish County
legally described as follows ("Lot 5"):
Lot 5, Windsor Estates Division 2, according to the Plat thereof recorded under Snohomish
County Auditor's File No. 200010185006, records of Snohomish County, Washington.
EXCEPT the South 1.46 feet thereof.
Also known as Lot 5, of Snohomish County Boundary Line Adjustment 02-105134,
recorded under Auditor's File No. 2002062601363.
Situate in the County of Snohomish, State of Washington.
WHEREAS, West Bank Properties, LLC, a Washington Limited Liability Company, owns fee title
to the real property located in Snohomish County legally described as follows ("Lot 3"):
Lot 3, Windsor Estates Division No. 2, according to the plat thereof recorded under
Snohomish County Auditor's File Number 200010185006, records of Snohomish County,
Washington.
Situate in the County of Snohomish, State of Washington.
WHEREAS, Frontier Bank of Edmonds, Washington has an interest in Lots 4 and 5 legally described
hereinabove; and
WHEREAS, DP Miller Homes, LLC is the owner of the tract of land upon which the parties hereto
wish to establish an easement as ftuther described herein; and
WHEREAS, the parties desire to create certain easements as set forth herein and to establish the
property benefited bi the Easements, burdened by the Easements, and establish terms and conditions for the
use and maintenance of the Easements.
NOW, THEREFORE, in consideration of the benefits contained and derived hereunder, the parties,
for and on behalf of themselves and their respective successors in interest and assigns, does hereby grant,
declare, convey and establish the following easements and further declares that all of the Property shall be
EaYement Agreement
0 0
held, sold and conveyed together with and subject to the following restrictions, covenants, conditions,
reservations, easements, assessments and lien rights, all of which are for the purpose of enhancing and
protecting the value, desirability, and attractiveness of the Property.
1. Easements.
1. 1. Easement. A non-exclusive easement is hereby created and is described as follows: ,
A tract of land for ingress egress purposes which lies within the plat of Vista Del Mar,
recorded under Auditor's File No. 20010195002, records of Snohomish County, State of
Washington, in the Northwest 1/4 of the Northwest 1/4 of Section 18 and the Southwest 1/4 of
the Southwest '/4 of Section 7 all in Township 27 North, Range 4 East, W.M.; described as
follows:
Beginning at the Southwest comer of Lot 6, of said Plat of Vista Del Mar; thence South
27'10'08" West, 26.34 feet; thence North 62'49'52" West, 20.00 feet; thence North
270 10'0811 East, 18.53 feet; thence North 15*29'11 " West, 114.60 feet; thence North
59054'08" East, 20.67 feet; thence South 15"29'11 " East, 127.62 feet to the point of
beginning.
Situate in the County of Snohomish, State of Washington.
1. 1. 1. Use:
1. 1. 1. 1. Private road for ingress and egress, together with, but not limited to, the
right to reconstruct, replace, repair, maintain and use said road; and
1.1.1.2. Underground utilities, including, but not limited to, power, telephone,
cable and natural gas, together with, but not limited to, the right to install, replace, repair, maintain and use
said utilities; and
1.1.1.3. Underground irrigation pipeline(s), together with, but not limited to, the
right to install, replace, repair, maintain and use said pipeline(s).
1. 1.2. Lots Burdened: Lot 5.
1.1.3. LotsBenefited: Lots 3, 4, 5 and 6.
L 1.4. Restrictions on use: The area of Easement shall not be used for long term
parking, storage, staging of construction (except construction required for Easement) or any other use that
would unreasonably interfere with its intended purpose.
2. Use and Maintenance. All decisions concerning the use, repair, replacement, maintenance or
reconstruction of the easement improvements, including, but not limited to the roads, utilities and/or pipelines
("Improvements"), shall be agreed upon by a majority vote of the owners of the Lots benefited by the
Easement or Improvement in question. For purposes of this Agreement, each lot shall have one vote. Only
Lots having a beneficial use of the Easement or Improvement in question ("Affected Lots") shall be entitled
Easement Agreement
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to vote on matters related thereto. For purposes of this paragraph, "beneficial use" of a roadway shall be
deemed to begin upon commencement of construction of a residence, garage, shop or other approved
outbuilding on the Lot.
2.1. In the event the Affected Lot Owners shall determine by majority vote that an Improvement
is in need of repair, replacement, maintenance or reconstruction (hereinafter collectively "Maintenance"), the
Affected Lot Owners shall share equally in the cost of such Maintenance, based upon the number of votes as
provided hereinabove. Each vote shall equate to a share in said cost. When a decision is made to provide
Maintenance to an Improvement, the Affected Lot Owners shall establish an account for said purpose. The
account shall by managed by a Lot Owner or a designated management company, as agreed upon by a
majority of votes by the Affected Lot Owners. Each Affected Lot Owner shall pay its share of the estimated
cost of the work into said account within thirty (30) days of written request. In the event the amount paid into
the account is not enough to pay the actual cost of the approved Maintenance, each Affected Lot Owner shall
pay its share of any shortage into the account. If any Affected Lot Owner fails to pay its share of thecost of
Maintenance when due, the remaining Affected Lot Owners, individually or collectively, may pay the
defaulting Lot Owner's share and may record a lien against the defaulting Lot Owner's real property in favor
of the Lot Owner(s) who advanced the payment. Said lien may be enforced pursuant to the law ofthe State of
Washington. The lien does not have to be foreclosed or otherwise enforced within any specific time period.
2.2. In the event any Lot Owner or Lot Owners desire to upgrade or provide Maintenance on the
Improvements without majority approval by Affected Lot Owners, then the Lot Owner(s) desiring to make
such upgrade or perform such Maintenance shall do so at their sole cost and expense; provided, however, piny
such work shall not interfere with the use of the Improvements by the other Lot Owners.
2.3. In the event any Lot Owner or Lot Owners disturb the surface of any Easement area set forth
herein during the installation of utilities, storm water drainage or other improvements for the benefit of their
own Lot(s), or through excessive wear and tear, or for any reason damage the Improvements, the Lot
Owner(s) responsible for such damage shall be responsible for repairing and restoring such damaged
Improvement to its prior condition, at that Lot Owner(s), sole cost and expense.
Hold Harmless and Indemnification.
3.1. Each Lot Owner shall defend, indemnify and hold the all other Lot Owners harmless from
any and all claims and causes of action which may accrue to or be suffered by any Lot Owner by reason of,
arising out of, or resulting from the use by any of the Lot Owners of the Improvements or the Easement Area
or the use by that Lot Owner's successors, assigns, employees, agents, lessees, licensees, invitees and guests,
unless the claim or cause of action is caused by or results from the sole negligence of the owner of the
burdened Lot or its agents, tenant invitees or employees. In the event of concurrent negligence of the Lot
Owners or their agents, tenants, invitees or employees, each such Lot Owners shall be responsible only to the
extent of its own negligence and that of its agents, tenants, invitees and employees.
4. Eminent Domain. If the Easement described herein, or any part thereof, is taken by any
governmental agency in the exercise of its power of eminent domain, the award granted under such
proceedings, or any settlement in lieu thereof, for the taking of such property shall be payable to the fee
owner of the portion of the Easement area which is taken. If all or any part of the Easement area is taken, this
Agreement shall terminate with respect to the portion so taken and the obligations hereunder of the then
owners of the Easement area shall automatically cease and terminate when possession is transferred to the
condemning agency with respect to any portion of the Easement area so condemned; provided, however, that
Easement Agreement
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nothing herein prevents the owner(s) of the property benefited by the Easement from seeking compensation
from the condemning agency, only, for loss of the Easement.
5. Easements and License Runs with the Land. The Easements and License granted and the
restrictions and covenants established herein shall run with and shall bind and be obligatory upon the
properties described herein; provided that, anything herein to the contrary notwithstanding, no rights in or to
the general public are created hereby.
6. Legal Expenses. If any party is required to bring or maintain any action (including assertion of any
counterclaim or cross -claim, or claim in any proceedings in bankruptcy, receivership, or any other proceeding
instituted by a party hereto or by others), or otherwise refers this Agreement to an attorney for the
enforcement of any of the terms and conditions of this Agreement, the prevailing party in such action shall, in
addition to all other payments required, receive from the other all the costs incurred by the prevailing party,
including reasonable attorney fees and such costs and reasonable attorney fees which the prevailing party may
incur on any appeal.
7. Binding Effect This Agreement shall be binding upon and shall inure to the benefit of the parties
hereto and their respective heirs, successors, assigns and legal representatives.
IN WITNESS WHEREOF, the parties have executed this Agreement as of the day and year first
above written.
JAM SR.WEGNER
Printed Name:
Title:
DP Miller Homes, LLC — Owner Lot 5
Printed Name:
Title:
Frontier Bank
-)r
6L--� e- V-,3�v�
-�GNER (j
MARILYN
n �, Q w4it-,, m.4
JtFfRf,f *HITNEY, Mem"ber
West Bank Properties, LLC
Printed Name:
Title:
DP Miller Homes, LLC - Owner Lot 4
Easement Agreement
0
E
STATE OF WASHINGTON
)ss.
County of Snohomish
I certify that I know or have satisfactory evidence that James R. Wegner and Marilyn E. Wegner,
husband and wife are the individuals who appeared before me, and said individuals acknowledged that they
signed this instrument and acknowledged it to be their free and voluntary act for the uses and purposes
mentioned in the instrument.
GIVEN under my hand and official seal this I �- day of L" I R- � 2007.
%0t%%k% I I i I I I I
p,VE W
%to ro�'
A
....... .. .
WA
Wff
STATE OF WASHINGTON
ss.
County of Snohomish
,--Pr`mt Name:
Notary Public in and for the State of Washington
My commission expires: \-vt 0
I certify that I know or have satisfactory evidence that Jeffrey Whitney is the person who appeared
before me, and said person acknowledged that he signed this instrument, on oath stated that he was authorized
to execute the instrument and acknowledged it as a Member of West Bank Properties, LLC the company that
executed this instrument as the free and voluntary act of corporation for the uses and purposes mentioned in
the instrument.
GIVEN under my hand and official seal this -Z�' day of __,OCZ6,,A, 2007.
L I N D;-'-\
tgmm Printed Name:
Notary Public in and for the State of Washington
co '1'0
My commission expires: -,7 -
U)
C"
"Ro
0
SI-MG
Easement Agreement
0 0
nothing herein prevents the owner(s) of the property benefited by the Easement from seeking compensation
from the condemning agency, only, for loss of the Easement.
5. Easements and License Runs with the Land. The Easements and License granted and the
restrictions and covenants established herein shall run with and shall bind and be obligatory upon the
properties described herein; provided that, anything herein to the contrary notwithstanding, no rights in or to
the general public are created hereby.
6. Legal Expenses. If any party is required to bring or maintain any action (including assertion of any
counterclaim or cross -claim, or claim in any proceedings in bankruptcy, receivership, or any other proceeding
instituted by a party hereto or by others), or otherwise refers this Agreement to an attorney for the
enforcement of any of the terms and conditions of this Agreement, tile prevailing party in such action shall, in
addition to all other payments required, receive from the other all the costs incurred by the prevailing party,
including reasonable attorney fees and such costs and reasonable attorney fees which the prevailing party may
incur on any appeal.
7. Binding Effect. This Agreement shall be binding upon and shall inure to the benefit of the parties
hereto and their respective heirs, successors, assigns and legal representatives.
IN WITNESS WHEREOF, the parties have executed this Agreement as of the day and year first
above written.
JAMES R.
Printed Narnk:
Title: L� �AG42
DP Millci HoruA, LLC — Owner Lot 5
rrontier tsanK
MARILYN E. WEGNER
JE14FU-� WkITNEY, Met4er
West Bank Properties, LLC
Printe
TitIO:
i -
DPtM
Easement Agreement
'),>Lf
ame: L
Homes, LLC - Owner Lot 4
0
STATE OF WASHINGTON
ss.
County of Snohomish
I certify that I know or have satisfactory evidence that 3>oLt(�-S is the person who
appeared before me, and said person acknowledged that lie/she signed this instrument, on oath stated that
he/she was authorized to execute the instrument and acknowledged it as the n 46 el— of DP
Miller Homes, LLC, the company that executed this instrument as the free and voluntary act of corporation
for the uses and purposes mentioned in the instrument.
GIVEN under my hand and official seal thi.; Z 3"day of /� L4 G Le � 12007.
\ 0r-
SION
\11 Printed Name: Al L-'i� sz�
Notary Public in and Co-r the State of Washington
Q OTARy 0 My commission expires: Z-061
IPA PUBLIC
12-5-2007
OP wh.
STATE OF WASHINGTON
ss.
County of Snohomish
I certify that I know or have satisfactory evidence that bt'--A-6 isthepersonwho
appeared before me, and said person acknowledged that he/she signed this instrument, on oath stated that
he/she was authorized to execute the instrument and acknowledged it as the 5R, Vi (-�� plt'e S. of
Frontier Bank, the corporation that executed this instrument as the free and voluntary act of corporation for
the uses and purposes mentioned in the instrument.
Easement Agreement
L
GIVEN under rny hand and official seal this -L �-"-)day of /a U 12007.
J.
ION
Printcd Name:
oTA U,
Notary Public in and for the State of Washington
Mv cornmission expires:
(P PUBLIC Z
1 .5-2007 C)
0 wxsx",
Eaveinew Agreement
i
EASEMENT EXHIBIT
A PORTION OF THE PLAT OF
VISTA DEL MAR
L=I 17.79'
L=12.54'
R--75.00
R-6.75
89059'06"
106026'34"
L,=39.38'
R=45.00 S89*01'15"E SW01'15"E
50008'25" 4.17' 18.10,
L=137.95'
R=25.00
86*44'45
I =25.6T -4 o
lt=20,00
73*32'21"
LOT 6
L=34.96'
R=120.00
16*4 1'32"
LOT 4
POB
N27*10'08"E
'W COR. LOT6
18.53'
N82o55'55'W
S8900 I'l 5*'E
109-60' ry 90
63.35'
60
-m F�,
N62*49*52"
20M,
LOT 3
LOT 5
o- 4
Ns 1'42'5.
vv
131.11,
L-58.35'
R=158.90
00
0
21"02'27"
L.-30.05' <6
R-158.90
148.47-'
6 1 0
IN FEE-1-
I INCH — 60 rEFT
BASIS OF BEARING
PLAT OF VISTA DLI- MAR
10*50'20" ipEN
1�.;. A
s
4
E IRES. 03105/09
/'?C. IS913
CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS. WA 98020 - 425-771-0220 - FAX 425-771-0221
Website: wwwxi.edmonds.wa-us
PUBLIC WORKS DEPARTMENT
Engineering Division
February 8, 2010
Rolf Trautmann
7919 135"' St SE
Snohomish, WA 98296-5926
MEMO TO:
Puget Sound Energy
Verizon Northwest
SNOCOM Police and Fire Dispatch
SNOPAC
Snohomish County E911
US Post Office
Snohomish County Assessor's Office
Snohomish County Information Services
Snohomish County PUD
GARY HAAKENSON
MAYOR
Fire District No. I
Edmonds Police Depaitment
Edmonds Utility Billing
Edmonds Public Works
Edmonds Building/Street File
Edmonds Address Files
Edmonds Infannation Services
Allied Waste
Conicast
This letter is to inform you of a street name change affecting several properties in the City of
Edmonds. On February 2, 2010 Edmonds City Council passed Ordinance No. 3782, approving
the renaming of Kairez Drive to Vista del Mar Drive. Please update your records to reflect the
following:
Previous Address
New Address
Tax ID Number
17802 Kairez Drive
17802 Vista del Mar Drive
00914200000700
17804 Kairez Drive
17804 Vista del Mar Drive
00914200000800
17901 Kairez Drive
17901 Vista del Mar Drive
00914200001100
.o," 17903 Kairez Drive
17903 Vista del Mar Drive
00914200000900
ar Drive
00914200001000
17907 Kairez Drive
17907 Vista del Mar Drive
00914200000600
17909 Kairez Drive
17909 Vista del Mar Drive
00914200000500
179 10 Kairez Drive
179 10 Vista del Mar Drive
00914200000400
18002 Kairez Drive
18002 Vista del Mar Drive
00914200000300
18004 Kairez Drive
18004 Vista del Mar Drive
00914200000200
18006 Kairez Drive
18006 Vista del Mar Drive
00914200000100
18007 Kairez Drive
18007 Vista del Mar Drive
00914200001200
All of the properties noted above are single-family residential properties recorded as part of the
subdivision Vista del Mar. A vicinity map highlighting each of the affected properties in yellow
Incorporated August 11, 1890
Sister City - Hekinan, Japan
0
9
has been attached for your reference. In addition, please find attached copies of the Snohomish
County Assessor Parcel Data for each of the properties.
If you have any questions regarding this letter, please contact me at 425.771.0220 x 1338 or by
e-mail at mcconnell@ci.edmonds.wa.us.
Respectfully,
Jeanie McConnell
Engineering Program Manager
X�FD
Vista Del Mar Properties
ADDRESSED OFF 178TH PL SW
ADDRESSED OFF KAIREZ DR
0 100 200 Feet
I I I I J—J
By.- GC / 0 1. 13.2010
Snohomish County, WA Ass 0 r Parcel Data 0 Page I of 2
SnohomishOnllino Government Informat[on & Services
County4*
Washington
* R E A L * Property Information
County Home Assessor Home Treasurer Home Information on which Department to contact
Please view Disclaimer If you have questions, comments or suggestions, please Contact Us.
Date/Tirne:2/8/2010 1:11:29 PM Answers to Frequently Asked Questions about Parcel Data (opens as new window)
Return to Propedy Information Entry page
Parcel Number 00914200000900 Prev Parcel Reference
4ap of this parcel (opens as new window)
General Information
Taxpayer Name 11 Address (contact the Treasurer if you have questions)
TRAUTMANN ROLF 117919 135TH ST SE--- SNOHOMISH, WA 98296-5926
If the above mailing, address is incorrect and you want to make a change, see the infon-nation on Name and
Address Changes
Owner Name 11 Address (contact the Assessor if you have questions)
TRAUTMANN ROLF & BONNIE J 1115221 20TH CI SE --- MILL CREEK, WA 98012-
8257
If the above name and address is incorrect due to a recent sale, please see the infon-nation on Name and
Address Changes After a Sale
Street (Situs) Address (contact the Assessor if you have questions)
17903 KAIREZ DR --- EDMONDS, WA 98026-5337
Parcel Legal Description
Section 07 Township 27 Range 04 Quarter SW - VISTA DEL MAR BLK 000 D-00 - TH PTN LOTS 9 &
10 DAF: BEG AT MOST NELY COR OF LOT 9 TH SLY ALG E LN THOF SOO*59 39W 20.02FT TH
N89*00 21W 18FT TH S03*56 43E 89.17FT TH SOO*59 39W 35.30FT TH N89*00 21W 58FT TH S30*42
17W 49.6 1 FT TH S32*34 46W 30.56FT TO INT NON-RAD CRV 45FT RAD CRV CONC TO SW RAD
PT THOF BEARS S70*27 12W TH NWLY ALG SD CRV ARC DIST OF 49.78FT THRU C/A OF
63*22'34" TAP ON SD CRV TH LEAVING SD CRV ALG NON-RAD LN N12*48 37E 77.33FT TH
N54* 16 55W 193.46FT TH N35*43 39E 127.76FT TH SOO*59 38W 9.35FT TH N35*52 40E 25.35FT TH
S55*02 04E 108.54FT TH S38*30 IOE 66.53FT TH S84*05 39E 70. IOFT TO POB TGW EQ & UND INT
IN KAIREZ DR ALSO TGW EQ & UND INT IN TR B & TGW TR C AKA LOT 9 OF CITY EDM LL-
2003-185 REC AFN 200401140865
Go to top of pgge
. . ........
Treasurer's Tax Information
Taxes For answers to questions About Taxes, please contact the Treasurer's office (opens as
new window)
2010 Taxes for this parcel $9,483.53
(Taxes may include Surface Water Management and/or State Forest Fire Patrol fees and any fees related to late
payments. LID charges, if any, are not included.)
To obtain a duplicate tax statement, either download our Tax Statement Request form or call 425-388-3366 to request it
by phone.
Go to top of pgge
http://web5.co.snohomish.wa.uslpropsyslasr-tr-propinqlPrpinqO2-ParcelData.asp?PN=0091... 2/8/2010
Snohomish County, WA Ass W Parcel Data 0 Page 2 of 2
Assessor's Property Data Characteristics and Value Data below are for 2010 tax year.
Please contact the Treasurer's office for answers to questions about Taxes (opens as new window)
For questions ONLY about property characteristics or property values (NOT taxes),
please contact the Assessor's Office
Property Values do not reflect adjustments made due to an exemption, such as a senior or disabled persons
Values exemption.
Reductions for exemptions are made on the property tax bill.
TaxYear 2010 Market Land $1,082,5001 Market Improvement $01 Market Total $1,082,500]
Go to top of pne
Valuation, Payment, rand Property Tax History
View Histo[y (opens as new window)
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Property Characteristics
Tax Code Area (TCA) 00217 View Taxing Districts for this Parcel (opens as new window)
use Code 910 Undeveloped (Vacant) Land
Size Basis ACRE Size 1-01 (Size may include undivided interest in common tracts and road parcels)
Go to top of p3ge.
Property Structures
No structures found for this parcel
Go to toD of vame-
Property Sales since 7/31/1999
Explanation of Sales Information (opens as new window)
Sales data is based solely upon excise affidavits processed by the Assessor.
Transfer Receipt
Sales Price Excise
Deed
Grantor (Seller)
Grantee (Buyer)
Other
Parcels
Date Date
Number
Type
3/23/2006 4/4/2006
$1,775,000 398561
W
KARIEZ-SCHWIMER
TRAUTMANN ROLF &
No
IRINKA
BONNIE J
12/24/2003 1/14/2004
$0 285231
QC
VISTA DEL MAR LLC
KARIEZ-SCHWIMER
No
IRINKA
12/24/2003 7/18/2006
$55,660 302027
QC
VISTA DEL MAR LLC
KARIEZ-SCHWIMER
No
IRINKA
10/31/2003 11/6/2003
$740,000 283940
W
VISTA DEL MAR LLC
KARIEZ-SCHWIMER
Yes
IRINKA
3/9/2001 3/12/2001
$0 262930
QC
GEORGE KAIREZ
VISTA DEL MAR LLC
No
Go to toD of pacte
Property Maps Township/Range/Section/Quarter, links to maps
Neiahborhood 1504000 Explanation of Neighborhood Code (opens as new window)
Township 27 Range 04 Section 07 Quarter SW Find parcel maps for this Township/Range/Section
Ir View Map of this parcel (opens as new window)]
http://web5.co.snohomish.wa.uslpropsyslasr-tr-propinqlPrpinqO2-ParcelData.asp?PN=0091... 2/8/2010
Snohomish County, WA Ass * r Parcel Data 0 Page I of 2
Snohomishonline Government Intormatlon & Sarvtces
County4*
Washington
* R E A L * Property Information
Coun1y Home Assessor Home Treasurer Home Information on which Department to contact
Please view Disclairne If you have questions, comments or suggestions, please Contact Us.
Date/Time:2/8/2010 1:43:48 PM Answers to Frequently Asked Questions about Parcel Data (opens as new window)
Return to PropeMj Information Ent[y pag—e
Parcel Number 00914200001000 Prev Parcel Reference -1 q 0 5 y&11r63 Dr.
4ap of this parcel (opens as new windowl
General Information
Taxpayer Name 11 Address (contact the Treasurer if you have questions)
TRAUTMANN ROLF 117919 135TH ST SE --- SNOHOMISH, WA 98296-5926
If the above mailing address is incorrect and you want to make a change, see the information on Name and
Address Changes
Owner Name 11 Address (contact the Assessor if you have questions)
TRAUTMANN ROLF & BONNIE J 1115221 20TH C1 SE - - - MILL CREEK, WA 98012-
8257
If the above name and address is incorrect due to a recent sale, please see the information on Name and
Address Changes After a Sale
Street (Situs) Address (contact the Assessor if you have questions)
9203 OLYMPIC VIEW DR--- EDMONDS, WA 98026-5337
Parcel Legal Description -
Section 07 Township 27 Range 04 Quarter SW - VISTA DEL MAR BLK 000 D-00 - PTNS OF LOTS 10 &
9 DAF: BEG AT MOST SWLY COR OF LOT 10 SD PT BEING ON 45FT RAD CRV CONC TO SW
RAD PT THOF BEARS S77*46 5OW TH NWLY ALG SD CRV ARC DIST OF 5.75FT THRU C/A OF
07* 19 38" TAP ON SD CRV TH LEAVING SD CRV ALG NON-RAD LN N32*34 46E 30.56FT TH
N30*42 17E 49.61FT TH S89*00 21E 58FT TH NOO*59 39E 35.30FT TH NO3*56 43E 89.17FT TH
S89*00 21E 18FT TO BEG OF 20FT RAD CRV CONC TO SW TH ELY & SLY ALG SD CRV ARC
DIST 31.42FT THRU C/A OF 90*00'00" TO PT OF TANG TH SOO*59 39W 128.75FT TO BEG OF 55FT
RAD CRV CONC TO NW TH SLY & WLY ALG SD CRV ARC DIST 86.38FT THRU C/A OF 89*59,
06" TO PT OF TANG TH N89*0 I 15W 33.05FT TH N 15*29 11 W 5.2 IFT TH N89*0 I 15W 37.73FT TO
MOST SWLY COR SD LOT 10 & POB TGW EQ & UND INT IN KAIREZ DR ALG TGW EQ & UND
]NT IN TR B & TGW TR C AKA LOT 10 OF CITY EDM LL-2003-185 REC AFN 200401140865
Go to top of pag—e
Treasurer's Tax Information
Taxes For answers to questions about Taxes, please contact the Treasurer's office (opens as
new window)
2010 Taxes for this parcel $4,032.82
(Taxes may include Surface Water Management and/or State Forest Fire Patrol fees and any fees related to late
payments. LID charges, if any, are not included.)
To obtain a duplicate tax statement, either download our Tax Statement Request form or call 425-388-3366 to request it
by phone.
Go to top of ppg—e
http://web5.co.snohomish.wa.uslpropsyslAsr-Tr-PropinqlPrpinqO2-ParcelData.asp?PN=009... 2/8/2010
Snohomish County, WA Ass 0 r Parcel Data 0 Page 2 of 2
Assessor's Property Data Characteristics and Value Data below are for 2010 tax year.
Please contact the Treasurer's office for answers to questions about Taxes (opens as new window)
For questions ONLY about property characteristics or property values (NOT taxes),
please contact the Assessors Office
Property Values do not reflect adjustments made due to an exemption, such as a senior or disabled persons
Values exemption.
Reductions for exemptions are made on the property tax bill.
Tax Year 2010 Market Land $460,000 Market Improvement $01 Market Total $460,000
Go to top of pne
Valuation, Payment, and Property Tax History
View Histo[y (opens as new window)
Go to top of page
Property Characteristics
Tax Code Area (TCA) 00217 View Taxing Districts for this Parcel (opens as new window)
Use Code 910 Undeveloped (Vacant) Land
Size Basis ACRE Size 0.28 (Size may include undivided interest in common tracts and road parcels)
Go to toD of oacie
Property Structures
No structures found for this parcel
Go to top of p3ge
Property Sales since 7/31/1999
Explanation of Sales Information (opens as new window)
Sales data is based solely upon excise affidavits processed by the Assessor.
Transfer Receipt Sales Excise Deed Grantor (Seller) Grantee (Buyer)
Other
Date Date Price Number Type
Parcels
3/30/2006 4/4/2006 $361,250 203168 W VISTA DEL MAR LLC TRAUTMANN ROLF &
No
BONNIE J
1/2/2004 1/14/2004 $0 285232 QC KAIREZ-SCHWINER VISTA DEL MAR LLC
No
IRINKA
12/12/2003 4/1/2005 $45,990 196659 QC KARIEZ-SCHWIMER VISTA DEL MAR LLC
No
IRINKA
3/9/2001 3/12/2001 $0 262930 QC GEORGE KAIREZ VISTA DEL MAR LLC
No
Go to top of pne
Property Maps Township/Range/Section/Quarter, links to maps
Neighborhood 1504000 Explanation of Neighborhood Code (opens as new window)
Township 27 Range 04 section 07 Quarter SW Find parcel maps for this Township/Range/Section
lap of this parcel (opens as new windo7w])
http://web5.co.snohomish.wa.uslpropsyslAsr-Tr-PropInqlPrpinqO2-ParcelData.asp?PN=009... 2/8/2010
"?'c 1 B'q 13
CITY OF EDMONDS
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
March 26, 2003
George Kairez
9117 Olympic View Drive
Edmonds, WA 98026
RE: Address Change
Dear Mr. Kair6z:
t9r1?466r � '/z '4!
GARY HAAKENSON
MAYOR
This letter is to confirm with you that the official address of the previously existing house
in the Vista Del Mar subdivision must change as a result of final plat approval from 9117
Olympic View Drive to 17903 Kairez Drive, Edmonds, WA 98026.
In addition, please note that the ten additional lots in the upper portion of your
subdivision with access from Kairez Drive are addressed 17802, 17804, 17905, 17907,
17909, 17910, 18602, 18004, 18006�.and 18007 Kairez Drive as indicated in the enclosed
map.
Sincerely,
DAVID K. GEBERT, PE
City Engineer
Cc: Tom Snyder, Postmaster
Paul Stromme, Stromme Construction
Duane Bowman, Development Services Director
Tom Tornberg, Fire Chief
David Stem, Police Chief
Jeannine Graf, Building Official
Rob Chave, Planning Manager
Incorporated August 11, 1890
Q;�+— 1-if- - P�L,;n— Tnn;%n
or
Enlarged View of Kairez Drive
17702
17627
17720
17707
17748
7
17742
17709
17802
17715
9010
8910
17808
17819
9110
1191.
17839
8941
179TFI
PL SVV
Ls
17905
17903
A203
lb
a
17927
05
179
9209
17922 17926
17968
17928
0
'70 17951
9217
9213
17910 1:
9001 18004
1800
18003 1801(
f,
18002
18015
9219
a
,
18020
9231
"4
LU
18004
18017
9221
1
OR
9233
18006
9104
Qinn
9305
922
cy 9110
b 18105
9102
1
18108
9309
71
06
49 �77
18206
1110 18121
9202
9118
8214
18129
18210 18218
18226
9204
9302
18228
9304
9206
18226
18226
18224 18220
18215
18300 18224
9314
9210
18230 9318
18230
18229
18306 9221 9215 9208 18310 18302 18230
18313 A
18312 IA 18312
18306 18310
9400 19
18319
D
18330 9 28 9135 9125 9105 N18325
18324
1 8404 18401 18401 9134
I ji 18404=010 1 9007
McConnell, Jeanie
From: Moles, Tod
Sent: Wednesday, November 07, 2007 11:59 AM
To: Miller, Noel STREET
Cc: Engineering
Subject: Vista Del Mar FIIE
ME21 0 0 1 � � �Me , I
tree on truck tree on truck tree on truck
maplewood dr 002... maplewood dr 003... maplewood dr 004...
I e ponse to the letter from Jim Wagner, President of
Vista Del Mar Homeowner's Association dated 10/26/07.
The title on the photo's will be corrected and archived.
You will see a basin in need of maintenance. I am worried that just the basic maintenance
requirements won't prevent future erosion issues. The property just east and north of the
basin is un-developed. I think it would be wise to force the contractor that develops that
lot to install a thru curb basin.
1
4
IX.
kin
I
1= - -
11/07/2007
PLAN14RHG DA7A
SINGLE FAMILY RESIDENTIAL
11 Street F=Ue
Name: Mfv-e, 81 Pa4y DPLAIrv--f—,
Review Date:
Site Address: -7 0J V
Permit Number: BLD - XA Lf - (00
Project Description: New
Zoning: F"(2 . 1 -1.,
Comp Plan: �)F- ?-,C[90W�
Corner Lot: (YES (5)
lag Lot: (YES &
Small Site Planom NO)
ADU Created: (YES /Do <-
LLA: 1� 0 11, . ()D C) S
CUP:
Variance:
Shoreline:
Subdivision/Legal/Recording Number: AFW 2-C) 2, It I & 15D(D2-
Legal Nonconfo rming Land Use Determination Issued: (YES J0
Critical Areas Determination P-A IX I LV 0001 (�&MA-r7Uae+ DV09 i Gy' �i a IA14
-->0 Study Required
El Waiver
SEPA Determination: e,-�.Vm
Req ired Setbacks
SP5Nt:
17/
D
( f2) 10
�W)
—
ActuaT-Setbacks
Street:
Side: 10
Side: D
Rear:
BetarhudlrrurnrreVo Eockeries/Retaining Wall c, eneesffr-ellise- - Ar-bE)FS
=Porch
Bay 3XH+Elowgproleettpig-N4ofPct+aton o-!,,�� 0 overedDec
GhiffffwyJF+rep1aee- o
Parking Required: 2
Parking Provided:
Coverage Required: 35%
Coverage Provided:
Lot Area: 0.53 a IP 3i V-&',
pc,.,r LLA. �,LA rvrAff
Lot Co . verage ff-1,LR V ODf Ariea,
Calculations:
Buildin� Height
Datum Point: Dr-.
Datum Elevation: 0. 0
Maximum Height: 25' evo. 2,q
Actual Height: 9-1. 1
r6cy - S 1,
C') I I L�. (9 -1
U� Jto&A.��q
GijeviewBy: Gina Janicek Associate Planner
City of Edmonds
Critical Area Notice of Decision
" 4 V'e� 4—
Property Owner:
a LA r Y-- -el
Critical Area File #:
CV\PrJ6ILt000 I
Permit Number:
l2)L-I)'2'C)I'+oo(.0D
Site Location:
1-7 9 0 3 V ( qtA CAr
Parcel Number:
Project Description:
Ntw 6F-p—
Conditional Waiver. No critical area report is required for the project described above.
I There will be no alteration of a -Critical Area or its required buffer.
2. The proposal is an �Ilowed activity pursuant to ECDC 23.40.220, 23.50.220, and/or
23.80.040.
3. The proposal is exempt pursuant to ECDC 23.40.230.
Erosion Hazard. Pro ect is within erosion hazard area. Applicant must prepare an erosion and
j
sediment control plan in compliance with.ECDC 18.30.
2--critical Area Report Required.' The proposed project is within a critical area and/or a critical area
buffer and a critical area report is required. A critical area report has been submitted and evaluated
for compliance with the following criteria pursuant to ECDC 23.40.160:
1. The proposal minimizes the impact on critical areas in accordance with ECDC 23.40.120,
Mitigation sequencing;
2. The proposal does not pose an unreasonable threat to the public health, safety, or welfare
on or off the development proposal site;
3. The proposal is consistent with the general purposes of this title and the public interest;
4. Any alterations permitted to the critical area are mitigated in accordance with ECDC
23.40.110, Mitigation requirements.
5. The proposal protects the cri tical area functions and values consistent with the best
available science and results in no net loss of critical functions and values; and
6. The proposal is consistent with other applicable regulations and standards..
Unfavorable Critical Area Decision. The proposed project is not exempt or does not adequately
mitigate its impacts on critical areas and/or does not comply with the criteria in ECDC 23.40.160 and
the provisions of the City of Edmonds critical area regulations. See attached findings of
noncompliance.
F-,-KFavorable Critical Area Decision. The proposed project as described above and as shown on the
attached site plan meets or is exempt from the criteria iii ECDC 23.40.160, Review Criteria, and
complies with the applicable provisions of the City of Edmonds critical area regulations.. Any
subsequent changes to the proposal shall void this decision pending re -review of the proposal.
F Conditions. Criti cal Area specifi5�eondition(s) have been applied to the permit number referenced
above. See referenced permit *n ber for pecific condition(s).
(V'JCk'Qv\ 1�� 5---c �s - t �
keviewer Si&iature\,-J Date I
Appeals: Any decision to approve, condition, or deny a development proposal or other activity based on the
requirements of critical area regulations may be appealed according to, and as part of, the appeal procedure, if any,
for the permit or approval involved.
Revised 12/16/2010
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BURKE RESIDENCE SITE PLAN
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City of Edmonds
Critical Area Notice of Decision
Applicant:
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Property Owner:
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Critical Area File #:
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Permit Number:
Site Location:
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Project Descriptio n:
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F� Conditional Waiver. No critical area report is required for the project described above.
I There will be no alteration of a Critical Area or its required buffer.
2. The proposal. is an allowed activity pursuant to ECDC 23.40.220, 23.50.220, and/or
23.80.040.
3. The proposal is exempt pursuant to ECDC 23.40.230.
F-1 Erosion Hazard. Project is within erosion hazard area. Applicant must prepare an erosion and
sediment control plan in compliance with ECDC 18.30.
2-1critical Area Report Required. The proposed project is within a critical area and/or a critical area
buffer and a critical area report is required. A critical area report has been submitted and evaluated
for compliance with the following criteria pursuant to ECDC 23.40.160:
1. The proposal minimizes the impact on critical areas in accordance with ECDC 23.40.120,
Mitigation sequencing;
2. The proposal does not pose an unreasonable threat to the public health, safety, or welfare
on or off the development proposal site;
3. The proposal is consistent with the general purposes of this title and the public interest;
4. Any alterations permitted to the critical area are mitigated in accordancewith ECDC
23.40.110, Mitigation requirements.
5. The proposal protects the critical area functions and values consistent with the best
available science and results in no net loss of critical functions and values; and
6. The proposal is consistent with other applicable regulations and standards.
Unfavorable Critical Area Decision. The proposed project is not exempt or does not adequately
mitigate its impacts on critical areas and/or does not comply with the criteria in ECDC 23.40.160 and
the provisions of the City of Edmonds critical area regulations. See attached findings of
noncompliance.
2-"F'avorable Critical Area Decision. The proposed project as described above and as shown on the
attached site plan meets or is exempt from the criteria in ECDC 23.40.160, Review Criteria, and
complies with the applicable provisions of the City of Edmonds critical area regulations. Any
subsequent changes to the proposal shall void this decision pending re -review of the proposal.
Fj Conditions. Criti cal Area specifw-2ondition(s) have been applied to the permit number referenced
above. See referenced permit i)Zmber for Wecific condition(s).
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Appeals: Any decision to approve, condition, or deny a development proposal or other activity based on the
requirements of critical area regulations may be appealed according to, and as part of, the appeal procedure, if any,
for the permit or approval involved.
Revised 12/16/2010
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-CEOTECH
CONSULTANTS, INC.
Landsverk Quality Homes, Inc.
21118-66 1h Avenue West
Lynnwood, Washington 98036
Attention: Wayne Nelson
Subject: Transmittal Letter — Geotechnical Engineering Study
Proposed Residence
1780X Vista Del Mar Drive, Lot 9
Edmonds, Washington
Dear Mr. Nelson:
13256 Northeast 20th Street, Suite 16
Bellevue, Washington 98005
(425) 747-5618 FAX (425) 747-8561
December 9, 2013
JN 13382
via email: wayne@lqh-inc.com
We are pleased to present this geotechnical engineering report for the residence to be constructed
in Edmonds, Washington. The scope of our services consisted of exploring site surface and
subsurface conditions, and then developing this report to provide recommendations for general
earthwork and design criteria for foundations and retaining walls. This work was authorized by your
acceptance of our proposal, P-8751, dated September 25, 2013.
The attached report contains a discussion of the study and our recommendations. Please contact
us if there are any questions regarding this report, or for further assistance during the design and
construction phases of this project.
TRC/JHS: at
Respectfully submitted,
GEOTECH CONSULTANTS, INC.
qtw�' &k-'n
Thor Christensen, P. E.
Senior Engineer
R, EE C E 0 V 11'E; L U-
JAN 17 20*14
DEVELOPWiENT SERVICES "I,
CITY OF EDMOMIDS
STREET FILE
GEOTECH CONSULTANTS, INC.
GEOTECHNICAL ENGINEERING STUDY
Proposed Residence
178OX Vista Del Mar Drive, Lot 9
Edmonds, Washington
This report presents the findings and recommendations of our geotechnical engineering study for
the site of the proposed residence to be located in Edmonds.
We have been provided with a topographic survey by David West & Co. dated October 10, 2013.
The proposed residence location and the proposed driveway alignment are shown on the survey.
You have informed us that the residence will have two stories and will have a slab -on -grade. The
main floor of the residence will have an elevation of 107.5 feet. A rockery may be constructed
along a portion of the residence's driveway.
If the scope of the project changes from what we have described above, we should be provided
with revised plans in order to determine if modifications to the recommendations and conclusions of
this report are warranted.
SITE CONDITIONS
SURFACE
The Vicinity Map, Plate 1, illustrates the general location of the site. The site is bordered to the
north by a residence, to the south by undeveloped residential lots, and to the east by an access
roadway. The site is bordered to the west by a railroad; west of the railroad is a beach and then
Puget Sound.
The ground surface within the site slopes gently to moderately down toward the northwest. There
is a change in elevation of about 20 feet in the planned development portion of the site. A stone
retaining wall is located in the western portion of the planned development area. The wall has a
height of about 3 feet. Concrete stairs extend from the top of the wall down toward the west.
Historic aerial photos on Google Earth show that a residence was located in the central portion of
the site, in the proposed residence footprint. The residence was removed in approximately 2007.
Approximately 50 feet west of the planned residence location, the ground surface slopes very
steeply down toward the northwest, with an elevation change of approximately 120 feet across a
horizontal distance of about 175 feet. We observed several slightly to moderately bowed mature
evergreen trees near the top of the steep slope/bluff within a few hundred feet north and south of
the site. This bowing is an indication of past slope movement.
SUBSURFACE
The subsurface conditions were explored by excavating three test pits and drilling two borings at
the approximate locations shown on the Site Exploration Plan, Plate 2. Our exploration program
was based on the proposed construction, anticipated subsurface conditions and those encountered
during exploration, and the scope of work outlined in our proposal.
Landsverk Quality Homes JN 13382
December 9, 2013 Page 2
The test pits were excavated on October 17, 2013 with a rubber -tired backhoe. A geotechnical
engineer from our staff observed the excavation process, logged the test pits, and obtained
representative samples of the soil encountered. "Grab" samples of selected subsurface soil were
collected from the backhoe bucket. The Test Pit Logs are attached to this report as Plates 3 and 4.
The borings were drilled on November 21, 2013 using a track -mounted, hollow -stem auger drill.
Samples were taken at 2.5- and 5-foot intervals with a standard penetration sampler. This split -
spoon sampler, which has a 2-inch outside diameter, is driven into the soil with a 140-pound
hammer failing 30 inches. The number of blows required to advance the sampler a given distance
is an indication of the soil density or consistency. A geotechnical engineer from our staff observed
the drilling process, logged the test borings, and obtained representative samples of the soil
encountered. The Test Boring Logs are attached as Plates 5 and 6.
Soil Conditions
The test pits and test borings in the planned residence footprint encountered about 2 to 8
feet of loose fill material and buried topsoil. These materials were underlain by native
medium -dense sand with varying amounts of gravel and silt.
Test Boring 1 was located west of the planned residence footprint. It encountered sand with
trace silt that was loose near the ground surface, medium -dense at a depth of 5 feet, and
dense at a depth of 10 feet. This exploration encountered very dense silty sand with gravel
at a depth of 20 feet. This material extended to the full depth of the boring, 25.2 feet.
Test Pit 3 was located east of the planned residence footprint. It encountered about one
foot of topsoil at the ground surface, and medium -dense sand with gravel below the topsoil.
The sand with gravel extended to the depth of the test pit, 8 feet below the ground surface,
Groundwater Conditions
No groundwater seepage was observed in the test pits or test borings, which were left open
for only a short time period. Therefore, the seepage levels on the logs represent the
location of transient water seepage and may not indicate the static groundwater level.
It should be noted that groundwater levels vary seasonally with rainfall and other factors.
The stratification lines on the logs represent the approximate boundaries between soil types at the
exploration locations. The actual transition between soil types may be gradual, and subsurface
conditions can vary between exploration locations. The logs provide specific subsurface
information only at the locations tested. If a transition in soil type occurred between samples in the
borings, the depth of the transition was interpreted. The relative densities and moisture
descriptions indicated on the test pit and boring logs are interpretive descriptions based on the
conditions observed during excavation and drilling.
Compaction of backfill was not in the scope of our services. Loose soil will therefore be found in
the area of the test pits. If this presents a problem, the backfill will need to be removed and
replaced with structural fill during construction.
Landsverk Quality Homes
December 9, 2013
REVIEW OF GEOTECHNICAL STUDIES
JN 13382
Page 3
We have obtained and reviewed geotechnical documents for the residence immediately north of
the subject site. There documents were prepared by Nelson Geotechnical Associates and include
a Geotechnical Engineering Evaluation dated March 24, 2004 and Supplemental Mitigation
Recommendations dated May 9, 2013.
The Geotechnical Engineering Evaluation describes site surface and subsurface conditions, and
provides foundation recommendations for the residence on the adjacent site. The evaluation
recommends drilled piers at least 20 feet deep for the western foundations, and shallow
foundations for the remainder of the residence.
The Supplemental Mitigation Recommendations describe two shallow landslides on the western
portion of the adjacent site that occurred in 2011 and 2013. The document also describes a slope
stabilization system planned to be installed on the steep slope on the adjacent site.
SLOPE STABILITY ANALYSIS
It is our understanding the new residence will be set back at least 45 feet from the top of the steep
slope/ bluff. We have conducted a slope stability analysis of the steep slope and its relationship to
the residence using the computer program SLOPE/W. To develop a cross-section of the ground
surface we used the provided topographic survey of the upper portion of the site, and hand-held
clinometer readings and Google Earth information for the steeply sloping portion of the site.
Soil parameters were needed for the analysis, with most significant being the defining strength
parameters of the site soils, including angle of internal friction and soil cohesion values. For the
upper sands found in the borings, we selected an internal friction value of 36 degrees and cohesion
of 50 pounds per square foot (psf). For the underlying layer of silty sand with gravel, we chose
representative values for cohesion and an angle of internal friction of 100 psf and 36 degrees,
respectively. Using the existing slope configuration and appropriate soil parameters, the stability of
the slope was analyzed for both static and dynamic loading conditions. For the dynamic analysis, a
peak ground coefficient of acceleration of 0.165g was used. The slope configuration and
parameters are included in the analysis information shown in the Appendix. Factors of safety
against slope failures that would approach the planned residence location were found to be over
1.5 for static conditions and 1. 15 for seismic conditions.
CONCLUSIONS AND RECOMMENDATIONS
GENERAL
THIS SECTION CONTAINS A SUMMARY OF OUR STUDY AND FINDINGS FOR THE PURPOSES OF A
GENERAL OVERVIEW ONLY. MORE SPECIFIC RECOMMENDATIONS AND CONCLUSIONS ARE
CONTAINED IN THE REMAINDER OF THIS REPORT ANY PARTY RELYING ON THIS REPORT SHOULD
READ THE ENTIRE DOCUMENT
The test pits and borings conducted for this study encountered up to about 8 feet of loose fill
material within the proposed residence footprint. The loose soil will not provide adequate support
to residence foundations. The residence foundations should bear on the medium -dense native
sand that underlies the fill material.
Landsverk Quality Homes JN 13382
December 9, 2013 Page 4
Furthermore, the very steep slope/bluff in the western portion of the site has a potential for shallow
slope failures. We expect that most failures would be shallow skin slides up to a few feet in depth
but deeper failures are also possible. As failures occur, the top of the very steep slope/bluff will
advance toward the planned residence.
The proposed 45-foot building setback is acceptable provided that the recommendations presented
in our geotechnical study are followed. To reduce the potential for anticipated failures on the steep
slope to impact the planned residence, we recommend that four -inch diameter pipe piles be
installed to support the western portion of the residence. The extent of the recommended pile -
supported portion of the foundation is illustrated on the Site Exploration Plan, Plate 2. We
recommend that the planned slab -on -grade be structurally connected to the grade beams that will
connect the pipe piles. It may be economical to install pipe piles in additional portions of the
residence footprint to avoid over -excavation of loose fill material from foundation areas. Additional
recommendations for pipe piles are presented in the Pipe Piles section. No fill soils should be
placed between the proposed house and the steep slope/ bluff, and no stormwater runoff should be
directed toward the slope.
A slope stabilization system could be installed to reduce the potential for failures of the very steep
slope. Recommendations for such a system are beyond our current scope of work but we are
available to provide additional consultation for a slope stabilization system.
The erosion control measures needed during the site development will depend heavily on the
weather conditions that are encountered. While site clearing will expose a large area of bare soil,
the erosion potential on the site is relatively low due to the gentle slope of the ground. We
anticipate that a silt fence will be needed around the downslope sides of any cleared areas.
Rocked construction access roads should be extended into the site to reduce the amount of soil or
mud carried off the property by trucks and equipment. Wherever possible, these roads should
follow the alignment of planned pavements, and trucks should not be allowed to drive off of the
rock -covered areas. Cut slopes and soil stockpiles should be covered with plastic during wet
weather. Following rough grading, it may be necessary to mulch or hydroseed bare areas that will
not be immediately covered with landscaping or an impervious surface.
The drainage and/or waterproofing recommendations presented in this report are intended only to
prevent active seepage from flowing through concrete walls or slabs. Even in the absence of active
seepage into and beneath structures, water vapor can migrate through walls, slabs, and floors from
the surrounding soil, and can even be transmitted from slabs and foundation walls due to the
concrete curing process. Water vapor also results from occupant uses, such as cooking and
bathing. Excessive water vapor trapped within structures can result in a variety of undesirable
conditions, including, but not limited to, moisture problems with flooring systems, excessively moist
air within occupied areas, and the growth of molds, fungi, and other biological organisms that may
be harmful to the health of the occupants. The designer or architect must consider the potential
vapor sources and likely occupant uses, and provide sufficient ventilation, either passive or
mechanical, to prevent a build up of excessive water vapor within the planned structure.
Geotech Consultants, Inc. should be allowed to review the final development plans to verify that the
recommendations presented in this report are adequately addressed in the design. Such a plan
review would be additional work beyond the current scope of work for this study, and it may include
revisions to our recommendations to accommodate site, development, and geotechnical
constraints that become more evident during the review process.
Landsverk Quality Homes
December 9, 2013
SEISMIC CONSIDERA TIONS
JN 13382
Page 5
In accordance with the International Building Code (IBC), the site soil profile within 100 feet of the
ground surface is best represented by Site Class Type C (Very Dense Soil and Soft Rock). As
noted in the USGS website, the mapped spectral acceleration value for a 0.2 second (S,) and 1.0
second period (Si) equals 1.22g and 0.43g, respectively.
The IBC states that a site -specific seismic study need not be performed provided that the peak
ground acceleration be equal to SDs/2.5, where SDS is determined in ASCE 7. It is noted that SDs is
equal to 2/3Sms. SN1s equals F,times Ss,where Fa is determined in Table 11.4-1. For our site, F, =
1.0. Thus, the calculated peak ground acceleration that we utilized for.the seismic -related
parameters of this report equals 0.33g.
The site soils are not susceptible to seismic liquefaction because of their dense nature and the
absence of near -surface groundwater.
PIPE PILES
Four -inch -diameter pipe piles driven with a 650- or 800- or 1,100-pound hydraulic jackhammer to
the following final penetration rates may be assigned the following compressive capacities.
.-lINSIDE ]FILE, FINALi. DRMN0. -FINAL NAL DIRMING ALLOWABLE'--....-
-DIA3MM" RATE..� COWRESSIVE
RATE
I (IjWpound hanmier)
-"800-pound
1k,
20 sec/inch 15 seclinch
Note: The refusal criteria indicated in the above table are valid only for pipe piles that are
installed using a hydraulic impact hammer carried on leads that allow the hammer to sit on
the top of the pile during driving. If the piles are installed by alternative methods, such as a
vibratory hammer or a hammer that is hard -mounted to the installation machine, numerous
load tests to 200 percent of the design capacity would be necessary to substantiate the
allowable pile load. The appropriate number of load tests would need to be determined at
the time the contractor and installation method are chosen.
As a minimum, Schedule 40 pipe should be used. The site soils should not be highly corrosive.
Considering this, it is our opinion that standard "black" pipe can be used, and corrosion protection,
such as galvanizing, is not necessary for the pipe piles.
We recommend a minimum pile length of 25 feet to achieve embedment into dense native soils.
This is simply a minimum length needed to develop sufficient capacity. Our experience with
installation of small -diameter pipe piles indicates that it is likely that they will be longer than this
minimum length to reach refusal.
Pile caps and grade beams should be used to transmit loads to the piles. Isolated pile caps should
include a minimum of two piles to reduce the potential for eccentric loads being applied to the piles.
Subsequent sections of pipe can be connected with slip or threaded couplers, or they can be
welded together. If slip couplers are used, they should fit snugly into the pipe sections. This may
require that shims be used or that beads of welding flux be applied to the outside of the coupler.
Landsverk Quality Homes A 13382
December 9, 2013 Page 6
Lateral loads due to wind or seismic forces may be resisted by passive earth pressure acting on the
vertical, embedded portions of the foundation. For this condition, the foundation must be either
poured directly against relatively level, undisturbed soil or be surrounded by level compacted fill.
We recommend using a passive earth pressure of 300 pounds per cubic foot (pcf) for this
resistance. If the ground in front of a foundation is loose or sloping, the passive earth pressure
given above will not be appropriate. We recommend a safety factor of at least 1.5 for the
foundation's resistance to lateral loading, when using the above ultimate passive value.
As discussed above in the General section, if lateral resistance from fill placed against the
foundations is required for this project, the structural engineer should indicate this requirement on
the plans for the general and earthwork contractor's information. Compacted fill placed against the
foundations can consist of on -site soil that is tamped into place using the backhoe or is compacted
using a jumping jack compactor. It is necessary for the fill to be compacted to a firm condition, but it
does not need to reach even 90 percent relative compaction to develop the passive resistance
recommended above. Due to their small diameter, the lateral capacity of vertical pipe piles is
relatively small. However, if lateral resistance in addition to passive soil resistance is required, we
recommend driving battered piles in the same direction as the applied lateral load. The lateral
capacity of a battered pile is equal to one-half of the lateral component of the allowable
compressive load, with a maximum allowable lateral capacity of 1,000 pounds. The allowable
vertical capacity of battered piles does not need to be reduced if the piles are battered steeper than
1:5 (Horizontal:Vertical).
CONVENTIONAL FOUNDATIONS
The proposed structure can be supported on conventional continuous and spread footings bearing
on undisturbed, medium -dense, native soil, or on structural fill placed above this competent native
soil. See the section entitled General Earthwork and Structural Fill for recommendations
regarding the placement and compaction of structural fill beneath structures. We recommend that
continuous and individual spread footings have minimum widths of 16 and 24 inches, respectively.
Exterior footings should also be bottomed at least 18 inches below the lowest adjacent finish
ground surface for protection against frost and erosion. The local building codes should be
reviewed to determine if different footing widths or embedment depths are required. Footing
subgrades must be cleaned of loose or disturbed soil prior to pouring concrete. Depending upon
site and equipment constraints, this may require removing the disturbed soil by hand.
Depending on the final site grades, overexcavation may be required below the footings to expose
competent native soil. Unless lean concrete is used to fill an overexcavated hole, the
overexcavation must be at least as wide at the bottom as the sum of the depth of the
overexcavation and the footing width. For example, an overeXcavation extending 2 feet below the
bottom of a 2-foot-wide footing must be at least 4 feet wide at the base of the excavation. If lean
concrete is used, the overexcavation need only extend 6 inches beyond the edges of the footing. A
typical detail for overexcavation beneath footings is attached as Plate 7.
An allowable bearing pressure of 2,000 pounds per square foot (psf) is appropriate for footings
supported on competent native soil. A one-third increase in this design bearing pressure may be
used when considering short-term wind or seismic loads. For the above design criteria, it is
anticipated that the total post -construction settlement of footings founded on competent native soil,
or on structural fill up to 5 feet in thickness, will be about one -inch, with differential settlements on
the order of one -half -inch in a distance of 30 feet along a continuous footing with a uniform load.
Landsverk QUality Homes JN 13382
December 9, 2013 Page 7
Lateral loads due to wind or seismic forces may be resisted by friction between the foundation and
the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the
foundation. For the latter condition, the foundation must be either poured directly against relatively
level, undisturbed soil or be surrounded by level, well -compacted fill. We recommend using the
following ultimate values for the foundation's resistance to lateral loading:
I oil
Coeffici nt of Friction 0.40
Passive Earth Pressure 350 pcf
Where: (i) pcf is pounds per cubic foot, and (ii) passive earth
pressure is computed using the equivalent fluid density.
If the ground in front of a foundation is loose or sloping, the passive earth pressure given above will
not be appropriate. We recommend maintaining a safety factor of at least 1.5 for the foundation's
resistance to lateral loading, when using the above ultimate values.
PERMANENT FOUNDATION AND RETAINING WALLS
Retaining walls backfilled on only one side should be designed to resist the lateral earth pressures
imposed by the soil they retain. The following recommended parameters are for walls that restrain
level backfill:
Where: (i) pcf is pounds per cubic foot, and (ii) active and
passive earth pressures are computed using the equivalent fluid
pressures.
* For a restrained wall that cannot deflect at least 0.002 times its
height, a uniform lateral pressure equal to 10 psf times the height
of the wall should be added to the above active equivalent fluid
pressure.
The values given above are to be used to design only permanent foundation and retaining walls
that are to be backfilled, such as conventional walls constructed of reinforced concrete or masonry.
It is not appropriate to use the above earth pressures and soil unit weight to back -calculate soil
strength parameters for design of other types of retaining walls, such as soldier pile, reinforced
earth, modular or soil nail walls. We can assist with design of these types of walls, if desired. The
passive pressure given is appropriate only for a shear key poured directly against undisturbed
native soil, or for the depth of level, well -compacted fill placed in front of a retaining or foundation
wall. The values for friction and passive resistance are ultimate values and do not include a safety
factor. We recommend a safety factor of at least 1.5 for overturning and sliding, when using the
above values to design the walls. Restrained wall soil parameters should be utilized for a distance
of 1.5 times the wall height from corners or bends in the walls. This is intended to reduce the
amount of cracking that can occur where a wall is restrained by a corner.
Landsverk Quality Homes JN 13382
December 9, 2013 Page 8
The design values given above do not include the effects of any hydrostatic pressures behind the
walls and assume that no surcharges, such as those caused by slopes, vehicles, or adjacent
foundations will be exerted on the walls. If these conditions exist, those pressures should be added
to the above lateral soil pressures. Where sloping backfill is desired behind the walls, we will need
to be given the wall dimensions and the slope of the backfill in order to provide the appropriate
design earth pressures. The surcharge due to traffic loads behind a wall can typically be
accounted for by adding a uniform pressure equal to 2 feet multiplied by the above active fluid
density. Heavy construction equipment should not be operated behind retaining and foundation
walls within a distance equal to the height of a wall, unless the walls are designed for the additional
lateral pressures resulting from the equipment.
Wall Pressures Due to Seismic Forces
The surcharge wall loads that could be imposed by the design earthquake can be modeled
by adding a uniform lateral pressure to the a bove-recom mended active pressure. The
recommended surcharge pressure is 7H pounds per square foot (psf), where H is the
design retention height of the wall. Using this increased pressure, the safety factor against
sliding and overturning can be reduced to 1.2 for the seismic analysis.
Retaining Wall Backfill and Waterproofin
Backfill placed behind retaining or foundation walls should be coarse, free -draining
structural fill containing no organics. This backfill should contain no more than 5 percent silt
or clay particles and have no gravel greater than 4 inches in diameter. The percentage of
particles passing the No. 4 sieve should be between 25 and 70 percent. A drainage
composite similar to Miradrain 6000 should be placed against the backfilled retaining walls.
The drainage composites should be hydraulically connected to the foundation drain system.
For increased protection, drainage composites should be placed along cut slope faces, and
the walls should be backfilled entirely with free -draining soil. The later section entitled
Drainage Considerations should also be reviewed for recommendations related to
subsurface drainage behind foundation and retaining walls.
The purpose of these backfill requirements is to ensure that the design criteria for a
retaining wall are not exceeded because of a build-up of hydrostatic pressure behind the
wall. The top 12 to 18 inches of the backfill should consist of a compacted, relatively
impermeable soil or topsoil, or the surface should be paved. The ground surface must also
slope away from backfilled walls to reduce the potential for surface water to percolate into
the backfill.
It is critical that the wall backfill be placed in lifts and be properly compacted, in order for the
above-recom mended design earth pressures to be appropriate. The wall design criteria
assume that the backfill will be well -compacted in lifts no thicker than 12 inches. The
compaction of backfill near the walls should be accomplished with hand -operated
equipment to prevent the walls from being overloaded by the higher soil forces that occur
during compaction. The section entitled General Earthwork and Structural Fill contains
additional recommendations regarding the placement and compaction of structural fill
behind retaining and foundation walls.
The above recommendations are not intended to waterproof below -grade walls, or to
prevent the formation of mold, mildew or fungi in interior spaces. Over time, the
Landsverk Quality Homes
December 9, 2013
JN 13382
Page 9
performance of subsurface drainage systems can degrade, subsurface groundwater flow
patterns can change, and utilities can break or develop leaks. Therefore, waterproofing
should be provided where future seepage through the walls is not acceptable. This typically
includes limiting cold -joints and wall penetrations, and using bentonite panels or
membranes on the outside of the walls. There are a variety of different waterproofing
materials and systems, which should be installed by an experienced contractor familiar with
the anticipated construction and subsurface conditions. Applying a thin coat of asphalt
emulsion to the outside face of a wall is not considered waterproofing, and will only help to
reduce moisture generated from water vapor or capillary action from seeping through the
concrete. As with any project, adequate ventilation of basement and crawl space areas is
important to prevent a build up of water vapor that is commonly transmitted through
concrete walls from the surrounding soil, even when seepage is not present. This is
appropriate even when waterproofing is applied to the outside of foundation and retaining
walls. We recommend that you contact a specialty consultant if detailed recommendations
or specifications related to waterproofing design, or minimizing the potential for infestations
of mold and mildew are desired.
The General, Slabs -On -Grade, and Drainage Considerations sections should be
reviewed for additional recommendations related to the control of groundwater and excess
water vapor for the anticipated construction.
SLABS -ON -GRADE
The building floors can be constructed as slabs -on -grade atop competent native soil, or on
structural fill. The subgrade soil must be in a firm, non -yielding condition at the time of slab
construction or underslab fill placement. Any soft areas encountered should be excavated and
replaced with select, imported structural fill.
Even where the exposed soils appear dry, water vapor will tend to naturally migrate upward through
the soil to the new constructed space above it. This can affect moisture -sensitive flooring, cause
imperfections or damage to the slab, or simply allow excessive water vapor into the space above
the slab. All interior slabs -on -grade should be underlain by a capillary break or drainage layer
consisting of a minimum 4-inch thickness of gravel or crushed rock that has a fines content
(percent passing the No. 200 sieve) of less than 3 percent and a sand content (percent passing the
No. 4 sieve) of no more than 10 percent. As noted by the American Concrete Institute (ACI) in the
Guides for Concrete Floor and Slab Structures, proper moisture protection is desirable immediately
below any on -grade slab that will be covered by tile, wood, carpet, impermeable floor coverings, or
any moisture -sensitive equipment or products. ACI also notes that vapor retarders, such as 6-mil
plastic sheeting, have been used in the past, but are now recommending a minimum 10-mil
thickness. A vapor retarder is defined as a material with a permeance of less than 0.3 perms, as
determined by ASTM E 96. It is possible that concrete admixtures may meet this specification,
although the manufacturers of the admixtures should be consulted. Where vapor retarders are
used under slabs, their edges should overlap by at least 6 inches and be sealed with adhesive
tape. The sheeting should extend to the foundation walls for maximum vapor protection. If no
potential for vapor passage through the slab is desired, a vapor barrier should be used. A vapor
barrier, as defined by ACI, is a product with a water transmission rate of 0.01 perms when tested in
accordance with ASTM E 96. Reinforced membranes having sealed overlaps can meet this
requirement.
Landsverk Quality Homes JN 13382
December 9, 2013 Page 10
In the recent past, ACI (Section 4.1.5) recommended that a minimum of 4 inches of well -graded
compactable granular material, such as a 5/8-inch-minus crushed rock pavement base, be placed
over the vapor retarder or barrier for their protection, and as a "blotter" to aid in the curing of the
concrete slab. Sand was not recommended by ACI for this purpose. However, the use of material
over the vapor retarder is controversial as noted in current ACI literature because of the potential
that the protection/blotter material can become wet between the time of its placement and the
installation of the slab. If the material is wet prior to slab placement, which is always possible in the
Puget Sound area, it could cause vapor transmission to occur up through the slab in the future,
essentially destroying the purpose of the vapor barrier/retarder. Therefore, if there is a potential
that the protection/blotter material will become wet before the slab is installed, ACI now
recommends that no protection/blotter material be used. However, ACI then recommends that,
because there is a potential for slab curl due to the loss of the blotter material, joint spacing in the
slab be reduced, a low shrinkage concrete mixture be used, and "other measures" (steel
reinforcing, etc.) be used. ASTM E-1643-98 "Standard Practice for Installation of Water Vapor
Retarders Used in Contact with Earth or Granular Fill Under Concrete Slabs" generally agrees with
the recent ACI literature.
We recommend that the contractor, the project materials engineer, and the owner discuss these
issues and review recent ACI literature and ASTM E-1643 for installation guidelines and guidance
on the use of the protection/blotter material.
The General, Permanent Foundation and Retaining Walls, and Drainage Considerations
sections should be reviewed for additional recommendations related to the control of groundwater
and excess water vapor for the anticipated construction.
ROCKERIES
We anticipate that rookeries may be used in the site development. A rookery is not intended to
function as an engineered structure to resist lateral earth pressures, as a retaining wall would do.
The primary function of a rookery is to cover the exposed, excavated surface and thereby retard
the erosion process. We recommend limiting rookeries to an exposed height of 8 feet and placing
them against only dense, competent, native soil. The lower 12 inches of any rookery must be
embedded below the finish grade that will exist at the face of the rookery. Rookeries that are taller
than 8 feet, or that are placed in front of loose soil or in areas of compacted fill will require
additional engineering.
The construction of rookeries is, to a large extent, an art not entirely controllable by engineering
methods and standards. It is imperative that rookeries, if used, are constructed with care and in a
proper manner by an experienced contractor with proven ability in rookery construction. The
rookeries should be constructed with hard, sound, durable rock in accordance with accepted local
practice and standards. In general, the lowest two rows of rocks should have a minimum depth (as
measured perpendicular to the rookery's face) of 1/3 of the rookery's height. Soft rock, or rock with
a significant number of fractures or inclusions, should not be used, in order to limit the amount of
maintenance and repair needed over time. Provisions for maintenance, such as access to the
rookery, should be considered in the design. In general, we recommend that rookeries have a
minimum dimension of one-third the height of the slope cut above them. Tiered rookeries are not
recommended, unless there is sufficient space to construct upper tiers that do not exert lateral
pressure an the lower tiers. The base of a tiered rookery's upper wall should be set back from the
rear of the lower rocks an amount equal to the height of the lower tiers.
Landsverk Quality Homes
December 9, 2013
EXCA VA TIONS AND SLOPES
A 13382
Page 11
Excavation slopes should not exceed the limits specified in local, state, and national government
safety regulations. Temporary cuts to a depth of about 4 feet may be attempted vertically in
unsaturated soil, if there are no indications of slope instability. However, vertical cuts should not be
made near property boundaries, or existing utilities and structures. Based upon Washington
Administrative Code (WAC) 296, Part N, the soil at the subject site would generally be classified as
Type B. Therefore, temporary cut slopes greater than 4 feet in height should not be excavated at
an inclination steeper than 1:1 (Horizontal:Ver-tical), extending continuously between the top and
the bottom of a cut.
The a bove-recorn mended temporary slope inclination is based on the conditions exposed in our
explorations, and on what has been successful at other sites with similar soil conditions. It is
possible that variations in soil and groundwater conditions will require modifications to the
inclination at which temporary slopes can stand. Temporary cuts are those that will remain
unsupported for a relatively short duration to allow for the construction of foundations, retaining
walls, or utilities. Temporary cut slopes should be protected with plastic sheeting during wet
weather. It is also important that surface water be directed away from temporary slope cuts. The
cut slopes should also be backfilled or retained as soon as possible to reduce the potential for
instability. Please note that sand or loose soil can cave suddenly and without warning. Excavation,
foundation, and utility contractors should be made especially aware of this potential danger. These
recommendations may need to be modified if the area near the potential cuts has been disturbed in
the past by utility installation, or if settlement -sensitive utilities are located nearby.
All permanent cuts into native soil should be inclined no steeper than 2:1 (H:V), Compacted fill
slopes should not be constructed with an inclination steeper than 2:1 (H:V). To reduce the potential
for shallow sloughing, fill must be compacted to the face of these slopes. This can be
accomplished by overbuilding the compacted fill and then trimming it back to its final inclination.
Adequate compaction of the slope face is important for long-term stability and is necessary to
prevent excessive settlement of patios, slabs, foundations, or other improvements that may be
placed near the edge of the slope.
Water should not be allowed to flow uncontrolled over the top of any temporary or permanent
slope. All permanently exposed slopes should be seeded with an appropriate species of vegetation
to reduce erosion and improve the stability of the surficial layer of soil. Topsoil is often placed on
regraded slopes to promote growth of vegetation. Proper preparation of the regraded surface, and
use of appropriate topsoil is necessary to prevent the topsoil from sliding off the slope. This is
most likely to occur following extended wet weather if a silty topsoil is used. On steeper slopes, it
may be necessary to "track walk" the slope or cut small grooves across the slope prior to placing
the topsoil.
Any disturbance to the existing slope outside of the building limits may reduce the stability of the
slope. Damage to the existing vegetation and ground should be minimized, and any disturbed
areas should be revegetated as soon as possible. Soil from the excavation should not be placed
on the slope, and this may require the off -site disposal of any surplus soil.
Landsverk Quality Homes
December 9, 2013
DRAINAGE CONSIDERATIONS
JN 13382
Page 12
Foundation drains should be used where (1) crawl spaces or basements will be below a structure,
(2) a slab is below the outside grade, or (3) the outside grade does not slope downward from a
building. Drains should also be placed at the base of all earth -retaining walls. These drains should
be surrounded by at least 6 inches of 1-inch-minus, washed rock and then wrapped in non -woven,
geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At its highest point, a
perforated pipe invert should be at least 6 inches below the bottom of a slab floor or the level of a
crawl space, and it should be sloped for drainage. All roof and surface water drains must be kept
separate from the foundation drain- system. A typical drain detail is attached to this report as Plate
8. For the best long-term performance, perforated PVC pipe is recommended for all subsurface
drains.
A vapor retarder, as defined in the Slabs -On -Grade section, should be provided in any crawl space
area to limit the transmission of water vapor from the underlying soils. Also, an outlet drain is
recommended for all crawl spaces to prevent a build up of any water that may bypass the footing
drains.
No groundwater was observed during our field work. If seepage is encountered in an excavation, it
should be drained from the site by directing it through drainage ditches, perforated pipe, or French
drains, or by pumping it from sumps interconnected by shallow connector trenches at the bottom of
the excavation.
The excavation and site should be graded so that surface water is directed off the site and away
from the tops of slopes. Water should not be allowed to stand in any area where foundations,
slabs, or pavements are to be constructed. Final site grading in areas adjacent to a building should
slope away at least 2 percent, except where the area is paved. Surface drains should be provided
where necessary to prevent ponding of water behind foundation or retaining walls.
GENERAL EARTHWORK AND STRUCTURAL FILL
All building and pavement areas should be stripped of surface vegetation, topsoil, organic soil, and
other deleterious material. The stripped or removed materials should not be mixed with any
materials to be used as structural fill, but they could be used in non-structural areas, such as
landscape beds.
Structural fill is defined as any fill, including utility backfill, placed under, or close to, a building,
behind permanent retaining or foundation walls, or in other areas where the underlying soil needs
to support loads. All structural fill should be placed in horizontal lifts with a moisture content at, or
near, the optimum moisture content. The optimum moisture content is that moisture content that
results in the greatest compacted dry density. The moisture content of fill is very important and
must be closely controlled during the filling and compaction process.
Fills placed on sloping ground should be keyed into the native medium -dense soils. This is typically
accomplished by placing and compacting the structural fill on level benches that are cut into the
competent soils. The allowable thickness of the fill lift will depend on the material type selected, the
compaction equipment used, and the number of passes made to compact the lift. The loose lift
thickness should not exceed 12 inches. We recommend testing the fill as it is placed. If the fill is
not sufficiently compacted, it can be recompacted before another lift is placed. This eliminates the
Landsverk Quality Homes
December 9, 2013
A 13382
Page 13
need to remove the fill to achieve the required compaction. The following table presents
recommended relative compactions for structural fill:
Where: Minimum Relative Compaction is the ratio, expressed in
percentages, of the compacted dry density to the maximum dry
density, as determined in accordance with ASTM Test
Designation 0 1557-91 (Modified Proctor).
Use of On -Site Soil
If grading activities take place during wet weather, or when the silty, on -site soil is wet, site
preparation costs may be higher because of delays due to rain and the potential need to
import granular fill. The on -site soil is generally silty and therefore moisture sensitive.
Grading operations will be difficult during wet weather, or when the moisture content of this
soil exceeds the optimum moisture content.
Moisture -sensitive soil may also be susceptible to excessive softening and "pumping" from
construction equipment, or even foot traffic, when the moisture content is greater than the
optimum moisture content. It may be beneficial to protect subgrades with a layer of
imported sand or crushed rock to limit disturbance from traffic.
Structural fill that will be placed in wet weather should consist of a coarse, granular soil with a silt or
clay content of no more than 5 percent. The percentage of particles passing the No. 200 sieve
should be measured from that portion of soil passing the three -quarter -inch sieve.
LIMITA TIONS
The conclusions and recommendations contained in this report are based on site conditions as
they existed at the time of our exploration and assume that the soil and groundwater conditions
encountered in the test pits and borings are representative of subsurface conditions on the site. If
the subsurface conditions encountered during construction are significantly different from those
observed in our explorations, we should be advised at once so that we can review these conditions
and reconsider our recommendations where necessary. Unanticipated conditions are commonly
encountered on construction sites and cannot be fully anticipated by merely taking samples in test
pits or borings. Subsurface conditions can also vary between exploration locations. Such
unexpected conditions frequently require making additional expenditures to attain a properly
constructed project. It is recommended that the owner consider providing a contingency fund to
accommodate such potential extra costs and risks. This is a standard recommendation for all
projects.
Landsverk Quality Homes JN 13382
December 9, 2013 Page 14
The recommendations presented in this report are directed toward the protection of only the
proposed residence from damage due to slope movement. Predicting the future behavior of steep
slopes and the potential effects of development on their stability is an inexact and imperfect
science that is currently based mostly on the past behavior of slopes with similar characteristics.
Landslides and soil movement can occur on steep slopes before, during, or after the development
of property. At additional cost, we can provide recommendations for reducing the risk of future
movement on the steep slopes, which could involve regrading the slopes or installing subsurface
drains or costly retaining structures. However, the owner must ultimately accept the possibility that
some slope movement could occur, resulting in possible loss of ground or damage to the facilities
around the proposed residence.
This report has been prepared for the exclusive use of Landsverk Quality Homes and its
representatives for specific application to this project and site. Our recommendations and
conclusions are based on observed site materials and engineering analyses. Our conclusions and
recommendations are professional opinions derived in accordance with current standards of
practice within the scope of our services and within budget and time constraints. No warranty is
expressed or implied. The scope of our services does not include services related to construction
safety precautions, and our recommendations are not intended to direct the contractor's methods,
techniques, sequences, or procedures, except as specifically described in our report for
consideration in design. Our services also do not include assessing or minimizing the potential for
biological hazards, such as mold, bacteria, mildew and fungi in either the existing or proposed site
development.
ADDITIONAL SERVICES
In addition to reviewing the final plans, Geotech Consultants, Inc. should be retained to provide
geotechnical consultation, testing, and observation services during construction. This is to confirm
that subsurface conditions are consistent with those indicated by our exploration, to evaluate
whether earthwork and foundation construction activities comply with the general intent of the
recommendations presented in this report, and to provide suggestions for design changes in the
event subsurface conditions differ from those anticipated prior to the start of construction.
However, our work would not include the supervision or direction of the actual work of the
contractor and its employees or agents. Also, job and site safety, and dimensional measurements,
will be the responsibility of the contractor.
Landsverk Quality Homes JN 13382
December 9, 2013 Page 15
During the construction phase, we will provide geotechnical observation and testing services when
requested by you or your representatives. Please be aware that we can only document site work
we actually observe. It is still the responsibility of your contractor or on -site construction team to
verify that our recommendations are being followed, whether we are present at the site or not.
The following plates are attached to complete this report:
Plate 1 Vicinity Map
Plate 2 Site Exploration Plan
Plates 3 - 4 Test Pit Logs
Plates 5 - 6 Boring Logs
Plate 7 Typical Footing Overexcavation
Plate 8 Typical Footing Drain Detail
We appreciate the opportunity to be of service on this project. If you have any questions, or if we
may be of further service, please do not hesitate to contact us.
TRC/JHS: at
Respectfully submitted,
GEOTECH CONSULTANTS, INC.
Thor Christensen, P.E.
James H. Strange, Jr., P.E.
Associate
GEOTECH CONSULTANTS, INC.
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(Source: Microsoft Streets and Trips, 2004)
VICINITY A4AP
1 780X Vista Del Mar Drive
Edmonds, Washington
Job No:
Date:
Plate:
1
13382
1 Nov. 2013 1
1 1
AV
Recommended Extent of
Pile Supported Foundations
lo 8
A/
NI
TP-2
6`-
Leclend:
Test boring location
Test pit location
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GEOTECH
CONSULTANTS, INC.
Ahouth
4 L
t I
SITE EXPLORATION PLAN
1780X Vista Del Mar Drive
Edmonds, Washington
Job No: Date: No Scale Plate: 2
13382 Dec. 2013 1 1
5
10
5
10
TEST PIT 1
Description
FILL Dark brown silty SAND with gravel and organics, moist, loose (FILL)
Buried topsoil
Brown SAND with silt and gravel, fine to coarse -grained, moist, medium -dense
-reduced silt content
msal
• Test Pit terminated at 9.5 feet on October 17, 2013.
• No groundwater seepage was observed during excavation.
* No caving observed during excavation.
Description
Dark brown silty SAND with gravel, organics, and pieces of concrete and brick, moist,
loose (FILL)
Brown SAND with gravel, fine to coarse -grained, moist, medium -dense
Test Pit terminated at 6.5 feet on October 17, 2013.
No groundwater seepage was observed during excavation.
Caving was observed at 3.0 feet during excavation.
GEOTECH
CONSULTANTS, LNC.
TEST PIT LOG
1780X Vista Del Mar Drive
Edmonds, Washington
Job
Date:
Loggedby:
13382
1 Nov. 2013
1 TRC
IPlate: �
3
5
10
TEST PIT 3
TOPSOIL
Description
.0, . G'�'
0.0. 010 Brown SAND with gravel, fine to coarse -grained, moist, medium -dense
;a 'N 0;�'
sw
• Test Pit terminated at 8.0 feet on October 17, 2013.
• No groundwater seepage was observed during excavation.
• No caving observed during excavation.
GEOTECH
CONSULTAINTS, LNC.
TEST PIT LOG
1780X Vista Del Mar Drive
Edmonds, Washington
Job
Date:
Logged by:
I Plate: I
13382
1 Nov. 2013
1 TRC
4
01
5
10
15
20
25
30
BORING I
5 �00 �'\z C'
Description
'80
9
1
Brown SAND with trace silt, fine to coarse -grained, moist, loose
c o�'. go
PC',
17
2
-becomes medium -dense
SW
31
3
-becomes dense
% -
46
4
.01
0
2 s'.
50/5"1 5 1
50/2"1 6
Brown silty SAND with gravel, fine to coarse -grained, moist, very dense
sm
Test boring was terminated on November 21, 2013 at 25.2 feet.
No groundwater was encountered during drilling.
GEOTECH
CONSULTANTS, INC.
TEST BORING LOG
1780X Vista Del Mar Drive
Edmonds, Washington
1 Job Date: Loggedby: 1PIate:
13382 Dec. 2013 TRC 5
011
BORING 2
Description
FILL
5
4 1 Brown SAND with silt, gravel, and trace organics, fine to coarse -grained, wet,
loose (FILL)
10 sw
23 2 - 0-0 , ' Brown SAND with trace silt, fine to coarse -grained, moist, medium -dense
"a"Z"
Test boring was terminated on November 21, 2013 at 11.5 feet.
151 No groundwater was encountered during drilling.
20
25
30
GEOTECH
CONSULTAINTS, LNC.
TEST BORING LOG
1780X Vista Del Mar Drive
Edmonds, Washington
Job
Date:
Loggedby:
Plate:
13382
1 Nov. 2013
1 TRC
1 6
LF)�
000
Unsuita�ble o 0 ��4 0 0';6� -Z' �0 C' 0 gin 0 0
0 M 0
Soils 1 -.0 -0* 'C' 0
; * 0 0
. - . . I . o
C
4" X
r-L
4)
0
0 0 - . '0
>
C, 0.0.o
Width ofl9nre 0 0.0-0.
xcavation
�'n
Structural Fill (refer to report for
gradation and compaction requirements).
See Note 2 for condition where lean
concrete is used to backfill the
overexcavation.
Suitable Bearing Soil (Refer to report for description)
verify by Geotechnical Engineer prior to placing Structural
Fill.
Width of Overexcavation = Footing Width (FW) + Depth of Overexcavation
NOTES:
1. Refer to report text for additional overexcavation, foundation, and structural fill considerations.
2. Where lean concrete (minimum 1-1/2 sacks of cement per cubic yard) is used to backfill the
overexcavation, the overexcavation must extend only 6 inches beyond the edges of the footing.
GEOTECH
CONSULTANTS, INC.
TYPICAL FOOTLNG OVEREXCAVATION
1780X Vista Del Mar Drive
Edmonds, Washington
Job No:
Date:
Plate:
13382
Dec. 2013
1
1 7
Slope backfill away from
foundation. Provide surface
y.
drains where necessar 2-
Backfill
(See text for
requirements)
0
Nonwoven Geotextile
Filter Fabric
0
Washed Rock
LL-
(7/8" min. size)
0�0�0 10'
0 '00 O� 9 7- V'
4" min.
Tightline Roof Drain
(Do not connect to footing drain)
I Possible Slab
4" Perforated Hard PVC Pipe
(invert at least 6 inches below
slab or crawl space. Slope to
drain to appropriate outfall.
Place holes downward.)
-.0 * 0.-- -. , -. 0 . -
Vapor Retarder/Barrier and
Capillary Break/Drainage Layer
(Refer to Report text)
NOTES:
(1) In crawl spaces, provide an outlet drain to prevent buildup of water that
bypasses the perimeter footing drains.
(2) Refer to report text for additional drainage, waterproofing, and slab considerations.
GEOTECH
CONSULTAINTS, LNC.
FOOTING DRAIN DETAIL
1780X Vista Del Mar Drive
Edmonds, Washington
Job No:
Date:
Plate:
13382
1 Dec. 2013 1
1 8
Appendix - Slope Stability Analysis
4 1
Static Analysis
LOO-cwt
gamma = 125 pcf
phi = 36 degrees
1.556
c = 50 psf
300
f
il
V
150 -
140 -
130 -
120 -
110
100
90
80
70
60
50
40
30
20
i Or-
o
0
Seismic Analysis
6T M
gamma = 125 pcf
1.190 phi = 36 degrees
c = 50 psf
300
-LOT_--L1K._--ADJUSTMENT NO. PLN20120008
va
M(TSTING Lq�T AFIFA
SQ_ rr. APPES
`Iw . . — /
COT 9 _...--"43.850 .-1.0067 pe'
�gx 40 1Z000,._..0.2-A55- Iqp
S36*12*11-W-\ A
1'- 25.34' V0 N.100 _J�,/ \,() .1dop
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- f . . . . . . .
T 41
PROPOSED;J-O AREA &
;�01'19'09'E
50. FT. ACRE
-4 ---- -- O.'b�97
9.35'
LOT 9 24.
LOT 10 31.034 O.7j2*_
17804 VISTA
SITE NOTES
I.EXISTING LEGAL DESCRIPTIONS AND EASEMENTS SHC�;N ARE BASEQ-ON`� DEL MAR DR
TITLE REPORT FURNISHED BY TITLE RESOURDES' GUARANTY CCIMPANY. I _. _ / 14"'� DEO(
IV MULTI -LEVEL
ORDER NUMBER CS-40089905 AND CS-40089906. DATED TtBRUARY. 2orz. IV, _91 WOW HOUSE
IV
2.HORIZONTAL DATUM: bIT b N I TOP OF ROOF GRAVEL
L
N 83/91 .. ......... 9 v DRIVE
AD WASHINGTON STATE -PLANE NORTH ZONE.—- ELEV-172 6' 1(
%
BASIS OF BEARING IS GRID. 11 1b 70
PROPOSED 11.3,
3.ANGLES AND DISTANCES SHOWN HEREON ARE GROUND. q Cf r dd�
LOT LINE i . )e
v\
Lt
4ANSTRUMENT- )1g
TH 'S SURVEY WAS PERFORMED WITH A LEICA TCR 1203. SERIAL NUMk2
22'1188 AND LEICA ATX1230 GPS UNIT. SERIAL NUMBER 160230. \9 X_
S.PRECISION-
PRECISIC . .........
N EXCEEDS 1:10.000 GROUND TRAVERSE METHODS AND WERE IN S88*40'51'E 20.02'
ACCORDANCE WITH WAC 332-130-090. x 6
18.00' L=31 '42
----- -- LOT LINE TO A=90-00-42-
&UTILITY STUBS ARE NOT PROVIDED TO LOT 9; CONNECTION IS REOUIRED AT BE REMOVED R=20.00
TIME OF LOT DEVELOPMENT. �N Or ?L -PROP ]SED
Al N --- / '1�
I ti fl�
7.SURVEY REFERENCES- -sED C3
11 L
(PLAT) - PLAT I
OF VISTA DEL MAR, ACCORDING TO THE PLAT THEREOF y LOT 9
RECORDED UNDER RECORDING NUMBER 2000101950OZ IN SNOHOMISH 1 11 c,
4,4 -, *- I
�: CR
'y 24.816 SOFT.
COUNTY. WASHINGTON. /.4 / I I I
7 '09.
0.5.697 ArCRES;
(PLATI) - CITY OF EDMONDS LOT LINE ADJUSTMENT NO. 2003-185.
RECORDED JANUARY 14. 2004, UNDER RECORDING NUMBER 200401140865. -0;;INUNK q-,
-$� PROPOSED
FENCE
&THE EXISTING ASPHALT DRIVE. CONCRETE PAD AND CONCRETE STEPS V
AD -2 LOT LINE
A\ 15 u 3` !1
WHICH STR OLE THE PROPERTY LINE BETWEEN LOTS 9 AND 10 MAY y
REMAIN IN PLACE UNTIL THE ISSUANCE OF A BUILDING PERMIT FOR A NEW (9, 4 _.
RESIDENCE ON LOT 9 OR LOT 10 OR THE SEPARATION OF OWNERSHIP OF -PROPOSED-
TIME THE FEATURES 0 0 /
LOT 9 AND 10, WHICHEVER OCCURS FIRST, AT WHICH v � " - (� -0 - . u
41. . , I cs
SHALL BE REMOVED. �dp 11 A I T 1 () L, P :3 Z
ZONING
ZONING FOR THE LOTS SHOWN is RS-1Z
a 13 30
IN FEET
1 inch - 30 ft
-Zo �E �� � 4 rjoo2_
DECK
31.034 SOFT.
0.7124 ACRES
1z
195.
------ I-'- N0119,09,f
I_
DEL AR OR _3
WOOD HOUSE
'S
REMNANT
TOP PF ROOF OLD/D
AN ------ -- - CONC,
ELEV.- 157.3* GRAVEL- COT LINE TO
DRJVE BE REMOVED SEE N S88'49'54'E
<
2
S8 58.. 30.3 3:,
LEGENM.
-- — — — — — — — — — — — — — -
PROPOSED
FOUND DEA REBAR & CAP; ci
LS III 189G4 L
....... LOT LINE,
SET REBAR AND CAP;
�z T,
LSO 45170 -E 45.--r/ If
00, 1� lee
(PLAT) DENOTES PLAT OF
VISTA DEL MAR
(PLAT1) DENOTES LLA PER
REQ NO. 200401140855
RH
BUSH, ROED & HITCHINGS, lNb:---
CIVIL ENGINEERS & LAND SURVEYORS
2009 MINOR AVE. EAST
SEATTLE, WA 98102 (206) 323-4144
URVEY JA TH E
SW-Y4' SIN Y4, SEC.7',_"r-27 N, R 4 E.
-AND
SE Y4. -SE_)� SEG:-i2. T 27---4, R 3 E.W.M...
EDMONDS. WASHNGTGN--- - -_
DWN. BY.' - OQR.--- SCALr:- 1: 30
CHK. BY: _-EYA1B
YA13 _JOB Nq...29al2Q2,3�_-
DATE: 04/11/1�-_ SKEt 2 OF 2
.LC)T`L1NE--
ADJUSTMENT NO. PLN20120008
QERTIFICATION:
EMSTING LOT 9 LEGAL DESCRIPTION
WE dERTIFY THAT WE ARE THE LEGAL OWNERS OF THE
NEW LOT 9 OF CITY OF EDMONDS LOT LINE ADJUSTMENT
PRdPERTIES DESCRIBED ON THIS SURVEY AND CERTIFY THAT THIS
NO. 2003-185, RECORDED JANUARY 14, 2004, UNDER
L73T LINE ADJUSTMENT IS MADE OF BY OUR FREE WILL AND
-TO
RECORDING NUMBER 200401140865, BEING A PORTION OF
_.ACCORU OUR DESIRES.
LOTS 9 AND 10, VISTA DEL MAR, ACCORDING TO THE PLAT
THEREOF RECORDED UNDER RECORDING NUMBER
PJWPERTr6OWNER�S) SIGNATURES
200010195002, IN SNOHOMISH COUNTY. WASHINGTON.
EMSTING LOT 10 LEGAL DESCRIP71ON
LOT 10 OF CITY OF EDMONDS LOT LINE ADJUSTMENT
LL-2003-185. RECORDED JANUARY 14, 2004 UNDER
RECORDING NUMBER 200401140865, BEING A PORTION OF
LOTS 9 AND 10, VISTA DEL MAR. ACCORDING TO THE PLAT
BONN[E.J:_TRAUTMf&%h---
THEREOF RECORDED UNDER RECORDING NUMBER
(ROLF TRAU-TMANN and.BOWNIE J. URArJ)G'�N,`Rasdd"d i
n and wife).�
200010195002, IN SNOHOMISH COUNTY, WASHINGTON.
ACKNOWLE6GEMEW: ......
PROPOSED LOT 9 LEGAL DESCRIPTION
THAT PORTION OF LOTS 9 AND 10 OF CITY OF EDMONDS LOT LINE ADJUSTMENT NO.
STATE OF WASHINGTON
UL-2003-185, RECORDED UNDER SNOHOMISH - COUNTY RECORDING NO.
Sa
200401140865, RECORDS ..OF SNOHOMISH COUNTY. . SATE OF WASHINGTON. WHICH
LIES NORTH AND NORTHERLY OF THE FOLLOWING DESCRIBED LINE;
COUNTY OF SNOHOMISH
BEGINNING AT THE WEST MOST CORNER OF SAID LOT 9, ALSO BEING THE NORTH
MOST CORNER OF LOT 11 OF VISTA DEL MAR, ACCORDING TO THE PLAT THEREOF
ON THIS DAY PERSONALLY APPEARED BE-i6l��ME TO
RECORDED UNDER SNOHOMISH COUNTY RECORDING NO. 20010195002;
ME KNOWN TO BE THE aLotgr -- _� THE CORPORATION 1ESCRIBEb-1 THE
THENCE NORTH 36*03*10" EAST ALONG THE- WEST LINE OF SAID LOT 9. A
-
FOREGOING INSTRUMENT, AND ACKNOWLEDGQ TjjAf_THESAdE)-WSTRWENT TO Ik
DISTANCE OF 69.15 FEET TO THE TRUE POINT OF BEGINNING
THE FREE AND VOLUNTARY ACT AND DEED OF_SAIDL<ORPORATIOt�-F4R 11;E USES7-
THENCE SOUTH 55*06'09- EAST. A DISTANCE OF 102.32 FEET,
AND PURPOSES THEREIN MENTIONED, AND ON DATA STATED. -TFf*X.HE7SME WAS
THENCE SOUTH 47*17'18 EAST, A DISTANCE OF 95.69 FEET;
AUTHORIZED TO EXECUTE THE SAID INSTRUMENT ort 13EHAEF QF�.THIE CORPOR_AT�6N.
THENCE SOUTH 55'06'43" EAST. A DISTANCE OF 77.97 FEET;
THENCE SOUTH 22*49'23" EAST, A DISTANCE OF 43.38 FEET.
GIVEN UNDER MY HAND AND OFFICIAL SEAL:.THIS
THENCE SOUTH 88*49*54" EAST. A DISTANCE OF 30.32 -FEET TO THE EAST LINE OF
SAID LOT 10 AND THE
TERMINUS OF THIS LINE.
PROPOSED LOT 10 LEGAL DESCFUPTION
11 E
NELLE L WILSON
T�HAT PORTION OF LOTS 9 AND 10 OF CITY OF EDMONDS LOT LINE ADJUSTMENT NO.
NdTAffY PtiffUC IK ANd FOR THE STATE OF WASHINGTON
y
OTA,:RYPUBLIC
Lr-�-2003-185, RECORDED UNDER SNOHOMISH COUNTY RECORDING NO.
STATE OF WASHINGTO
2EXRM
200401140865, RECORDS OF SNOHOMISH COUNTY, SATE OF WASHINGTON, WHICH
57- 61 -1 Lg
COMMISSION
;SI
U9S SOUTH AND SOUTHERLY OF THE FOLLOWING DESCRIBED, LINE;
MY COMMISSION EXPIRES
�y 9. ok
MAY 9. 20k
BEGINNING AT THE WEST MOST CORNER OF SAID LOT 9. �ALSO BEING THE NORTH
MOST CORNER OF LOT 11 OF VISTA DEL MAR, ACCORDING TO THE PLAT THEREOF
RECORDED UNDER SNOHOMISH COUNTY RECORDING NO. 20010195002;
. ...... . 5HENCE NORTH 36'03'10" EAST ALONG THE WEST LINE OF SAID LOT 9, A
DISTANCE OF 69.15 FEET TO THE TRUE POINT OF BEGINNING
SOUTH 55*06'09" EAST. A DISTANCE OF 102.32 FEET;
ACKNOV&EDGEMENT:
T14ENCE JOUTH 47-17'18" EAST, A DISTANCE OF 95.69 FEET;
_�HENCE.tOUTH 55'06'43" EAST, A DISTANCE OF 77.97 FEET;
.... ... THCNeE FLQU-111.22-49-23- EAST, A DISTANCE OF 43.38 FEET;
�3OUTH 88;49'-54" EAST, A DISTANCE OF 30.32 FEET TO THE EAST LINE OF
STATE OF WASHINGTON
..SAID LOT.1Q.PhD THE TERMINUS OF THIS LINE.
Ss.
COUNTY OF SNOHOMISH
00
2
ON THIS DAY PERSONALLY APPEARED BEFORE ME 30�1_ -1 TO
......... -TFW-%Ul
Oily
-)A Ef
ME KNOWN TO BE THE QLk THE CORPORATION DESCRIBED IN THE
FOREGOING INSTRUMENT, AND ACKNOWLEDGED AT THE SAID INS UMENT TO BE
PLANNING DIVISION
THE FREE AND VOLUNTARY ACT AND DEED OF SAID CORPORATION FOR THE USES
AND PURPOSES THEREIN MENTIONED, AND ON OATH STATED THAT HE/SHE WAS -- ---- -
AUTHORIZED TO EXECUTE THE SAID INSTRUMENT ON BEHALF OF.THE CORPORATION. APPROVED AND AUTHORIZED FOR RECORDING BY XCIT
GIVEN UNDER MY HAND AND OFFICIAL SEAL THIS ff'_ DAY OF&.. YEAR.Ztola
JANELLE L WILSON
NOTARV PUBLIC IN AND FOR THE STATE OF WASHINGTON
NOTARY PUBLIC
STATE OF WASHINGTON
MY COMMISSION EXPIRES (0
COMMISSION EXPIRES
MAY & 2016
...... vl�� F1�1111114kj Ljlvl�ull Of
2012'
THIS __L__DAY OF
-11LUILIKULK ti ULK 11FICAIL
SURVEYOR'S CERTIFICATE .
z
SURVEY iff-1`14E
Filed for record this 4 day of ts�, 2012. A: A
This map correctly represents a survey made by me or
VL QUIN'N
BUSH, ROED & HITCHINGS, INC.
SW A, 5LW- X, SM. .7. T i7 N.. R 4 E,
In book -
under my direction in conformance with the requirements
of the Survey Recording Act at the request of
CIVIL ENGINEERS & LAND SURVEYORS
_
--'AND
--SE X SF, -X �Ec. 12 27 N; 'R . -3 if W. M.
of Surveys, at page at the request of
Rolf and Bonnie Trautinann
2009 MINOR AVE. EAST
_T
EDMONDS; -iWASHNGTON
BUSH, ROED & HITC
SEATTLE, WA 98102 (206)323 -414
in APRIL, 2012
--,DQR-
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SCALE: 1;.30
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Oliver Q. Robar PLS #45170
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Certificate No.
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LEGAL DESCRIPTION
LOT 9, CITY OF EDMONDS LOT LINE
ADJUSTMENT PPLN2DI20008. AJ.
42M211165002 SNOHOMISH COUNTY, WA
LOT COVERAGE
LOT AREA = 24,819
LOTOOVEREAGE 3.800flS.3%)
HEIGHT CALCS
A - 89.8T
I � 9134� 404-19.
c = 114.67
D = 109.16'
AVERAGE GRADE 1M.2Y
ACTUALHEIGHT= I.B.75'
MA)amum HEIGHT = 1251V aAs
+
CUT & FILL
ALL CUT & RU.TO BE REDISTRIBUTED TO
ME. APPROX 200 CUBICYARDS TO BE CUT
FROM MCK RW OF LOWER LEVEL AND
MOVED TO UNDER GAME & DRIVEWAY MAI
I CITC IRADOM/rRAPKIT PI AW Fr)P- SW 114, SECTION 07, TOWNSHIP 27 NORTH, RANGE 04 EAST, W.M.
t
TO VISTA DEL MAR DETENTION SYSTEM
- yrfloillivulvil ,M111- L/L-1 niNlIVIL-lyl V1 &_wwf_wvj �lwlAlylvwllj 1111-11-71-11 111.11-1- I 1 . I . I I I . I ' v /
BASIN . .� IN "". , (PLAT OF VISTA DEL MAR #200010195002) I
THE ABOVE REFERENCED DOCUMENTS SHALL BE CONSIDERED AS INCORPORATED INTO THIS PLAN SET BY ,-/ // /
REFERENCE. SELECTED STANDARD DETAILS AND N07ES FROM THE ABOVE REFERENCED DOCUMENTS ARE � /,,� 60 "' R /� �, \ (
ILLUSTRATED ON THESE PLANS TO FACILITATE CONSTRUCTION OF THIS PROJECT HOWEVER NOT ALL OF THE / Is.. / 1�1'3!b 1-1
INFORMATION REFERENCED ABOVE IS INCLUDED. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING COPIES OF THE %.� ,�', . 1419 / / IN
WITH THE SPECIFICATIONS AND STANDARD DETAILS IDENTIFIED 1-15' . / / If / y - ,-,7+/,S>
THEREIN. / 7"O�"�,�Z�,;?, . / / / I / __90 . />/
. ,�o " . .�l
.,� , ,�� � , ,_� " O& I
PERMITS SANITARY SEWER NOTES ,� %% / I / I I P / /I z _' - -92 IS'-
1. THE CONTRACTORIDEVELOPERIOWNER SHALL BE SOLELY RESPONSIBLE FOR OBTAINING ALL NECESSARY LOCAL, T_ APPROXIMATE LOCATIONS OF EXISTING UTILITIES HAVE BEEN OBTAINED FROM AVAILABLE %,.. 10.00' SEWER EASEMENTI /// ,/ I \ 94 ROOF AREA 4,244 SF
STATE, AND FEDERAL PERMITS NECESSARY FOR THE IMPLEMENTATION OF THE PROJECT ILLUSTRATED ON THESE RECORDS AND ARE SHOWN FOR CONVENIENCE. THE CONTRACTOR SHALL BE RESPONSIBLE N-,,(AFN 212632 & 212665) I /I / I S� -
/ I Z - ,\
PLANS. $ ,�
FOR VERIFICATION OF THE LOCATIONS SHOWN AND FOR DISCOVERY OF POSSIBLE ADD17IONAL ,%� - , / I / / I � Z - 96 '1�1
AS -BUILT RECORDS UTILITIES NOT SHOWN SO AS TO AVOID DAMAGE OR DISTURBANCE THE UNDERGROUND . / I / I 1�__ C) (o
- 0 N
1. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHENEVER CONSTRUCTION IS IN PROGRESS. UTILITY LOCATION SERVICE SHALL BE CONTACTED FOR FIELD LOCATION PRIOR TO ANY N / I / / /_ - _:V _ 98 - NC) C) I � p
. - z _x - - � -_ - -
I / / __<" - - �_ I 1
2. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD AND THE LOCAL CONSTRUCTION. THE OWNER OR HIS REPRESENTATIVE SHALL BE CONTACTED IF A UTILITY , z / / I / / -/`- -11 I / j
GOVERNING AUTHORITY. CONFLICT EXISTS. FOR UTILITY LOCATION IN SNOHOMISH COUNTY, CALL 1-800-424-5555. 1� ;/*`1 / / - - - /Z / � -11,594'05' y .11 /
<�l / / ./ / --= Z_ - 70.110, /_
3. THE CONTRACTOR SHALL RECORD ALL DEVIATIONS FROM THESE PLANS ON A SET OF "AS -BUILT" DRAMNGS 2. ALL CONSTRUCTION SHALL CONFORM TO THE "CITY OF EDMONDS STANDARD DETAILS AND ll� / I / / / - �_ \\= - 1-1
'p/ / If < - _F�- -�_= =
AND SHALL SUMMARIZE ALL AS -BUILT CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO SPECIFICATIONS" FOR MUNICIPAL PUBLIC WORKS CONSTRUCTION AND STANDARD PLANS AS I I I _/ _ _V _ - - - z .,.... ..............
=/ - = _z_ = I........ .......
- - .... ...
. ........ ....
.
PLETION AND ACCEPTANCE. / / I 1-1 / _/\_ - - - *::.:::""I"","",.,.,--I..::..�
THE APPROPRIATE PERMITTING AGENCIES PRIOR TO PROJECT COM 'ADOPTED BY THE CITY OF EDMONDS. / - =_ -= ;;;I- - \ ... .. -'-V- .
-
- - - -
..
.
'.*.* ...
3. ALL CONSTRUCTION IS SUBJECT TO THE INSPECTION BY THE CITY OF EDMONDS AND THE / I \ I /_ - /N - = = -,Z- =r =_ ......". ...... :.:., .- ... :.T,:.:.:.:.:.
.1
SURVEY INFORMA71ON / EXISTING UTILITIES AND SITE FEATURES I \ \ / __/ /= - �y__�i� - - ............ ....... I .......... .. /
..... - - ... .. ..
. 1. LEGAL DESCRIPTION, VERTICAL DATUM, BASIS OF BEARING, BENCHMARKS & MONUMENT TIES ILLUSTRATED ON CONTRACTOR SHALL NOTIFY THE CITY OF HIS SCHEDULE IN SUFFICIENT 71ME TO PERMIT / / / If ./ - / - -7�_ = = = -:X\-:-- I \ = -=-- '. , ....�e-.-:-- ........::-:.--:- I . .......
, THESE PLANS HAVE BEEN PROVIDED BY OTHERS OR OBTAINED FROM DESIGNIAS-BUILT RECORDS. INSPECTION PRIOR TO AND DURING THE WORK. / / " I .: :-:::?..':�:�: :�:j-.-
..
/ I - 7 _=_ -:-- - -=,/ = -=-/ = - - \ _\ - .. ... *.%,.%��. ..
*
. . . -
2. THE LOCA77ONS OF EXISTING UTILITIES AND SITE FEATURES ILLUSTRATED ON THESE PLANS HAVE BEEN If / <1\ - - - - -_ \,/X . . .:-*-,-%,-,-%,- , * k ::,."( . :,..
4. ALL WORK WITHIN THE PROJECT SITE AND CITY RIGHT OF WAY SHALL BE SUBJECT TO - - "' .: ........ � ..�..
I I --z- - __/ = = /= - ... .:
::/..:: I .. .
..
PROVIDED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM DESIGNIAS-BUILT RECORDS AND SHOULD THEREFORE . / - - _t�/// -l-l--:..-:-:-:-:,::/-.,: .
= .'.'.'.l.v.%........ -:-*
THE INSPECTION OF THE ENGINEERNG NSPECTOR / / / - / - - _Y= ..... / �:::::, I 7.1
"X. .:.:.:.:.. ... :-:-A 11
.:.
..�...:.:..�.
*:'. .;.. , :�:::�:::�:::�::: - .. *.*.
..�...�...
: -x :......... .
...
BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. , 5 THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL PERMITS FOR ROAD AND f / / - f " - ,:::I .. :.. :i:i���� .
. . k
3. CSP ENGINEERING ASSUMES NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF INFORMATION / / / z / _.............. ..... *. *.,.
. ...... . \ . ,
/ v ....... ...... ..,�,
. ..
UTILITY CONSTRUCTION. / z - - _. I. � ....., I I
.F - --.7- -=- / V.'-*,'- :�:�:�:�:����t :::��i���..... ............... .. V'
/ / "I / = _=_ - / t..................'...
ILLUSTRATED ON THESE DRAWINGS WHICH HAS BEEN PROVIDED BY OTHERS OR OBTAINED FROM DESIGNIAS-BUILT / Z_ .................. * , ".w.. '' * .....
6. SIDE SEWER PIPE SHALL BE PLACED ON UNDISTURBED SOIL AND BEDDED PER CITY / / / z / _=:_7_=. _.z_ 7: . . . .................. /,-.-...-.%..-...-...-....,.-: ...... :,:ii���i���������i���l�������������:�:.:. 11 N
RECORDS. / / / - - - .�_-�-7 --A- - /=-]* * , "` "::.../.....:.I,.*.,.,-,.,.*..,.,.-'.-'.'.'.'.'.'.'.'.'.*.'-'-
:�:�:�:�:�....%,., . ..." ..................
STANDARD DETAILS. / / / - L '1�_ - I ........................................................,......... 1
4. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL I = = _� -7- .Z=:_� Jr.:: - -'-V-'.*:.:-:..:.:. ... ....;).,.*.,.*.-:.,.;.-.,.,.,.
.... :-:t-:-:-:-:-:-::,:.%......,.,.,.,.*.,.,.,.*.,.,.,.,.,......... ... I .....
.. ......... . ................
I / / / / / // . ..................... :.:.,.:-: ............ Z.
- . .. :
7. S _Q - ..'.'.*.*.l. ... .:�� ............... I .....
,
UTILITY LOCATIONS ILLUSTRATED ON THESE PLANS AND TO FURTHER DISCOVER AND PROTECT ANY OTHER ALL BE INSTALLED ACCORDING TO CITY OF EDMONDS STANDARDS FOR // 15, - _:_-_ li - =\ -.- . . . .. . ......
......
. .......
....................... * ...... .. :....... .....I.... -.1
. / / \ - 1� _�_ _\�_ -.:- - /.' , , , * , , , .'."' ""I"'*'*"' , " . ....... .. ...... *.
- ... :.,.l.l.,.l.l:.%%,.l .........
/ / 1��_Q - - _.:_ - ........... I .................
UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. SUCH INSTALLATION. / - �� - . ....................... �.. "'
- ..\ ................... .....
''
...
... :.*.*.'.* ........... .......
- / / - - -Z .. .*.,.,.,�:�:�:�:�:�:�:�:�:�:���i�i.i�����������l��
5. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE, 8. SEWER LATERAL SHALL BE TESTED AND OBSERVED BY THE CITY ENGINEERING // / / / \ " - - '..
/ / L = - =-=- - - - _j `K&:�:�:�:�:j:j:�:�.� ...... .. ........ -
INCLUDING THE LOCATION, DEPTH, SIZE, TYPE, CONDITION, AND CONFIGURATION OF EXISTING UTILITIES AT / .:i:�:�:�:�:�:i:,.-",.,.,.,:::,.,:::,.,.*.,..*.,.,.*.*.*1-, � 11
INSPECTOR. . / / _� - - �__ - - - - .............:::::::.:.:::.:.::::::/::::::::::::.:, I
/ -1 "", '*�����ii:�:���:�:���i��������������
36"FIR // J / - - - = / - - '-\.\.::::�.*�..::::::::::..................
I/ x = \�_ 77 ='� �:�,.,.:.:.._:..........
CONNECTION OR CROSSING POINTS, BEFORE TRENCHING FOR NEW UTILITIES, CONSTRUCTING ANY SITE FEATURES, 9 LOCKING LAMPHOLE COVERS SHALL BE PLACED OVER CLEANOUTS AT THE - - - - _= - ::.......:.:.:.:.:.:.:.:.:.,),.,.,.,-,.,-
= ,( - .....................
=
OR ORDERING ANY PRECAST/PREFABRICA TED ITEMS ASSOCIATED WITH THE IMPLEMENTATION OF THIS PROJEcT I -,\\I(/-, / / z I/ / / / = � . . . ,
RIGHT-OF-WAYIPROPERTY LINE AND IN ALL CONCRETE OR ASPHALT AREAS. // /' / / / \ - 7 = :.,:.:,.::,:. :- , .. I .."',
, . .. ...
6. THE CONTRACTOR SHALL NOTIFY THE OWNER'S REPRESENTATIVE AND CSP ENGINEERING OF ANY DISCREPANCIES . / - //-=-- --'.-*-.'l% .
. I 11 I . I _71� I / / / / - - -=-- \-E�- It -/-- I
FOUND IN THE FIELD WHICH MAY AFFECT THE IMPLEMENTATION OF THIS PROJECT. F 1-1, / I I I / 71/ /_ - /
Z CONTRACTOR SHALL PROTECT ALL UTIL171ES DURING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND WAI R -NOTES - _.:- \_ -Z - I
t -
-
-
1_/ /
UTILITIES LOCATION SERVICE (1-800-424-5555) AT LEAST TWO (2) BUSINESS DAYS PRIOR TO CONSTRUCTION. 1. APPROXIMATE LOCATIONS OF EXISTING UTILITIES HAVE BEEN OBTAINED FROM AVAILABLE bbo I / / I / - - - �_ I%- / - b
- -
RECORDS AND � ARE SHOWN FOR CONVENIENCE. THE CONTRACTOR SHALL BE RESPONSIBLE -_ "I - - - - - -_ - ll%� ___/ - ,�!, = 2 /
I / -21 /
� SHOP DRAWINGS / REQUESTS FOR INFORMATION / FIELD REVISIONS FOR W.RIFICATION OF THE LOCATIONS SHOWN AND FOR DISCOVERY OF POSSIBLE ADDITIONAL 90- __ /�/ , / / / I / - = J =-\F- - ,
. / /'�, I / / -=,
1. SHOP DRAWINGS FOR ALL PRECAST ANDIOR PREFABRICATED ITEMS, CAST -IN -PLACE DRAINAGE. STRUCTURES, UTILITES NOP SHOWN SO AS TO AVOID DAMAGE OR DISTURBANCE THE UNDERGROUND / / ..:/ 1p . I ... 77-7 ,
. I
,
AND GENERIC ITEMS (I.E. YARD DRAINS) SHALL BE SUBMITTED TO CSP ENGINEERING'FOR REVIEW PRIOR To UTILITY LOCATION SERVICE SHALL BE CONTACTED FOR FIELD LOCATION PRIOR TO ANY I /N--, I / / ' 6' I/
/ N,�o - �
I I _l/ _:�� / \
FABRICATION, INSTALLATION, ANDIOR DELIVERY TO THE SITE. coNsTRucTi6N. THE OWNER OR HIS REPRESENTATIVE SHALL 13E CONTACTED IF A UTILITY -_ / / -", / / --'�Q V�, I
2. 'SHOP DRAMNG SUBMITTALS, REQUESTS FOR INFORMATION OR CLARIFICATION OF DESIGN DOCUMENTS, AND CONFLICT EXISTS. FOR UTILITY LOCATION IN SNOHOMISH COUNTY, CALL 1-800-424-5555. 92 - I / / -,� / ,_ - � -_ -_ I I 7 ...... I '� / � / )
PROPOSED FIELD REVISIONS MUST BE SUBMITTED TO CSP ENGINEERING IN WRITING VIA FAX, EMAIL, OR U.S. 2. ALL CONSTRUCTION SHALL CONFORM TO THE CURRENT EDITION OF WSDOT'S STANDARD I / / / __ __ ....'...... / > /
I POSTAL SERVICE. ALL CORRESPONDENCE SHALL BE ROUTED THROUGH, REVIEWED AND COORDINATED BY THE TO THE "CITY OF EDMONDS STANDARD DETAILS AND SPECIFICATIONS" FOR MUNICIPAL I /4-,\ / __ __ __ / . .. ....... / '�', / ,��
ARCHITECT OF RECORD OR THE OWNER'S SITE REPRESENTATIVE PRIOR SUBMISSION TO CSP ENGINEERING. AND I ... - - , .. , - , **-.,. (
.
.
. . / I
UCTION AND STANDARD PLANS AS ADOPTED BY THE CITY OF c� / -'\ / / . . .. , I'., ...,.` I "
. ........ I.. ... ... ... I I �, /
CUT / FILL / SITE STRIPPINGS / SOIL CONDITIONS EDMONDS. . . / / / N, / / . .. .. ... .. .. . ...... / N
__
1. CUT, FILL, AND SITE STRIPPING QUAN7171ES DELINEATED ON THESE PLANS WERE CALCULATED IN WHOIF OR IN 3. ALL CONSTRUCTION IS SUBJECT TO THE INSPECTION BY THE CITY OF EDMONDS AND THE 1� / / / /� / / ... .. . .... . . .. ... . � ... . I I / I
.
.
.. .
.
.
PART UTILIZING COMPUTER SOFTWARE COMPARING EXISTING GRADE CONTOURS TO FINISH GRADE CONTOURS AND CONTRACTOR SHALL NOTIFY THE CITY OF HIS SCHEDULE IN SUFFICIENT TIME TO PERMIT / / __ __ ...'. , ........ ... I / / 'I
. / / I'll . __ - __ __ ...I.. ...,.�. ........ I ,/ I
.. .
CLEARING LIMITS ILLUSTRATED ON THE PLANS AND DO NOT ACCOUNT FOR THE INSTALLATION OF UNDERGROUND WPECTION PRIOR TO AND DURING THE WORK. �l / / 0 ,� . : ... - 1. ... .... ..../....... -_ ,_ / .1.
UTIL171ES OR STRUCTURES, SOIL SWELLING OR SHRINKAGE, OR FOR UNSUITABLE MATERIAL WHICH MAY BE / ) . I I ........ ........ I . 1. ., /.., .... , �) 4.
4. ALL WORK WITHIN THE CITY RIGHT OF WAY SHALL BE SUBJECT TO THE !NSPECTION BY / I I ./ . . . ...... � ... . I ..... I. . . . . . ...
. . . . ... , ,
1� / .. �....� �� , . . . , .. � '.4. ' ; - -4 1 1 -'-�..
. . . . - -'� .�-�'-'.,.--�-��.�-..
PRESENT ON THE SITE. CUT, FILL, AND SITE STRIPPING QUANTITIES SHOULD BE CONSIDERED APPROXIMATE ONLY Q, � . / . - - . I .....'. ,......,...�.�.. . ./. �.- -��- - -.� . - .... ,
THE ENGINEERING INSPECTOR. . Qf / ��- . ... - .. .... ... .. ..... .. . .. .... ... , . , , . �. ., * . .... . � . .. .
,
AND SHOULD NOT BE RELIED UPON FOR BIDDING PURPOSES. f ... . ..'..:.... , ......., ....., .. ... , . ..._.�--�.-`..... ... /" '' ��. � �... '... ... [ . , � . I - * W�i�
,
STRIPPING 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL PERMITS FOR ROAD AND .. . . * ., .. .. .6.. . . - . .
. . . . .. .
. . . ........... ... .... I . . .... .. " .. . .. . � . '4 '�' -:-
. . . --� � .* - - � , � � . � � I "", ,
2. CONTRACTOR SHALL BE RESPONSIBLE FOR CALCULATING ANDIOR VERIFYING THE CUT, FILL AND SITE ) / / / , '' .. , *. . .. - - ..d. , � I i. -� -�� �.. . . �
. , ,
UTILITY CONSTRUCTION. t . . . , . - 1. - I �-' * - . . . � , . . . . . . . . � . � . . . �� � . � . . . � . -1. I *. CodC 4. 1
. . ,
. .. .... ..... ..... . - - .. .. .. ..... � 1.
- BOTH EXPORT AND IMPORT OF SOIL AND / ... ... . / ..,.. ...'.... I .� . . I V
. .. .. . ..
� 6. CITY OF EDMONDS PUBLIC WORKS SHALL INSTALL THE WATER METER. . . ''. , - , ' " ......... �'.. , - - *��'.-.l * *."..' -'l-*.-..-.'.'-'.. . . .�..;.:..:.. ......V.�-:-,--m.,�..�.. . ,.. .- , I I . 1-�-J'
... ..
QUAN71TIES NECESSARY FOR THE IMPLEMENTATION OF THIS PROJECT / / / .. .. �... . . �. �.. . .
I . . . . , .
.
ROCK MATERIALS MLL BE REQUIRED. / / ..... - , 1� ...'... � , . :. .. ..... ....... .... . .... � .1 q'i. . - I
� I. .... . . ... 11
THEREIN. TION AND BACKFILLING SHALL BE THE RESPONSIBILITY .. . . , : . . . '.
*
- , '' 4
. .
3. CONTRACTOR SHALL OBTAIN A COPY OF THE PROJECT GEOTECHNICAL REPORT (IF APPLICABLE) AND PERFORM 7. ALL / . . . . . I . ... . . . . . � - .,: .... _,"'., . . . . .1 4 1
WATER SERVICES BETWEEN METER AND BUILDING SHALL BE INSTALLED BY THE .. .: �: �. .:: .. "'.'.....'. ...:..:., . _. , . . , *
. I
/ / / . """"... ... /..,..*.. , .:. . , ''
. , ... . . . . . , * .. ... ...
.
ALL SITE WORK IN STRICT COMPLIANCE WITH THE RECOMMENDATIONS CONTAINED / . , .... -,,,�" * . * *. �, �,. ........ ...............
.
CONTRACTOR. ALL MATERIAL, EXCAVA .1 - .�_ - , .. . ..�. / " - --� � � - ... �,--,. --��.- . . ..
/ .. �.,.- � �
4. ANY DISTURBED, SOFT, OR LOOSE SOIL OR ORGANIC MATERIAL ENCOUNTERED DURING CONSTRUCTION SHALL BE OF THE CONTRACTOR. CONTRACTOR SHALL CALL FOR SERVICE INSPEC77ONS PRIOR TO I 1. �_�'. , .. �......... . _......'.....'.... �.......... ....... . . .....'... ..
. .
. .
. . I I .
I / / . ... . . . .....�....._......,.. . / .. . . ...... . v .. ..... \ � /
EVALUATED BY A GEOTECHNICAL ENGINEER TO PROVIDE REMOVAL. ANDIOR REPLACEMENT RECOMMENDATIONS, BACKFILLING. / I . - ... ... ... ...'.... ... ,.� ..� .,.. .....,......�.. * .. , . ... . . _.. .. . �..... I -.1. .... . . . . .. . . . I . . . . . \
. . . . .11 . . . .... . I.. *
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5. ALL FILL SHALL BE PLACED ON SUITABLE NATIVE MATERIAL AS APPROVED BY GEOTECHNICAL ENGINEER MTH / /// / / I ........ , .... "...... ... _...... R'. .L.�:_.. . . . � - . , . I
. ... . ... .
8. WATER SERVICES BETWEEN BUILDING AND METER SHALL BE TYPE 'Y' COPPER PIPE OR I . '' " * * .�� 4 .... .. .. . _ I ��'. I .... / ) I
TOP 12" COMPACTED TO A MINIMUM OF 957. RELATIVE COMPACTION. 160 PSI POLY PIPE PER CITY STANDARDS. / / I \*. , . . . ... �'� � -*��-�� ���-,� ��- t��-��-��-��.�� /......... . . � . 1. ..
. .
6. FILL MATERIAL SHALL BE SUITABLE NATIVE MATERIAL APPROVED . \...l..-*....*... . I - .... 1. ' UTILITY E SEMENT
FOR USE BY A GE07ECHNICAL ENGINEER OR / ... .... . . * .� 10.00' UTILITY E
.
. MAX DRY 9. CALL THE ENGINEERING INSPECTION LINE FOR INSPECTION, TESTING. I . .. .. , ....�. - - -`---q - , - ----w--' , I . .'. , ..) - (PLAT OF ASIA DEL MAR #200010195002)
COMMON GRAVEL BORROW (WSDOT 9-03.14d PLACED IN MAX 8" LIFTS AND COMPACTED TO 907 10. CONTACT THE CROSS CONNECTION CONTROL SPECIALIST AT 425.771.0235 FOR PURITY / .. ... . ... . ....'. - - - . .
I I / � ... . -, ., * .� ...: - - .... I I .. -.-: -, -, .. . ,
. . . . . .
DENSIT`Y (AASHTO T180 TO WITHIN 2' OF NISH SUBGRADE, TOP 2' OF FILL MATERIAL SHALL BE PLACED IN MAX . I / �.. �'.. \_......�.. *'-*.'. �. '' - I . � � 1_� �l -_ -_ -_ -_ /11 / /
4" LIFTS AND COMPSID TO 957. MAX DRY DENSITY (AASHTO T180). TESTING. , . \ .. .l......... .... .. - __
.... ... .. .1� 11 /
. ..
\ / .... .........\..... , . , . , .. 1�
. 11. C014TRACTOR SHALL INSTALL SERVICE LINES WITH CORP STOPS AND METER BOXES TO I / \ ........ ..� ... .. . ... ...N..... �...` * f-I .11 5.00' WALKWAY EASEMENT
..... . I...
. �
SITE GRADING / EROSION CONTROL PROPERTY LINE ' I \ \ . ........ / f, , (PLAT OF VISTA DEL MAR #200010195002)
1. AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS WITHIN RIGHT-OF-WAYS SHALL BE RETURNED TO THE 1,00 � � '\ .... . ".�........ � , .... � ,�, - ,_ -
__ .. � .* �, - � .� -.,.-,..,-..- ... � *.., __ - z
� .
- -_ , / \ , ..... - ....�. f, -_ 1
EQUIVALENT OF THEIR PRECONSTRUCTION CONDITION IN ACCORDANCE WITH APPROPRIATE REQUIREMENTS AND STORM DRAINAGE NOTES \ \ / ....'. ".., / __
-_ 1-1 . �. I w � �- �. -�. .", / / - -_
STANDARDS. PIPES: '1� __ _� / \ I ........... .. , . , . ...... / f 120
- .
2. ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER ACCEPTABLE METHODS FOR THE 1. ALL STORM SEWER PIPE SHALL CONFORM CITY OF EDMONDS STANDARDS. I . '_1 / \ . ... V ... ...... .'........ I / / /
____� Nl-\ 11 ... ... ......, _,.. I / /
PREVEN71ON OF ON -SITE EROSION AFTER THE COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR 2. ALL PIPE SHALL BE PLACED ON STABLE EARTH, OR COMPACTED GRAVEL MATERIAL. � 1\ '\ . �.. . .. . _ , V., * ....... , . I I I I . / /
.. ..
. ..
. � .
. .
SPECIFIC GRADING AND EROSION CONTROL REQUIREMENTS. 3. BACKFILL SHALL BE PLACED EQUALLY ON BOTH SIDES OF THE PIPE OR PIPE -ARCH IN F . . .. . .. . \ \ .1 . .. . . .....,.._,�...-. I * I I I ( /
I � . . . I
I 4 , . . . . I . ... � . . . � . . . . . , � . .. .. I I � I 0 .1%
3. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHING OF STREETS . � .. 4 . - \ . . . . ,.... -� I
. . . � 04 . .. . 1. � I if
WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL. LAYERS WITH A LOOSE AVERAGE DEPTH OF 6", MAXIMUM DEPTH 8", THOROUGHLY TAMPING I <�> . , . � . .i.� Loi
. . . \
. , . �. .
--.�-.�-�..-.... .... .... . . . I / . . �. . ... . ....... / \ \ \
. ... .... . . clo, . .
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4. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN SPOT ELEVATIONS SHOWN. TOPOGRAPHIC CONTOURS EACH LAYER. COMPACTED LAYERS MUST EXTEND FOR ONE DIAMETER ON EACH SIDE OF THE � � -�. � �� --6 -� .---� -�...� . ... . . . _. ....'. . .. \ \ �
. . . ..
1� .. . . ... 1. .. 1. � 1. . . . .,. . . \ \
.
SHOULD BE CONSIDERED APPROXIMATE ONLY AND SHOULD NOT BE RELIED UPON FOR FINAL SITE GRADING. . . . . . - . . ''I. 1-�--�-�----- �-� . . �vcll I , . ..\ . . I \
. -, , , ... - . . I . It/ � I... . , * , . .
PIPE OR TO THE SIDE OF THE TRENCH. (REFER TO WSDOT STANDARD SPECIFICATION .. * . ...'., 1* I - ..... - , � .. '.... - . , , � ....... �.. ... .... ....... . \ \ �_ ;E�
. .. . - - . .. ... - . ....../ . ..... . lf� . . �' I . \ \
OM BUILDINGS AT A / - - .. � .
. .
.. . ... .
. . . . . -
. . .
5. FINISHED GRADE OF LANDSCAPED AND OTHER PERVIOUS SURFACES SHALL SLOPE AWAY FR 7-04.3(3) AND STANDARD SPECIFICATION 2-03.3(14)C, METHOD B & C. *. . '.'. . . - ..... . . .� ...... � , '' .-'-��-��-'�-.�--�---.-'-�-� �.*-._ . W... _ ---�� -�.. �... . , ... I \
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. . . . . f'. , * , , .. . , . .
, . I.. ..... .
, � . , , . - - . . . * , * I... . . . . . . . \
MINIMUM OF 5% FOR A MINIMUM DISTANCE OF 10 FEET. . . ..... . . . �. . . .... * .., ...:... -�-�'- .. �-� ''. ..., , .. , , . . ... , � \ \ \ \ -vl
.. .. .. ... . ...... .... - . I *. ".. .. , . . * , , . . . , . . , .
.... ..'..... .........46u,*� .'.'. . . - - * , , ... * . / -
TILITIES, OTHER EXISTING . I.. .. .. .. ...... * , , / .
6. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL, MAINTAIN, AND REMOVE SHORING AND BRACING 4. PIPE, BEDDING AROUND PIPE MUST BE COMPACTED TO A SPECIFIED AASHTO T-99 4. "I... ....., .. .. .
, - . , * , , *
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. . . . . .
. . �'............ . ....... .. '' .... * . , ... .... , I ff PORARY BENCHM, - /... , ...... . T / ��
AS NECESSARY TO PROTECT WORKERS, EXISTING BUILDINGS, STREETS, WALKWAYS, U DENSITY OF 95% * . .. , , * ,��k "
S. AND 5. ALL DRAINAGE PIPE COUPLINGS, FITTINGS, ADAPTERS & APPURTENANCES SHALL BE . .. ... If .. M . \ \
, .... 1, , '' . . ssm .... w . ... -
PROPOSED IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING EMBANKMENT .., .l.... . 4, . . , , , . . H RIM - .`�*-.'--`-`.'...*--.' .. 'I.. I ..'. ........ ., . . =1 P-1 = \
� , - - ... W_. . - I ... .
SPECIFICALLY DESIGNED FOR THE INSTALLED PIPE AND SHALL BE INSTALLED PER .'.. . .... 1�� ''.. -, .. .. .
... ... ... --�.:- I .. .. .. � � I
........ . i...........�..... ...... ASSUMED RIM ELEV 100.00 .,.".... . 1. I .\ 8
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. . * .... .... ... -1 . .... . / // ,
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U71UTY CONNECTIONS / UTILITY INTERRUPTIONS MMENDATIONS. .,.; �� * * . ... , , � , "' "', . . . . 1. . , ......... �. ... ..... . .. . . . .. . . . . .. . ... ... ... 1. .... ..� . . . .* ......�. . .. I... ...... ... .. . � . 0
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. . .. . .4 .
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. .
ADVANCE OF ALL WATER SERVICE INTERRUPTIONS, HYDRANT SHUTOFFS, STREET CLOSURES OR OTHER ACCESS .... _..,..., . . .: � -� - , ..��.
... - . * . .
� . . .... .11. .'.* ... � � ��.�� .'�-*�-...
.
.. . .. ..
I 1. CONTRACTOR SHALL NOTIFY THE LOCAL PUBLIC WORKS AND FIRE DEPARTMENT TWO (2) BUSINESS DAYS IN CATCH BASINS AND MANHOLES: I �.:: .. -.,.� .. - . .. ... , . ... . . - _""__�
6. ALL PVC DRAINAGE PIPE SHALL BE SDR 35 OR BETTER. � ..... . .
I -
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. I
RESTRICTIONS. CONTRACTOR SHALL NOT RELOCATE OR ELIMINATE ANY HYDRANTS WITHOUT FIRST OBTAINING 1. ALL CATCH BASINS SHALL BE TYPE 1 UNLESS OTHERWISE NOTED. � .. .... ''. . . ........ .... ... I.... . ..'... . . ......... J. .. � , , , , . _ . . , -
WRITTEN APPROVAL FROM THE PUBLIC WORKS AND FIRE DEPARTMENT. .... . .. -.'..�. ... ... .., � . . ..� ... I... I........ ". .�. "".. �.. I. ./.. ,. ... .,.. ._.l.*.*_ .�. .,... .. . I . � ... . .
� . I . .
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. . . I.
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2. ALL UTILITY CONNECTIONS, U71LITY RELOCATIONS ANDVOR SERVICE INTERRUPTIONS SHALL BE ARRANGED FOR 2. ALL CATCH BASINS MTH A DEPTH OVER 5.0 FEET TO THE FLOW LINE SHALL BE A TYPE ... 1. . .. . .. .. ... ... ..... ... . . .1 ... �., �....�', .. . ....'. . - . . . ...�.. ....11 . . a . . � . �.. . ... . I.... 0
... ... . ... . . . ..... I I . I
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ANn rnnpnlNATFn MnTJ4 T14F AFFECTED OWNERS AND A PROPRIATE UTILITY COMPANIES. CONNEC ONS TO OR LARGER (MANHOLE). .. .. . .
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VICINITY MAP
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PAVEMENT AREA 3,293"SF .'" - - -- - .`
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OWNER APPLICANT/CONTACT
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MICHAEL BURKE LANDSVERK QUALITY HOMES
. .. . .. ,
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17903 VISTA DEL MAR DRIVE
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EDMONDS, WA 98026 LYNNWOOD, WA. 98036
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I GEOTECHNICAL REPORT
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ALL SITIf TORK SHALL COMPLY MTH THE GEOTECHNICAL REPORT DATED 12-09-13,
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: AND ALL.-S'UBSEQUENT ADDENDUMS, PREPARED BY GEOTECH CONSULTANTS INC. THE
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, CONTRACTOR IS RESPONSIBLE FOR OBTAINING COPIES OF THE ABOVE REFERENCED
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DOCUt,.4ENT� AND COMPLYING VWTH THE SPECIFICA71ONS IDENTIFIED TH
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C2 SITE DEVELOPMENT PLAN
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C3 NOTES & DETAILS
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C4 CONSTRUCTION SWPPP
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IMPERVIOUS SURFACE SUMMARY
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NEWV�REPLACED NPGIS 4,244 SF
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DRAINAGE NOTES
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TOTAL NEWIREPLAbED IMPERVIOUS SURFACE 7,537 SF
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4,244 SF ROOF NPGIS TO OFFSITE VISTA DEL MAR
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DETENTION SYSTEM (5,000 SF ALLOWABLE)
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POST -CONSTRUCTION SOIL STANDARD -BMP TS. 1 3
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ALL AREAS SUBJECT TO CLEARING AND GRADING, THAT HAVE NOT BEEN COVERED BY
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IMPERVIOUS SURFACE, INCORPORATED INTO A DRAINAGE FACILITY OR ENGINEERED AS A
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DEPTH OF ONE FOOT AND AMENDED WITH COMPOST AS FOLLOWS: IN PLANTING BEDS,
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PLACE THREE INCHES OF COMPOST AND TILL IN TO AN EIGHT -INCH DEPTH AND APPLY
TWO TO FOUR INCHES OF ARBORIST WOOD CHIP, COARSE BARK MULCH, OR COMPOST
MULCH AFTER FINAL PLANTING; IN TURF AREAS, PLACE TWO INCHES OF COMPOST AND
TILL IN TO AN EIGHT -INCH DEPTH,
ALTERNATIVELY, DISTURBED SOIL CAN BE AMENDED ON A SITE -CUSTOMIZED MANNER AS
DETERMINED BY A LICENSED ENGINEER, GEOLOGIST, OR LANDSCAPE ARCHITECT, BY
AMENDING EXISTING ON -SITE TOPSOIL OR BY IMPORTING A SUITABLE TOPSOIL MIX
EXISTING TOPSOIL SHOULD BE STOCKPILED DURING GRADING AND REPLACED PRIOR TO
PLANTING. STOCKPILED TOPSOIL MUST BE AMENDED, IF NEEDED, TO MEET THE ORGANIC
MATTER AND DEPTH REQUIREMENTS EQUVALENT TO COMPOST AMENDED SOILS.
MAY BE USED ON DIFFERENT PORTIONS . OF THE SAME SITE.
SOIL THAT ALREADY MEETS THE DEPTH AND ORGANIC MATTER QUALITY STANDARDS,
AND IS NOT COMPACTED, DOES NOT NEED TO BE AMENDED.
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SOIL QUALITY AND DEPTH SHOULD BE ESTABLISHED TOWARD THE END OF CONSTRUCTION
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AND ONCE ESTABLISHED, SHOULD BE PROTECTED FROM COMPACTION, SUCH AS FROM
LARGE MACHINERY USE, AND FROM EROSION. SOIL SHOULD BE PLANTED AND MULCHED
AFTER INSTALLATION. PLANT DEBRIS OR ITS EQUIVALENT SHOULD BE LEFT ON THE SOIL
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EXISTING UTILITIES SHALL BE MADE ONLY WITH THE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING SAID 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING ALL MANHOLE, INLET, AND ........... ... .1 .... I. . *.,. ...... ____� SURFACE TO REPLENISH ORGANIC MATTER.
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U77LI71ES AND KITH ADVANCE NOTICE OF AT LEAST TWO (2) BUSINESS DA YS. CATCH BASIN FRAMES AND GRATES JUST PRIOR TO POURING OF CURBS AND PAVING. . . .. . . . . a.-��� a' �-�-*�w.�m�--�/ . ...I.. . . 1. ..... .
3. EXIS77NG UTILITY LINES WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK SHALL BE REPAIRED AT . I
KI 4. ALL GRATES SHALL BE DEPRESSED 0.1 FEET BELOW PAVEMENT LEVEL AND SHALL BE � . . . . ... � ........ . . . �.,.. ,4 . . .... - � __---- I
WIVIKAUIUK3 tArtlV3t AVIL) (MMUltU ANU AtA,r_rlr_U Of Int LUUML afir-IOUILUMV 11VOr-LUOWN M u VANED GRATES IN CITY ROW. . .. . . . . .11 I � . .1 . . . * .
GOVERNING AUTHORITY OF THE AFFECTED U71LITY PRIOR TO BACKFILLING. 5. ALL TYPE 11 CATCH BASINS ON SITE AND ALL TYPE I CATCH BASINS AND TYPE 11 ./ . . . . . . . . � 4 � . . . .
FINISH FLOOR ELEVA71ONS CATCHBASINS IN CITY RIGHT OF WAY SHALL HAVE LOCKING LIDS. ALL DRAINAGE GRATES ON IL I z
1. FINISH FLOOR ELEVATION (FFE) SHOWN ARE FOR GARAGE SLAB OF BUILDING. ELEVATIONS ARE APPROXIMATE SITE AND WITHIN THE RIGHT OF WAY SHALL BE VANED GRATES UNLESS OTHERWISE NOTED. SITE PLAN
AND ARE INTENDED ONLY TO FACILITATE ROUGH GRADING OF SITE. ACTUAL FINAL DESIGN FINISH FLOOR 6. STANDARD POLYPROPYLENE LADDER STEPS SHALL BE PROVIDED IN ALL CATCH BASINS M ON FM SCALE I " = 20'
ELEVATIONS SHALL BE COORDINATED IN THE FIELD TO ACCOUNT FOR AS -BUILT CONDITIONS OF THE ROAD AND AND MANHOLES EXCEEDING 5 FEET IN DEPTH. ill, I ill
SITE WORK, FINAL BUILDING CONFIGURATIONS, AND GARAGE LOCATION. UNLESS OTHERWISE NOTED, FINAL GARAGE 0
FINISH FLOOR ELEVATIONS SHALL BE SET TO MAINTAIN POSITIVE DRAINAGE TOWARDS THE ACCESS ROAD.
CALL BEFORE YOU DIG 1-800-424-5555
APPROVED FOR CONSTRUCTION
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CITY EN,GINEERIN6, 0ePrla-TM(fm_r DATE
CITY OF EDMONDS
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D&6P'ME`N'T'SER� V'ICES CTR.
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SW 1/4, SECTION 07, TOWNSHIP 27 NORTH, RANGE 04 EAST, W.M.
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CUT WALL
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TO VISTA DEL MAR (TYP)
DETENTION SYSTEM -FLOW CONTROL MANHOLE
TYPE-2 54" SOLID LID'.
RIM 107.38 -
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CTW 108.0 \H 3.0'-
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. . . UTILITY NOTES
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1. MAINTAIN A MINIMUM OF 3'
\AV 108 0 H 4. 0'- SEPARATION BETWEEN DRY U71LITIES AND
SLEEVE U71L PES
F Y (TYP) . . . SEWER, WATER, AND STORM LINES.
_DLL WALL H 1. 0'+ C.D
0OUsE V BENEATH ROCKER ROCK WALL (TYP)
(TYP)
10.00' STORM EASEMENT IsT. v 2. ALL UTILITIES SHALL BE PLACED
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10.00' SEWER EASEMENT IE 85.00 (VERIFY) N\1j NLET 6-
VANED GRATE
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4" PVC FTG DRAIN H 3.0'+ 09.52- [>
COLLECTOR LINE 2.00% MIN
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RIM 88.0 6 P/A PVC 20.007. 1" WATER METER SERVICE
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TYPE-2 54"
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OF 94.20
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Z. . . . SAWCUT & PATCH AS REQUIRED FOR
w FTG DRAINI Rl� 92 0
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. . . . . . . MIALLAHUN Ut vilill SERVICE
L;ULLtL;IIUN LIM,
4" PVC 2.00% MIN
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DRIVEWAY ENTRANCE
LAMPHOLE COVER & 112- HEX BOLTS \160 PSI POLY WITRACER WIRE
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PROPOSED SIDE SEWER CONNECTION
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TO EX MAIN IE 80.00 (VERIFY) 610POSE _qj
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LEANOUT REQUIREMENTS WITHIN 7,
2' OF THE HOUSE WILL BE
DETERMINED BY THE CITY OF
EDMOND'S BUILDING DEPARTMENT 95-69
V S 7036'49 "E CD
.. . . . . . 10.00' UTILITY EASEMENT
5.00' WALKWAY EASEMENT
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INSPECTIM REQ'D. SITE DEVELOPMENT PLAN
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CALL 425-771 mm SCALE I" 10'
N - 12
FBI 0 HM0072
PVI STA = 0+30
MAXNUM CAIVEWAY SLOK
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PV1 ELEV = 121.84
ALWO 14%
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CALL BEFORE YOU DIG 1-800-424-5555
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DRIVEWAY PROFILE
SCALE IH&VI 1 10'
0 V,
1+00
*The City of Edmontis does not review, approve,
issue permits for. or inspect rockafts. Approval
of thm plans or Inspection and approval d ft
wark irlokided in these IpVskm does not cortatluto
C* epprovel a,, focceries, 0orwhvc0on of
rockefts Is prol vAthin the City of
Edmanicle under don-iin ammstances and In
c~ sNuati p4V (-CDC 18.40.020.*
0+00 APPROVED FOR CONSTRUCTION
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CITY ENCAN`Iffb�IMC, DATE
CITY OF EDMONDS
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MAY 12 2014
j3ujLDlN1.3,D,rr_g " E"
.", . XNI'DS
x151 MIN, EASEMENT
x 12, MIN.
1.5'
C:- 1`11114 Fit, rf`lVr_I'1r_1'q I
2' - 5/8' CSTC
PAVEMENT COMPACTION- 91% 4'- 1-1/4' CSBC
RICE DENSITY APPROVED SUBGRADE
SUBGRADE,BASE,TOP COURSE
COMPACTION 95% (ASTM 1557)
FIRE DEPARTMENT MAY REQUIRE ACCESS
TO BE WIDER IF IT IS DETERMINED FIRE
FIGHTING OR RESCUE OPERATIONS ARE HAMPERED,
xx CURBING
6' CONCRETE EXTRUDED CURB (REFER TO E2.7)
OR 18' ASPHALT THICKENED EDGE (REFER TO E2.11).
TURN AROUND IS REQUIRED AT ALL DEAD END CONDTIONS
DRIVEWAY SLDPE# MAX. DF 147 .
WRITTEN WAIVER REQUEST REQUIRED FDR GRADES 14-207,
MON.' S.
..CITY '0 F:*- ED:
aim
REVISIONS STANDARD DETAIL
APP OVED BY DATE
D, GEBERT 4/2/07 REBMWALDIMAY ACM(IM1112,8,6)
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18 0 1- 7/24/01 1
, acko NTS E2.1
1 FT MIN WIDTH BETWEEN
ROCKS AND EXCAVATION.
PROVIDE SWALE, GRADE AND
DRAIN TO APPROVED SYSTEM.
12" OF COMPACTED SOIL OVER
GEOTEXTILE
UNDISTURBED NATIVE SOI
V
ROCK FILTER LAYER,
12" MINIMUM WIDTH
QUARRY SPALLS
3/4' TO 4' IN SIZE
GEOTEXTILE
FILTER FA13RIC
0
IF ROCKERY ABUTS A
PRIVATE DRIVE OR
DRIVEWAY, A 2' SHY
SLOPE TO DRAIN
DISTANCE SHALL BE
MAINTAINED BETWEEN
FPO
THE WALL FACE AND
EDGEOF ROAD SURFAC
EXISTING/ORIGINAL GRADE
0
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le
l'-O" MIN LEVEL
GROUND 0 PROPERTY LINE
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6
a:
1 -1
0
-1
"1
1 ROAD
SURFACE
IN11 1 .11,
P Fr, - I I
1 2 DIAMETER OF LARGEST ROCK
MIN 6' DIA PERF RIGID 2 SLOPE IN BOTTOM COURSE OR 12
WHICHEVER IS GREATER
DRAIN PIPE CENTERED
HORIZ . IN BEDDING. SLOPE EQ EQ jHI2 DISSTANCE SHALL NOT
TO DRAIN AND CONNECT TO E LES THAN THE HEIGHT
STORM DRAIN SYSTEM. OF THE ROCKERY AND NOT
PROVIDE CLEANOUTS. LESS THAN 10 rr FROM EDGE
OF ROAD WHEN SIDEWALKS
ARE NOT PRESENT,
UNDISTURBED NATIVE SOIL OR
COMPACTED CRUSHED ROCK, AS
REQUIRED
ROCKERIES SHALL NOT BE 00NMUCTED IN CITY FLOI OR OVER PUBLIC EASEMENM
6-ENERAL NOTES,
1. SPECIAL INSPECTOR SPALL VERIFY RJCKERY HEIGHT, FOUNDATION MATERIAL, AND
ROCK SIZE.
2. QUARRY SPALLS AND CRUSHED RuCK SHALL 13L Mfi"JJ DIRLUILT rmurl INUUm UK
OTHER SUITABLE CONTAINER IN ORDER 70 MAINYTAIN CLEAN BACKFILL.
3. OPENINGS SHALL BE 'CHINKED' WITH QUARRY SPALLS.
4. ROCKERIES SHALL BE DESIGNED AND STAMPED BY A LICENSED PROFESSIONAL
ENGINEER IF GREATER TFAN 8 FEET IN HEIGHT OR IF VARYING FROM THESE
STANDARDS, OR IF THE CITY DETERMINES THAT SPECIAL CONDITIONS (SUCH AS
CRITICAL AREA OR MEADEWDALE EARTH SUBSIDENCE LANDSLIDE HAZARD AREA> EXIST,
12 111 11, - I l�� I
ROCK SCHEDULE
WALL
HEIGHT
MINIMUM CK SIZE
BASE
TOP
2 FEET
2-MAN
2-MAN
4 FEET
3-MAN
2.MAN
6 FEET
4-MAN
2-MAN
18 FEET
I 6-MAN
2-MAN
RESIDENCE
CLEANOUT WITH 45"
�BEND AND CAP
NOT TO EXCEED 100' BETWEEN
CLEAN OUTS
CLEANOUT (WYE WITH CAP
AND LOCKING LAMPHOLE COVER)
& CONCRETE LEVELING COLLAR
\-WATER TIGHT CAP
_�-RISER
z
79
0 Uj
z
C.O.
�1 4xl 4"x6"
CONCRETE
COLLAR
LEVELING COLLAR
LO,PKING LAMPHOLE COVER
12 MIN.
CONCRETE PAD
12" PVC,"
SLEEVE
4' OR 6' SIDE SEWER-f 6" RISER/
R
GENERAL CLEANOUT DETAIL 6' WYE AND 45*1
AND 1/8 BEND 6" C1rTFY STUB
121
4' OR 6' SIDE SEWER
ASPHALT SURFACE CLEAN OUT DETAIL AT PROPERTY LINE
r
12" LOCKING LAMPHOLE COVER
(EAST JORDAN IRON WORKS CO.)
61 7RISER 712" PVC SLEEVE (MODEL #: 00366108)
A \_ _ _
PVC CAP NOTE.
TYPICAL CLfANOUT UNDER ASPHALT SIDE SEWER JOINTS SHALL BE
OR CONCRETE GASKETED
--E-D
-tTy`:` ..0
REVISIONS STANDARD DETAIL
APPMVED BY DATE
D, GEBERT 6/16/03
SEWER CLEANOUT DETAILS
D, GEBERT 01/06/05 DATE SCALE DWG NO.
18� 0- 1990 D. GEBERT 4/2/07 7/24/01 1 NTS I EU
PVC PIPE*
NDN-SHRINK GROUT
COUPLING V-O" MAX CONTROL DEVICE
ASSEMBLY TO BE
FLOW CONTROL
STRUCTURE
4h'
(optional)
PVC PIPE B6 REMOVABLE FROM
INSIDE THE FCS
SET SCREW TO
Ai 4-1aPREVENT ROTATION
NVrRT*
GASKET (TYP)
PVC PIPE CROSS*
PVC ADAPTER* W/
ORIFICE 11-0. MIN
DOUBLE GASKET
DIAMETER' 1'-6" MAX
A41) ADHESIVE
BONDED SAND FINISH
DRILLED
ON EXTERIOR. MIN 7" LONG
1IORIDFEICE
IN PVC 4S
CAP PH
CkULK SPACE BETWEEN
PVC ADAPTER AND PIPE STUB
DETAIL A CONNECTION
& CONTROL DEVICE
0`
LADDER. OR HAND HOLDS
CONNECTION AND
POLYPROPYLENE
CONTROL DEVICE
(SEE DETAIL A)
OUTLET PIPE
ALLOW
OUTLET LOCA11ON %
(180* to 315')
H WEIR AS NEEDED*-
SUPPORT(2 REQ*D)-
ORIFICE AS NEEDED*
CONTROL DEVICE
r CH WIN TYPE 2
PER WDOT STANDARD CINCH ANCHOR
PLAN B-10.20-01
WIRE ROPE
CLIP (SS)
DEFORMED
6- %'STEEL
7 71-N ROD (SS OR
LENGTH TO FIT
INVERT*
1'-O'f M!N
PVC PIPE &
SEE DETAIL A 2'-0' DETENTID14 PIPE CROSS
DIAMETM* (LENGTH. DIAMETER,
MATERIAL TYPE)* -FLOW CCNTROL
STRUCTURE
PIPE SUPPORT
FLOW CONTROL STRUCTURE shown w ' /TYPE 2 MANHOLE DETAIL B
(Details A & B shall apply to all designs where a shear gate would otherwise apply)
*SPECIFIC DESIGN INFORMATION AS INDICATED ON APPROVED CONSTRUCTION DRAWINGS
NOTE - Invert of detention pipe in manhole shall be equal to or higher than the Invert of the outlet pipe.
- PRIVATELY -OWNED CONTROL STRUCTURES SHALL NOT BE PLACED Ill C17Y RIGHT-OF-WAY
VISIQNS
APMOM BY DATE STANDARD DETAIL
R. English November 25, 2013 FLOW CONTROL STRUCTURE
I - DATE SCALE DWG NO
Est. 189k) November 13, 2013 1 NTS I E5.4
CASTIRON LOCKING LID
LAMPHOLE COVER
(EAST JORDAN IRON WORKS CO.)
_j (MODEL #: 00366108)
0
6" WYE AND 45* BEND
6" SIDE SEWER 6" TEE
I uL �"'Vv""'
SLOPE- 27o MIN. TO
5 07
. M�X �O
0% MAX. POSSIBLE
SEWER MAIN
LOCATION
22.5* OR
45' BEND
ROMAIC AND/OR FERNCO COUPLING
N 0 T E:
1 . IF SEWER LATERAL IS DAMAGED OR HAS 22.5' OIR POSSIBLE
TO BE RELOCATED DURING CONSTRUCTION, 45' BEND SEWER MAIN
RELOCATE/REPAIR SEWER PIPE AND RECONNECT LOCATION
USING A ROMAC AND/OR FERNCO COUPLING.
2. A CONCRETE/PVC ADAPTER SHALL BE USED TO
CONNECT PVC TO CONCRETE,
3. INSPECTION OF WORK IS REQUIRED AND MUST
BE APROVED BY THE ENGINEERING DEPARTMENT.
D-
TY F
__9MEVW1MSIT0NWSM'
APPRUVEDBY DATE STANDARD DETAIL
D. GEBERT 01/26/04 SIDE SEWER RELOCATION/REPAIR
D. GEBERT 06/27/05 DATE SCAI E
'090-199V 7/24/01 1 1 1 ` EU
Y 4 rt<L111
. _4__Ltn
L I
00 @METER INSTALLED BY CITPY
NOIE,
FINISHED
BACK SIDE OF METER BOX GRADE
SHALL BE SET AT THE
PROPERTY LINE. METER
BOXES SHALL NOT BE
PLACED IN DRIVEWAY AREAS,
BALL VALVEI2 - - - - - -
00
@
E
r"N
A
Li
Li
-,,<OF FL!W��
WATER
MAIN A @ @
F)
MATERIAL LIST -
ALL I- SERVICES TO BE TYPE 'K' SOFT COPPER TUBING.
@ 1' BALL CORP, STOP WITH CC THREAD INLET AND COPPER (CTS) GRIP OUTLET.
(FORD OR MUELLER).
DUAL PURPOSE UNION.
MIPT X CTS GRIP BALL. VALVE CURB STOP EC)UAL
TO FORD B84-4440 FOR V
NEWl"ORRME. ANGLE BALL METER VALVE BY SINGLE CHECK, 15- HIGH WITH DUAL
PURPOSE UNI13NS ON INLET AND OUTLET, HORIZONTAL IN HORIZONTAL OUTLET.
EQUAL TO FORD VBH94-15W-11-44.
EXEIMMOV111111=11=11111- USE SAME AS ABOVE WITH NO SINGLE CHECK.
LUUAL 1U FORD VB94-15W-11-44,
(D 1' CC TAP SERVICE SADDLE EQUAL TO ROMAC 101S
@ MID -STATES PLASTIC METER BOX 1324-12 FOR 1- SERVICE
HS 13x24 DUCTILE LID WITH 7Wx4Y2' READER FOR V SERVICE
FOR VACANT LOT (FUTURE USE) LOCATION MARKED WITH PANTED 2- X 4' STAKE
WITH 'WATER' STENCILED ON IT,
14GA, VINYL COATED WIRE TRACER (TAPED TO PLASTIC PIPE EVERY 10') TO BE
GROUNDED AT METER AND HOUSE,
SCHEDULE 40 3/4- OR V PLUG, REMOVE WHEN CONNECTION IS MADE TO CUSTEIMER LINE.
WATER SERVICE TO HOUSE, INSTALLED BY OWNER/CONTRACTOR,
PROPERTY OWNER RESPONSIBLE FOR PURCHASING 3/4' OR I' METER THROUGH THE CITY.
CITY WILL INSTALL METER AFTER PURCHASE,
IF USING 3/4' METER, CITY WILL PROVIDE REDUCERS,
36" DIA CMP (TYP)
DETENTION TANK VOLUME
60" DIA PIPE 14 GA (3"xl") 6" DIA DESIGN VOLUME.
12"x6" TEE OUTLET PIPE 20 LF x 5. 0' DIA = 392.6 CF
PROVIDED WOLUME.
2.00' 10.16 LF x 5.0' DIA = 199.4 CF
60" 5.33 LF x 3.0' DIA = 37.7 CF
12"x6" TEE
(TYP) MH STORAGE = 159.0 CF
TOTAL 396.1 CF
CMP DETENTION TANK NOTES LH20 AND H25)
TYPE 2*-54" MATERIAL: 14 GAUGE ALUMINIZED (AASHTO M'274)
TYPE 2-54" 4" VENT PIPE (TYP) FLOW CONTROL CORRUGATED STEEL PIPE WIRUBBER GASKETED
MANHOLE BEADED SEAMS AND 114" STEEL END PLATES
6" DIA REINFORCED PER MFG SPECIFICATIONS.
G PLAN INLET PIPE
IE 99.56 CORRUGAVONS: 3" x I"
20' CLMH TO CLMH LOCKING SOLID LID ASSEMBLY: DETENTION TANK SHALL BE ASSEMBLED
RIM 107.38 WIMFG RECOMMENDED BANDS UTILIZING 318- FOAM
STANDARD GRATE 4" VENT PIPE (TYP) RUBBER CYLINDER CASKETS.
RIM 106.56 1.5' MIN FINISHED GRADE INSTALLATION: INSTALLATION OF DETEN71ON TANKS
SHALL BE DONE IN ACCORDANCE WITH THE
x NATIONAL CORRUGATED STEEL PIPE ASSOCIATION'S
X/"
\y
INSTALLATION MANUAL FOR CORRUGATED STEEL
5.88
1 )4. NHW 104.56 PIPE, PIPE ARCHES AND STRUCTURAL PLATE
AVAILABLE ON LINE AT WWW.NCSPA.ORG. BACKFILL
10. 16' IWO MATERIAL FOR DETENTION PIPES SHALL CONFORM TO
2. 00' 12" DIA RISER EDDS STANDARD DETAIL 5-040. BACKFILL ,
(TYP) WIOPEN TOP MATERIAL SHALL BE PLACED IN MAXIMUM 6" LIFTS
STEPS ORI AND COMPACTED TO 90% STANDARD PROCTOR
LADDER (TYP) S=0.005 (TYP) DENSITY (AASHTO T99).
99.6 199.56,-k NLW 99.56 CONSTRUCTION LOADS: AFTER DETENT16N TANKS
ARE INSTALLED AND BACKFILLED THE AREA ABOVE
3' DIA STUB (TYP) 2. 00' THE TANK SHALL BE ADEQUATELY COVERED WITH
ADDITIONAL SOIL AS NECESSARY TO SUPPORT
2. 00' CONSTRUCTION LOADS PER THE NATIONAL
CORRUGATED STEEL PIPE ASSOCIATION'S
SECTION 0.90"'o ORIFICE INSTALLATION MANUAL FOR CORRUGATED STEEL
PIPE, PIPE ARCHES AND STRUCTURAL PLATE, OR
SHALL BE FENCED OFF TO PROHIBIT CONSTRUC71ON
DETENITIOPYTANK & FLOW COIN'TROLISTRUCTURE LOADS OVER DETENTION TANK AREA.
FM am
I SCALE 1" = 5'
0 1,,
APPROVED FOR CONSTRUCTION
CITY ENGINEER IIII VEVAIZV-4 E-0JT DATE
CITY OF EDMONDS
_j
0
z
LL.
0
P4
I--
0
(`4
LU
a
CL
Ib
FILTER FABRIC -
SECURED TO 2' X 2'
14 GA, W[RE FABRIC
EQUAL
2' X 2" WOOD OR c
EQUIVALENT -1" 11
8'- 12'
u
80
PLACE 3/4'-1.5' WASHED GRAVEL IN
THE TRENCH AND ON BOTH SIDES OF
FILTER FABRIC FENCE ON THE SURFACE.
N
�u
CONTRACTOR/DEVELOPER SHALL MAINTAIN AND REPLACE
STRAW BALES TO INSURE PROPER EROSION CONTROL,
1090-1 9%jv
FILTER FABRIC MATERIAL IN
CONTINOUS ROLLS, USE STAPLES
DR WIRE RINGS TO ATTACH
FABRIC TO WIRE,
WIRE MESH SUPPORT FEN�E
TO SUPPORT FILTER FAP�IC.
-----------
BURY BOTTOM OF FILTER
MATERIAL 8' TO 12'
6' MAX.
Lj
2' X 2' WOOD POSTS OR
EQUIVALENT
CITY INSPECTION REQUIRED ON ALL
EROSION CONTROL METHODS BEFORE
OTHER WORK CAN BEGIN.
C.-I-TY
REVISIONS STANDARD DETAIL
APPROVED BY I DATE
RL1191FAINFIM FL70=1 BMW
DATE 7/24/01 1 SCALE NTS FWG No- E1.1
SW 1/4, SECTION 07., TOWNSHIP 27 NORTH, RANGE 04 EAST, WX rnNqMHrVnM rnMVAt-TnV4Z OMT 1JAMArICUC-Al
1 PRAG110E-3 komPS)
&ME= THE WAY YOU CONDUCT BUSINESS AT YOUR SHOPS AND WORKSITES CAN AFFECT NOT ONLY YOUR
HEALTH BUT THE HEALTH OF OUR LOCAL WATER RESOURCES. THAT'S WHY EVERYONE NEEDS TO
KNOW AND IMPLEMENT BEST MANAGEMENT PRACTICES.
/GRATE 1) PRESERVE VEGETATIONICOVER SOILS. A) PRESERVE AS MUCH NA71VE VEGETA71ON AS POSSIBLE
BE SURE TO OBSERVE CLEARING AND GRADING LIMITS, AND COMPLY WITH ALL CITY VEGETATION
PRESERVATION AND STREAMIWETLAND SETBACK REQUIREMENTS. TIME THE CLEARING SO IT OCCURS
NO SOONER THAN NECESSARY FOR SUBSEQUENT CONSTRUCTION ACTIVITIES. B) PROVIDE TEMPORARY
CB VEGETATIONICOVER AS NEEDED. EXAMPLES OF THIS INCLUDE. TEMPORARY SEEDING1 HYDROSEEOING,
>> MULCH, SUCH AS HAY STRAW, OR WOOD FIBER; MATSIBLANKETS, SUCH AS JUTE MAT EXCELSIOR
WOVEN STRAW BLANKET, OR NETTING, PLASTIC SHEETING WITH ANCHORS. C) PROVIDE PERMANENT
VEGETATION COVER AS SOON AS EARTHWORK IS COMPLETE (SEEDING OR HYDROSEEDING OR
SODDING).
25' MIN. RADIUS 11) CONTROL RUNOFF DURING CONSTRUC77ON: REDUCE RUNOFF VELOCITIES. TECHNIQUES INCLUDE:
\CB
C25'� VEGETATING EXPOSED SOILS AND DITCHES, RIPRAP; CHEEK DAMS INCLUDING STRAW BALES, ROCKS,
QUARRY SPALLS 4 PEA GRAVEL BAGS, AND SAND BAGS, TERRACING OR CONTOURING THE SITE, AND FILTER FABRIC
2-4' MIN DIA FILTER SOCK WITH
8'-12' MIN, DEPTH A OVER FLOW HOLES FENCING.
111) INSTALL AND MAINTAIN SEDIMENT CONTROLS. A)'INSTALL SEDIMENT CONTROLS SUCH AS: 1)
LOWER COST (NON -ENGINEERED), FILTER FABRIC FENCE, CHECK DAMS, ROCK BERMS, SEDIMENT
TRAPS, AND CATCH BASINS AND DRAIN FILTERS. 2) MODERATE COST (ENGINEERED), INTERCEPTING
DITCHES, CUT-OFF TRENCHES, LEVEL SPREADER, AND GRADIENT TERRA CINGICON TOURING. 3) HIGHER
CATCH BASIN COST (ENGINEERED), SILTATIONISEDIMENTATION POND, GRASS -LINED SWALE OR CONSTRUCTED
WETLAND. 8) MAINTAIN SEDIMENT CONTROLS BY FREQUENT INSPECTION OF CONTROL FACL ES TO
I III
/\/\AA/\ MAKE SURE THEY ARE WORKING PROPERLY (TRAPPING SEDIMENT ON -SITE, WITH WATER LEAVING
SITE CLEAR), AND REMOVING COLLECTED SEDIMENT AS NEEDED FROM SEDIMENT TRAPS.
IV) KEEP FRESH CONCRETE MORTAR OUT OF STORM DRAINS AND STREAMS. A) USE DESIGNATED
WASH -OUT AREAS, 6) TAKE CARE WHEN BUILDING CONCRETE AGGREGATE DRIVEWAYS MAKING SURE
TO WASH OUT THE FINES TO THE SIDE, NOT DOWN THE DRIVEWAY. IF THE DRIVEWAY IS SLOPED,
PLACE STRAW BALES AT THE BOTTOM OR DIVERT FLOW TO A SAFE SEDIMENT BASIN. C) NEVER
STRAW BALES MAY BE USED IN WASH FRESH CONCRETE MORTAR INTO THE STORM DRAIN OR A STREAM.
CERTAIN CIRCUMSTANCES (SEE
PROVIDE FULL WIDTH OF INGRESS/ 4 4- DETAIL E111). THIS APPLICAITON
V) KEEP BUSINESS AND WORK AREAS CLEAN AND MAINTAIN CATCH BASINS. EXAMPLES INCLUDE:
EGRESS AREA SHALL BE MAINTAINED AT ALL PICKING UP LITTER, SWEEPING SURFACES WHICH DRAIN TO STORM DRAIN, USING A TARP TO COVER
TIMES DURING CONSTRUCITON THE GROUND WHEN SANDING TO CATCH CHIPS, CLEANING UP ALL WASTES AT THE WORK SITE,
PERIOD, MAINTAINING CONSTRUCTION EQUIPMENT TO FjY ANY nu I PAWI� IMQTAI I Ihlf-' AhIn kJAMITAMIKIP A&I
CONTRACTOR SHALL MAINTAIN TEMPORARY CONS.RUCTION ENTRANCE OILIWATER SEPARATOR, COVERING ALL STOCK PILED MATERIALS, AND CLEANING CATCH BASINS.
DURING THE CONSTRUCTION PERIOD,
[C-ITY INSPECTION REQUIRED ON ALL EROSION C014TRO
IMEASURES BEFORE WORK CAN BEGIN, I
18§101_�
1990
SE
E XIST. HOU
FILTER FABRIC FENCE
co
q) C!�
0
S3 'o
iLoLl / I
76- 75
Lco
I>
J /T
4L 7,
GE FFE 101/
1//// 0//
0
0 0
_0
x// x< 060-0�'o
0 0 0 0 0
ci 0 0 0
. .. .. ... . .. . ... . . . . :
,.C.1TY
"J"
REVISIONS STANDARD DETAIL
APPROVED BY WE
789C -19 (3f)
. . . . : ' ' ' ' "" . . . ''. . . . . V11) PREPARE FOR AND CLEAN UP SPILLS. A) THERE ARE THREE OVERALL PRACTICES TO MINIMIZE
C7, .1-T 0N. D 1) HANDLE MATERIALS CAREFULLY TO AVOID SPILLS AND LEAKS, 2)
-0M''
0 Jim POLLUTION FROM SPILLS.
REVISIONS STANDARD D ETAI L PREPARE A CLEAN UP PLAN, AND 3) IMMEDIATELY CLEAN UP ANY SPILLS. WHEN PREPARING A
APPROVED BY _ DATE CLEAN UP PLAN MAKE SURE TO: A ESTABLISH WHO TO NOTIFY IN THE EVENT OF A SPILL, 8)
D. GEBERT 10/06/03
D. GEBERT 05/19/05 MWAY SIUM MP IN CATM OM PROVIDE SPECIFIC CLEAN UP INSTRUCTIONS, C) ASSIGN A PERSON TO BE IN CHARGE OF CLEAN UP,
D, GEBER7 05/05/06 DATE LE AND
SCAI -JWG-N D) PREPARE SPILL CONTAINMENT AND CLEAN UP KITS WHICH ARE EASY TO REACH AND USE.
[t` 7/24/01 NTS 0' E1.3
D. GEBERT
10/6/03
STANIMI CIMIRM SHIM
DATE 7/24/01
1 SCALE NTS
IDWG 40- El 2
S55*21
9�L69' c)..
S 73 6' 9 "E
STABILIZED CONSTRUCTION ENTRANCE
r%r%p
ON Swrivo
C 0' " NS T 11 ?6 U C T IA
SCALE 1 20'
OWNER/CONINAarOR IS RESPONSIBLIE
FOR EROSION CONTROL AND DRAINIAC2
CALL BEFORE YOU DIG 1-800-424-5555
mm
EROSION CONTROL NOTES
18,30.050 DEVELOPMENT APPROVAL STANDARPS FOR EROSION AND SEDIMENTATION
CONTROL (ESC) PLAN.
A. ESC MINIMUM REQUIREMENTS. ALL ACTIVITIES NECESSITATING A CLEARING OR
GRADING PERMIT AND ALL UTILITY PROJECTS CONSISVNG OF MORE THAN 500 LINEAL
FEET OF TRENCH EXCAVATION SHALL BE REQU;RED TO CONTROL EROSION AND
SEDIMENT DURING CONSTRUCTION AND TO PERMANENTLY STABILIZE EXPOSED SOIL
RESULTING FROM CONSTRUCTION. PROJECTS INVOLVING A CRITICAL AREA MAY ALSO
BE REQUIRED TO COMPLY WITH ANY COMBINATON OF THE ESC MINIMUM REQUIREMENTS.
COMPLIANCE WILL BE DEMONSTRATED THROUGH THE IMPLEMENTATION OF AN APPROVED
ESC PLAN. GUIDELINES FOR PREPARING ESC PLANS ARE PROVIDED IN THE MANUAL.
THE PLAN MUST ADDRESS THE FOLLOWING REQUIREMENTS.
1. ESC MINIMUM REQUIREMENT - CONSTRUCTION ACCESS ROUTE. CONSTRUCTION
VEHICLE ACCESS SHALL BE, WHENEVER PRACI`ICAL, L1141TED TO ONE ROUTE. ACCESS
POINTS SHALL BE STABILIZED WITH QUARRY SPALLS OR CRUSHED ROCK TO MINIMIZE
THE TRACKING OF SEDIMENT ONTO PUBLIC ROADS. IF SEDIMENT IS TRANSPORTED ONTO
A ROAD SURFACE, THE ROADS SHALL BE CLEANED THOROUGHLY AT THE END OF EACH
DAY. SEDIMENT SHALL BE REMOVED FROM ROADS BY SHOVELING OR SWEEPING AND BE
TRANSPORTED TO A CONTROLLED SEDIMENT DISPOSAL AREA WITHIN 24 HOURS. STREET
WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT 13 REMOVED IN THIS MANNER.
2. ESC MINIMUM REQUIREMENT - STABILIZATION OF EXPOSED AREAS. ALL SOILS
EXPOSED BY LAND DISTURBING ACTIVITIES SHALL BE STABILIZED BY SUITABLE
APPLICATION OF BMPS, INCLUDING, BUT NOT LIMITED TO, SOD, HYDROSEEDING, OR
OTHER VEGETATION, PLASTIC COVERING, OR NULCHING. ALL BMPS SHALL BE SELECTED,
DESIGNED, AND MAINTAINED IN ACCORDANCE WITH THE MANUAL. THE EXPOSED SOILS
SHALL BE STABILIZED ACCORDING TO AN APPROVED TIMETABLE. (TYPICALLY, NO SOILS
SHALL REMAIN EXPOSED FOR MORE THAN TVO DAYS FROM OCTOBER I THROUGH APRIL
nr-mr-motm IU ULt/4N Ur W'ILLS IMMEDIATELY, AND OBSERVE CLEAN UP PLANS AND SAFETY
REQUIREMENTS. IF 7HERE ISN'T A PLAN, TAKE THE FOLLOMNG STEPS: 1) STOP OR ISOLATE THE
SOURCE OF THE SPLL, 2) IF THERE'S A CHANCE THE SPILL COULD ENTER THE STORM DRAIN OR
SEWER, CLOSE DRAN INLET AND DIVERT ANY INCOMING WATER. 3) COVER THE SPILL WITH
ABSORBENT MATERIAL(S) THAT CAN BE EASILY SWEPT OR PICKED UP SUCH AS KITTY LITTER,
SAWDUST, OR VERMICULITE (MAKE SURE THAT MATERIALS USED FOR HAZARDOUS WASTE CLEAN UP
ARE TREATED AS HAZARDOUS WASTE FOR DISPOSAL), AND 4) REPORT SPILLS TO CITY OF EDMONDS
ENGINEERING DIVISION, HYDRAULICS ENGINEER AT 425-771-0220: OR FOR LARGE SPILLS, CONTACT
DEPARTMENT OF ECOLOGY AT 425-649-7000.
All) DISPOSE OF WASTES PROPERLY. PROPER WASTE DISPOSAL DEPENDS ON BOTH THE PROPERTIES
AND THE AMOUNT OF THE WASTE. TO DISPOSE OF WASTE: 1) IDENTIFY IF IT IS HAZARDOUS, 2)
ESTIMATE THE AMOUNT IN POUNDS, 3) DETERMINE THE DISPOSAL METHOD, AND 4) IF NECESSARY,
CONTACT A HAZARDOUS WASTE SERVICE. THIS IS A VERY BROAD SUBJECT AND IF YOU HAVE ANY
QUESTIONS ABOUT WASTE DISPOSAL CONTACT THE CITY OF EDMONDS RECYCLING COORDINATOR AT
425-771-0235; OR THE SNOHOMISH COUNTY HOUSEHOLD HAZARDOUS WASTE DISPOSAL STATION AT
425-388-6050.
IX) MINIMIZE WASTE. WASTES CAN BE MINIMIZED THROUGH GOOD HOUSEKEEPING, SEPARATING
DIFFERENT WASTES, SUBSTITUTING NON -HAZARDOUS MATERIALS IN THE PLACE OF HAZARDOUS ONES,
AND MAINTAINING PRODUCTS AND CONSTRUCTION EQUIPMENT. REDUCING WASTES REDUCES
POTENTIAL SOURCES OF POLLUTANTS TO THE DRAINAGE SYSTEM AND ALSO PRESERVES NATURAL
RESOURCES. THE FOLLOWING ARE A FEW IDEAS, 1) USE SOLVENTS MORE THAN ONCE, 2) BUY THE
LEAST TOXIC PRODUCTS AVAILABLE, 3) BUY ONLY WHAT YOU NEED AND USE ONLY WHAT IS
NEEDED, 4) PURCHASE PRODUCTS THAT LAST LONGER (BETTER QUALITY), AND 5) SEE IF OTHERS
CAN USE YOUR WASTE (USE THE SERVICES OF THE INDUSTRIAL MATERIALS EXCHANGE
206-296-4899), FOR MORE INFORMATION CONTACT THE CITY OF EDMONDS RECYCLING COORDINATOR
AT 425-771-0235.
V% DC'f1V('fr' "KIMAKITM 1j
hJUXIML0. UNVYAPHLU MAIMIAL3 tKUUUL;tU Al CONSTRUCTION SITES CAN
30 AND NO MORE THAN SEVEN DAYS FROM MAY I THROUGH SEPTEMBER 30). 13. ESC MINIMUM REQUIREMENT - STORM DRAIN INLET PROTECTION. ALL STORM DRAIN OFTEN BE RECYCLED, AT LESS COST THAN CONVENTIONAL DISPOSAL METHODS. THE CITY HAS
3. ESC MINIMUM REQUIREMENT - PROTECTION OF ADJACENT PROPERTIES. ADJACENT INLETS MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT STORM RECYCLING GUIDES AVAILABLE REGARDING CONSTRUCTION, DEMOLITION, AND LAND CLEARING (CDL)
PROPERTIES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION BY APPROPRIATE USE WATER RUNOFF SHALL NOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING ACTIVITIES. THE RECYCLING GUIDE LISTS SITS THAT ACCEPT CDL MATERIALS, AND OUTLINES HOW TO
OF VEGETATIVE BUFFER STRIPS, SEDIMENT BARRIERS OR FILTERS, DIKES OR MULCHING, FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT.
OR BY A COMBINATION OF THESE MEASURES AND OTkER APPROPRIATE BMPS 14. ESC REQUIREMENT - REMOVAL OF TEMPORARY BMPS. ALL TEMPORARY EROSION AND SE -UP WORKSITE RECYCLING. OTHER WAYS TO MAKE RECYCLING WORK ARE. 1) PURCHASE
4. ESC MINIMUM REQUIREMENT - MAINTENANCE. ALL EROSION AND SEDIMENT CONTROL SEDIMENT CONTROL BMPS SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE RECYCLED PRODUCTS, 2) SEPARATE WASTES, 3) AVOID PHENOL, 4) KEEP RECEIPTS, AND 5)
DIADC CLIAI I DC' Dr*f%"t ADI V WCOr TM AKIr) 11AMTA RECYCLE WHAT YOU CAN.
8. ESC MINIMUM REQUIREMENT - DELINEATE CLEARING AND EASEMENT LIMITS. IN THE
FIELD, MARK CLEARING LIMITS ANDIOR ANY EASEMENTS, SETBACKS, SENSITIVE1CRrnCAL
AREAS AND THE BUFFERS, TREES AND DRAINAGE COURSES.a
9. ESC MINIMUM REQUIREMENT - SEDIMENT TRAPPING. PRIOR TO LEAVING THE SITE,
STORM WATER RUNOFF SHALL PASS THROUGH A SEDIMENT POND OR SEDIMENT TRAP,
OR OTHER APPROPRIATE BMPS. SEDIMENT PONDS AND TRAPS, PERIMETER DIKES,
SEDIMENT BARRIERS, AND OTHER EIMPS INTENDED TO TRAP SEDIMENT ON -SITE SHALL
BE CONSTRUCTED AS A FIRST STEP IN GRADING. THESE BMPS SHALL BE FUNCTIONAL
BEFORE LAND DISTURBING ACTIVITIES TAKE PLACE EARTHEN STRUCTURES, SUCH AS
DAMS, DIKES, AND DIVERSIONS SHALL BE SEEDED AND MULCHED ACCORDING TO AN
APPROVED TIMETABLE
10. ESC MINIMUM REQUIREMENT - CUT AND FILL SLOPES. CUT AND FILL SLOPES SHALL
BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. IN
ADDITION, SLOPES SHALL BE STABILIZED IN ACCORDANCE WITH ESC REQUIREMENT NO. 2.
11. ESC MINIMUM REQUIREMENT - CONTROLLING OFF -SITE EROSION. PROPERTIES AND
WATER WAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM
EROSION DUE TO INCREASES IN THE VOLUME, VELOCITY, AND PEAK FLOW RATE OF
STORM WATER RUNOFF FROM THE PROJECT SITE.
12. ESC MINIMUM REQUIREMENT - STABILIZATION OF TEMPORARY CONVEYANCE
CHANNELS AND OUTLETS. ALL TEMPORARY ON -SITE CONVEYANCE CHANNELS SHALL BE
DESIGNED, CONSTRUCTED AND STABILIZED TO PREVENT EROSION FROM THE EXPECTED
VELOCITY OF FLOW FROM A TWO-YEAR, 24-HOUR FREQUENCY STORM FOR THE
DEVELOPED CONDITION, STABILIZATION ADEQUATE TO PREVENT EROSION OF OUTLETS,
ADJACENT STREAM BANKS, SLOPES AND DOWNSTREAM REACHES SHALL BE PROVIDED AT
THE OU ETS OF ALL CONVEYANrF qYqTFMq
L' 11\r_U E)V InE. VVYINER IV r-113URL
CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL MAINTENANCE AND
31/it)ILILAIIVII 13 AUNILVI:1) OK At ItK INE TEMPORARY BMPS ARE NO LONGER NEEVED.
TRAPPED SEDIMENT SHALL BE REMOVED OR STABILIZED ON SITE. DISTURBED S OIL AREAS
REPAIR SHALL BE CONDUCTED IN ACCORDANCE WITH 7HE MANUAL,
.
RESULTING FROM REMOVAL SHALL BE PERMANENTLY STABILIZED.
XI) PRESERVEIENHANCE STREAMS, WETLANDS, AND ADJACENT VEGETATION. PROTECT STREAMS AND
5. ESC MINIMUM REQUIREMENT - OTHER BMPS. AS REQUIRED BY THE CITY, OTHER
15. EROSION AND SEDIMENT CONTROL REQUIREMENT - DEWATERING CONSTRUCTION
WETLANDS, REMEMBER, STREAM AND WETLAND PROTECTION IS REQUIRED BY CITY OF EDMONDS
APPROPRIATE BMPS TO MITIGATE THE EFFECIS OF INCREASED RUNOFF SHALL BE
SITES. DEWATERING SYSTEMS SHALL DISCHARGE INTO A SEDIMENT TRAP OR SEDIMENT
CODES. CONTACT CITY OF EDMONDS, PLANNING DIVISION AT 425-771-0220 FOR MORE INFORMATION.
APPLIED
POND.
6. EROSION AND SEDIMENT CONTROL REQUIR[MENT - UNDERGROUND UTILITY
16. EROSION AND SEDIMENT CONTROL REQUIREMENT - CONTROL OF POLLUTANTS OTHER
X11) EDUCATE EMPLOYEES AND CUSTOMERS. PARTICIPATE IN WORKSHOPS, COURSES, AND KNOWLEDGE
CONSTRUCTION. THE CONSTRUCTION OF UNDERGROUND UTILITY LINES SHALL
THAN SEDIMENT ON CONSTRUCTION SITES. ALL POLLUTANTS OTHER THAN SEDIMENT
TRANSFER. CONDUCT ANNUAL WATER QUALITY TRAINING SESSIONS FOR ALL EMPLOYEES. INCLUDE
SPECIFICALLY ADDRESS THE FOLLOMNG:
THAT OCCUR ON SITE DURING CONSTRUCTION SHALL BE HANDLED AND DISPOSED OF IN
WATER QUALITY TRAINING IN NEW -EMPLOYEE ORIENTATIONS AND IN WRITTEN PROCEDURES. MAKE
A. EROSION CONTROL FOR EXCAVATED AND STOCKPILED MATERIALS;
A MANNER THAT DOES NOT CAUSE CONTAMINATION OF STORM WATER.
SURE CUSTOMERS ARE AWARE OF EIMPS, AND EXPLAIN BMPS TO PEER BUSINESSES. REMEMBER,
B. THE PLACEMENT OF EXCAVATED MATERIA1 WHERE CONSISTENT MTH SAFETY AND
17. EROSION AND SEDIMENT CONTROL REQUIREMENT - FINANCIAL LIABILITY.
WATER QUALITY IS THE RESPONSIBILITY OF EVERYONE
SPACE CONSIDERATIONS SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES,
PERFORMANCE BONDING, OR OTHER APPROPRIATE FINANCIAL INSTRUMENTS, SHALL BE
C. TRENCH DEWATERING SYSTEMS (MUST DIS�HARGE INTO SEDIMENT TRAPS, SEDIMENT
REQUIRED FOR ALL PROJECTS TO ENSURE COMPLIANCE WITH THE APPROVED EROSION
MANY OF THE BMPS DELINEATED ABOVE ARE DESCRIBED IN MORE DETAIL IN THE WASHINGTON
PONDS, OR OTHER ACCEPTABLE MEANS);
AND SEDIMENT CONTROL.
DEPARTMENT OF ECOLOGY STORM WATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN.
D. TRACKING AND SPILLING OF MATERIALS ON -STREETS DUE TO HAULING,
18, EROSION AND SEDIMENT CONTROL REQUIREMENT - THE PUBLIC RIGHT-OF-WAY
E DAILY CLEANUP AND STREET MAINTENANCE.
SHALL BE KEPT CLEAN. TRACKING OF MUD AND DEBRIS FROM THE SITE WILL NOT BE
NOT SURE IF A PARTICULAR SUBSTANCE IS HAZARDOUS? UNCERTAIN OF HOW TO DISPOSE OF
7. ADDITIONAL ESC MINIMUM REQUIREMENTS FOR LARGER DEVELOPMENTS. ALL NEW
ALLOWED. FAILURE TO COMPLY WITH THIS CONDITION WILL RESULT IN ALL WORK ON
SOMETHING? CALL THE CITY OF EDMONDS RECYCLING COORDINATOR AT 425-771-0235 BETWEEN
DEVELOPMENT AND REDEVELOPMENT THAT INCLUDES LAND DISTURBING ACTIVITIES OF
THE SITE BEING STOPPED.
8AM AND 5PM, MONDAY THROUGH FRIDAY. IF IT IS AFTER BUSINESS
GREATER THAN, OR EQUAL TO, ONE ACRE IN ADDITION TO MEETING THE MINIMUM
19. THE WASHINGTON STATE CLEAN AIR ACT REQUIRES THE USE OF ALL KNOWN,
HOURS, PLACE THE SUBSTANCE IN A SEALED CONTAINER, LABEL IT AND STORE IT IN A SAFE PLACE
REQUIREMENTS SET FORTH ABOVE SHALL COMPLY MTH ESC REQUIREMENTS LISTED
AVAILABLE, AND REASONABLE MEANS OF CONTROLLING AIR POLLUTION, INCLUDING DUST.
WHERE NO ONE CAN TOUCH IT. CALL THE RECYCLING COORDINATOR THE NEXT BUSINESS DAY TO
BELOW,
DUST CAN BE CONTROLLED BY WETTING EXPOSED SOILS, WASHING TRUCK WHEELS
HELP GET YOU THE INFORMATION YOU NEED.
BEFORE THEY LEAVE THE SITE, AND INSTALLING AND MAINTAINING ROCK CONSTRUCTION
ENTRANCES. CONSTRUCTION VEHICLE TRACKOUT IS A MAJOR SOURCE OF DUST AND ANY
FOR MORE INFORMATION ON WHAT SHOULD AND SHOULD NOT GO INTO THE WASTEWATER SYSTEMS
EVIDENCE OF TRACK -OUT CAN TRIGGER FINES FROM THE DEPARTMENT OF ECOLOGY OR
CALL THE EDMONDS WASTEWATER TREATMENT PLANT AT 425-771-0237. TO LEARN MORE ABOUT
THE PUGET SOUND AIR POLLU71ON CONTROL AGENCY.
PROPER HAZARDOUS WASTE DISPOSAL, CALL SNOHOMISH COUNTY
HOUSEHOLD HAZARDOUS WASTE DROP-OFF STATION AT 425-388-6050.
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ADJUSTMENT #PLN20120DOB, AF.
#201211165002 SNOHOMISH COU NTY, WA
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UOTCOVEREAGE 3,800 (153%)
HEIGHT CALCS
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