20020713.pdfI
CITY OF EDMONDS
CONSTRUCTION PERMIT APPLICATION
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CITY OF IT11EPHO
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PERMIT EXPIRES
USE
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NUMBER
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METER SIZE
LINE SIZE NO, OF FIXTURES
PRV REQUIRED
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REMARKS
OWNERICONTRACTOR RESPONSIBLE FOR EROSION CONTROLIDRAINAGE
ENGINEERING REVIEWED BY 6—
ATE
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CITY ZrP FIRE REVIEWED BY DATE
STATE LICENS NUMBER IRATION 0 VARIANCE On CU I 111011LINI OR AIIBI INSPECTION
"P RE G
/A:�4b 00':)- oi� 000 E3YEs EINO
$EPA REVIEW SIGN AREA HEIGHT
PROPE§�TAX ACCOUNT PARCEL NO. COMPLETE EXEMPT ALLOWED PROPOSED ALLOWED PROPOSED
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11 I.SmIAL PLUMBING MECH LOT C VERAGE i REQUIRED SETBACKS IFT) PROPOSED SETBACKS (Fr.)
ALLOWED PROPOSED FRO SIDE REAR FRONT URSIDE REAR
ADDITION rf j
COMMERCIAL COMPLIANCE OR
CHANGEOFUSE
AM PARKING I LOT All A PLANNING IIIVIIWID BY DATE
E] REMODEL MU UTIFAM WY SIGN REOG I PFIOVI.E.
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REPAIR BRACING FENCE
CYCS
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(CAIRII.IEIT ROOKERY FIRE ALARM
(TYPE OF USE, BUSINESS 0, W/97 �1 I W./I CHECKEDBY
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NUMBER I MAL ()2ir
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DWELLING A. -
]AREA
STORIES UNIT. NUM RE.0 BE LOAD
LIEN
DESCRIBE WORK TO BE DONE E3 Yes
REMARKS
PROGRESS INSPECTIONS PER URIC 1081FINAL INSPECTION REO'D
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Description FEE
Description FEE
ADATI
Plan Check
State Surcharge
GWING % LET SLOPE %
LOT SLOPE %
Building Permit
City Surcharge
PLAN CHECK NO: VESTED
Plumbing
Mechanical
THIS PERMIT AUINORIMS ONLY THE W FIX NOTED. THIS PERMIT COVERS WORK TO
t BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTA CTIONONTHEPUBLIC
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Grading
=1 DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS MARQUEES, ETC.) WILL REQUIRE
t: SEPARATE PERMISSION.
Engr. Review
P' MITAPPLICATION: INDAYS
PERMIT LIMM I YEAR -PROVIDED WOR ISSTAFTEDWITHIN 180DAYS
Engr. Inspection
SEE BAcK OF PINK PERMIT FOR MORE INFORMATION
[Fire
'APPLICANT. ON BE -IF OF HIS ON HER SPOUSE. HEMS. ASSIGNS AND 1UCCr1ORS
IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF
Fire Review
Plan Chk. Deposit
EDMONDS WAIIHIGTON ITS OFFICIALS. EMPLOYEES, AND AGENTS FROM ANY AND
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Inspection
Recelpt #
ALI FOR DANU,6is I WHATEVER NATURE ARISING VIECTLY OR —DIRECTLY
'.0. TNE.ESUANCE 0, THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE
91 DEEMED TO MODIFY, WAIVE OR REDU REQUIREMENT
- — -
Landscapeinsp.
Total Amt.
E ANY OF ANY CITY ORDINAN E
0 NOR LIMIT IN ANY WAY THE CITYS ABILITY TO ENFORCE ANY ORDINANCE PROVISION,
Recording Fee
RE
I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION
I ATI N APPROVAL
GIVEN IS GO RECT. AND THAT I AM THE OWNER. OR TH DULY AUTHORIZED AGENT OF
THE OWNER. I ONES TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC.
CALL I. an 'a""A Prr "" siored by Me
TION, AND IN 0 ING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED
IN VIOLATION OF TH LABOR CODE OF THE STATE OF WASHINGTON RELATING TO
UvJ '.g
FOR INSPECTION
Of do[ or hisihs, Dopsay: and Fees are paid, and
WORKMEN'S COMPENSATION INSURANC�ND now IS 27.
0*Qf&4rfVIGNATUPE
(425)
J
771-0220
DATE
ATTEN'hON
Off 1333
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL
A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI-
CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109
ORIGINAL � FILE YELLOW - INSPECTO
PINK-OWNCR GOLD-ASSCSSOR
04102 PRESS HARD -YOU ARE MAKING 5 COPIES
GREEN - ACCOUNTING
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NO EXCISE TAX
REQUIRED
AUG 2 2 20
Filed for Record at the Request Of
BOB DA11111111 SA4110111154 wonly llawl
Robert and Mary Jeffers
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16604 Sound View Place B
Edmonds, Washington 98020
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200208220530
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08/22/2002 02:23 PM Snohomish
P.0003 RECORDED County
Notice of Emligignt and Maintengirice Agrearn
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Grantors Robert C Jeffers and Mary D Jeffers, husband and wife
Grantee Robert C Jeffers and Mary D Jeffers, husband and wife
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Legal Description Lots 7, 8 and 18, Block B, Edmonds Sea View Tracts (Vol 3, P9 76)
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in SW 1/4, NE 114, Section 13, Township 27 North, Range 3 East, W M
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Assessors Tax Parcel ID Nos OD434600200700 00434600200800 and 00434600201800
Notice is hereby given that Robert C Jeffers and Mary D Jeffers, husband and wife, owners of the
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following described properties, situate in the City ofEdmonds, County of Snohomish, State ofWashington,
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to wit
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Parcel A
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Lots 7 and 8, Block B, Edmonds Sea View Tracts, according to the plat thereof recorded
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in Volume 3 of Plats, page 76, records of Snohomish County, Washington
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Together With that portion of vacated ocean Avenue lying northwesterly and adjacent
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thereto
Parcel B
Lot 18, Block B, Edmonds Sea View Tracts, according to the plat thereof recorded in
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Volume 3 of Plats, page 76, records of Snohomish County, Washington
do hereby reserve and convey unto the present and future owners, their heirs su coessors and assigns of
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the hereinabove described Parcels A and B, a permanent easement for ingress and egress and the
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installation, operation and maintenance of roadway and public and private utilities, over, under, across,
through and upon the following described property, situate in the City of Edmonds, County of Snohomish,
State of Washington, to wit
That portion of Lots 7, 8 and 18, Block B, Edmonds Sea View Tracts, according to the Plat
thereof recorded in Volume 3 of Plats, page 76, records of Snohomish County,
Page I of 3
HP Officejet V Series V40
Log for
Personal Printer/Fax/Copier/Scanner
Pacific Emerald Homes Inc
4256730539
Sep 17 2002 8:54AM
Last Transactio
Date Tim. 1= Identificati
Duration P-a= Roult
Sep 17 8:53AM Received
0:37 0 No fax
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Washington orner of said Lot 18,
... ,,described as follows Beginning at the southerlymost r
th N 3ZOO" W, along the southwesterly line of said Lot 18 and 7, a distance of
147 50 feet to an intersection with a line drawn parallel with and 7 60 feet northwesterly
of the southeasterly line of said Lot 7, thence N 39*28'0W E, a distance of 99 83 feet to
the northeasterly line of said Lot 8, thence S 50*32'09'E, along said northeasterly line and
the northeasterly line of said Lot 18, a distance of 15 00 feet to an intersection with a line
drawn parallel with and 7 50 feet southeasterly of the northwesterly line of said Lot 18
thence S 39*28'00" W, a distance of 64 83 feet to the point of curvature ofa curve to the
left having a radius of 20 00 feet, thence southerly, along the arc of said curve and
consuming a central angle of 90'00'OV', an arc distance of 3142 feet to the point of
tangency on a line drawn parallel with and 15 00 feet northeasterly of the southwesterly
line of said Lot 18, thence 8 50'32"00" E, along said parallel line, a distance of 112 50
feet to the southeasterly line of said Lot 18, thence S 39'2&00" W, along said
southeasterly line, a distance of 15 00 feet to the point of beginning
Further, an easement is hereby reserved and conveyed unto the present and future owners, their
heirs, successors and assigns of the hereinabove described Parcel B, a permanent easement for the
installation, operation and maintenance of a storm water infiltration system and appurtenances, over,
under, across, through and upon the northwesterly 22 50 feet of the southeasterly 30 00 feet of the
southwesterly 17 00 feet of the hereinabove described Parcel A
And Further, an easement is hereby reserved and conveyed unto the present and future owners,
their heirs, successors and assigns ofthe hereinabove described Parcel B, a permanent easement for the
installation, operation and maintenance of a sanitary sewer pipeline and appurtenances, over, under,
across, through and upon the southwesterly 10 00 feet of the hereinabove described Parcel A
Maintenance, repalror reconstruction of any roadwayorcommonty used utilities, constructed upon
or within the easement right of way first herainabove reserved and conveyed, shall be the responsibility
of the present and future owners, their heirs, successors and assigns, of the hereinabove described
Parcels A and B, The cost of any such maintenance, repair or reconstruction, shelf be jointly and equally
the owners of said Parcels A and 8, EXCEPT that no owner shall be responsible for any portion of a
commonly used utility system, lying above or beyond his point of connection to the same, AND EXCEPT
the owner of said Parcel A shall not be responsible for the maintenance, repair or reconstruction of the
storm water conveyance, detention and dispersion systems and their appurtenances located in the first
and second easements right ofways heresnabove reserved and conveyed The maintenance ofany sewer
pipeline and appurtenances located within the sanitary sewer easement hereinabove reserved and
Page 2 of 3
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conveyed shall be borne by the owners of the herainabove described Parcel B Any such maintenance
required shall be completed in a workmanlike manor, with all reasonable haste, and the property restored
to its original condition as soon as it is reasonably possible
This instrument shall be a covenant running with the lands hereinabove described and is binding upon the
owners of such lands, their heirs, successors and assigns, forever
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IN WITNESS WHEREOF we hereunto set our hands and seals this Dyffi—"- .2002
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RNbert C Jeffet/ Mary D Jeffbrs \1 (/V
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STATE OF WASHINGTON)
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COUNTY OF SNOHOMISH)
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On this day personally appeared before me Robert C Jeffers and Mary D Jeffers, husband and wife, to
Mr,
me known to be the individuals described in and who executed the within and foregoing instrument, and
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acknowledged that they signed the same as their free and voluntary act and deed, for the uses and
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purposes therein mentioned
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GIVEN my hand and official sea] this dayof ALIJ 2002
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MEY Notary Public in and fbT
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State, residi
mycommission expires on `6-30-63
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Page 3 of 3
INFILTRATION SIZING CALCULATIONS:
The following calculations are for the sizing of a low flow dispersion/spreader trench design to
accommodatethe lowflowsforthe developmentof Pacific Emerald Homes at 18604 Sound View
Place. A FROP tee regulates the allowable flows to the proposed spreader trench by conveying
storm run-off through a 5/8" orifice of a FROP tee. The maximum flow through 518!'orifice, with
3 feet of head is 0.022 efs. The excess (high) flows are detained in an on -site detention pipe and
are pumped up to Sounds View Place to the road drainage system. The detention tank and pump
are sized to regulate the flows and match the undeveloped site run-off �see Engineering Report
dated July 29, 2002).
The trench length was sized using the current City of Edmonds design criteria that sizes the
trench based on trench surface area and soils percolation rates. The existing soils on -site are
medium dense sands. An on -site soil test pit was evaluated to determine the design infiltration
rates in the location of the proposed trench. A test hole was dug approximately 3 feet deep and
filled with water to pre-soak. After pre-soaking the hole, the hole was completely filled and draw -
down times were measured. The first 10 minutes the water level dropped about 10 inches. After
the initial 10 minutes the preceding 10 minute stages dropped an average of 3 inches (per 10
minutes). Three inches in 10 minutes gives a percolation rate of about 18 in/hr. Per the design
standards the maximum rate of sand will be used (8.27 in/hr).
Assuming a treatment rate of 0.01 cfs and a percolation rate of 8.27 in/hr, the following
calculations size the proposed Miltration (dispersion/spreader) trench.
L (Im / 12 in/ft x 60 sec/min)) / (trench surface area)
-L = ? (length of trench)
-Im = 0.138 in/min (per rate per soils- 8.27 in/hr) L1__11
-Trench Surface area = 4 ft. (see diagram below)
L = [(0.01) (0.138 112 x 60)] / (4)
L = 29.17
Design Trench Length 30 feet
2
2 1 + 1 41 SURFACE AREA
Lovell-Saueriand and Associates Pacific Emerald Homes
Sqptamber�2002 LSA No. 4367
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Spreader Trench Control Riser Cakulations:
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Riser Specifications:
8" riser with a 5/8" outlet orifice.
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Oufflow Calculations:
Head Conditions: Vary between 60.50 (pump on) to 64.50 (over -flow)
Minimum Head = 0.5 ft.
Maximum Head = 4.5 ft.
Orifice Oufflow Equation:
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cd = 0.62 (orifice coefficient)
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A = orifice area
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h = head
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'A' for 5/8 orifice:
A = 3.14 x (5/8 /2112 )2
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A = 0.0021 sf
Minimum Maximum
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cd x A x (2 x 32.2 x h)0-5 Q�. = c. x A x (2 x 32.2 x h)0,6
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Q�in 0.62 x 0.0021 x (2 x 32.2 x 0.5)0 Q� = 0.62 x 0.0021 x (2 x 32.2 x 4.5)0,5
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Q�in 0.007 cis Q� 0.022 cfs
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Lovelf-Sauedand and Associates Pecific Enierald Hornes
Septeniber=2 4 SA No. 4367
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ENGINEERING REPORT
FOR
Pacific Emerald Homes
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Lot 18, Block 2 Edmonds Sea View Tracts
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18604 Sound View Place
Edmonds, Washington
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June 2002
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Prepared by:
Robert L. Long
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Lovell-Sauerland & Associates
19400 33rd Avenue W. Suite 200
Lynnwood, Washington 98036
LSA No. 4367
Pacific Emerald Homes
Lot 18, Block 2 Edmonds Sea View Tracts
Introduction
This summary report provides site design information forthe proposed lot development for
Pacific Emerald Homes. It includes storm drainage, driveway and grading design
calculations and analysis to support to the redesign of a access driveway to provide an
adequate building pad for the site. The property is located at 18604 Sound View Place
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in Section 13, T 27 N, R 3 E, W.M.
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Pacif Site Address: 18604 Sound View Place
Applicant. ic Emerald Homes
Contact Sigve Helleren Edmonds, WA 98020
Phone Number- (4Z&�4� Tax Parcel Number. 004346-002-018-00
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40 440 00q9
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TABLE OF CONTENTS
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NUMBEROF
SECTION CONTENTS PAGES
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A. Project Summary ................. ......................... 2
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B. Site Plan ............................. 1
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C. Parcel (Vicinity) Map ........... ......................... 1
D. Storm Drainage Run-off Calculations ............... ........... 2
E. Burlington Northern Railroad Drains for Steep Slopes ............. I
F. Burlington Northern and Santa Fe Application for License Agreement 1
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G, Waiver request Letter- Maximum driveway slope .................. 1
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Lovell-Sauertand and Associates Pacific Emerald Homes
June 2002 LSA No.4367
0
Site Development.Summary
Drainage Improvement Design:
Pacific Emerald Homes proposes to relocate an existing driveway that cuts through the
middle of an existing lot (Lot 18 Block 2 Edmonds Sea View Tracts). By relocating the
existing driveway to the lot's south boundary, a reasonablely usable building lot is created.
The existing driveway provides access to an existing residence located on the parcels
(Lots 7 & 8) west of the site. The relocated driveway would provide a shared access for
the existing residence (Lots 7 & 8) and a future residence to be built on the site (Lot 18).
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Drainage runoff from the relocated driveway will be collected and conveyed westerly along
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the southerly property line of the neighboring lot to the west (Lot 7). The outfall of the
drainage conveyance pipe will be released to the existing ditch along the easterly side of
the railroad tracks, west of the site. Approval from Burlington Northern / Santa Fe Railroad
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to construct the storm drainage discharge line will be obtained prior to construction. Due
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to the direct discharge to Puget Sound (via Burlington Northern Railroad right-of-way) no
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detention is proposed. Runoff calculations which include the relocated driveway and the
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impervious surface from a future house located on the site (Lot 18) are attached. The
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design plans maintain the minimum slope for the storm drainage conveyance pipes (see
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construction plans). Listed below is a summary of the site drainage conveyance
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calculations.
Site Area Summary. Draina_qe Runoff Cakulation Summarv.
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Site Area = 13,973 sf Peak 2-year Developed Flow= 0.10 efs
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Additional off -site driveway (from lot 6) 500 sf Peak 10-year Developed Flow= 0.13cfs
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Total Collected Area = 14,473 sf (0.33 so.) Peak 100-year Developed Flow = 0.21 cfs
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See Section D for calculations.
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Proposed Pervious = 1,473 sf (0.03 ac.): CN = 86
W
Proposed Impervious = 13,000 sf(O.30 ac.): CN 98
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New Driveway = 4,000 sf
Future Lot Development 9,000 sf
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Storm Draingge PiRe Capacitw"
Pipe Pipe Flow Minimum Full Flow
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Size— Material Slope— Capacity
6 in. Smooth Walled 0.21 cis 0.50% 0.43 cfs
6 in. Corrugated 0.21 cis 0.50% 0.22 cis
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4 in. Smooth Walled 0.21 cfs 1.03% 0.21 cfs
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4 in. Corrugated 0.21 cis 412 % 0.21 cfs
Calculations using Mannings Formula
Minimum slooe 0.50%
Grading and Erosion Control:
This project will require grading to construct the proposed driveway and utilities, including
the off -site storm drain line. Standard erosion control measures are proposed to be used
during construction. The primary erosion and sediment control BMP during construction
will be proper soil stabilization methods. Exposed soils shall be stabilized by application
of effective bmp's that protect the soil from the erosive forces of raindrops, flowing water,
and wind. Applicable practices include, but not limited to, temporary and permanent
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seeding, sodding, mulching, plastic covering, erosion control fabrics, matting, soil
application of polyacrylamide (pam) , the early application of gravel base on areas to be
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paved, and dust control. The contractor shall select a soil stabilization method best suited
for the particular situation. Stock piles must be stabilized and protected with sediment
trapping measures. In addition, site containment of exposed soils shall be sustained by
using silt fence barriers along the down -slope boundaries of the site's disturbance areas.
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See the site development plan for details.
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Permanent erosion control bMp's: Permanent vegetation cover, limiting cut and fill
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slopes to 21 max., and the tight -line storm drain line conveying runoff to the base of the
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slope to the west are all proposed to prevent/minimize erosion and siltation.
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Estimated c rading cakulations., The following grading quantity estimations were
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calculated using a computer modeling program within the AutoCAD computer drawing. The
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calculations are approximate. The quantities listed are for the permitting process only and
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should not be considered precise amounts for bidding purposes. The estimated grading
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quantities are:
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Approximate Fill: 160 CY
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Approximate Cut: 60 CY
Conclusion: Included in the site development construction plans are detail grading and
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drainage improvement details. With proper installation, maintenance and inspections of
the proposed construction the project should have minimal impact to the surrounding
environment.
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Lovell-Saueriand and Associates Pacific Emerald Homes
June 2002 a LSA No. 4367
A -.1
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Site Plan
Lovelf-Sauerfand and Associates Pacific Emerald Homes
June 2002 8 LSA No. 4367
NE 13
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DA DNDSs
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Parcel (Vicinity) Map
Lovell-Saueffand and Associates erald Homes
June 2002
LSA No. 4367
Emerald Pacific Homes
LSA No. 4367
04-Jun-02
SCS Weighted average curve number calculations
03:51 PM
SCS Hydrologic Soils type:—>
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Square Feet
Acres
Site Area
13,973
0.321
Additional off-ske driveway collected.
500
0.011
Drainage Collection area:
14,473
0.332
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Existing conditions
Assumptions:
CN:
Undisturbed forest land
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Second growth forest
81
14,473
0,332
Meadow or pasture
85
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Grass, > 75% coverage
86
0
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Grass, > 50% coverage
90
0
Impervious- Ex. Road
98
0
0
Total Weighted CN for each basin:
81.0
m m
Pervious:
Area, 0.332
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acres:
Weighted CN:
81.0
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Percent pervious area:
100.0%
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Impervious:
m m
Area, acres:
0.000
Weighted CN:
98.0
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Percent impervious area:
0.0%
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Basin Area
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Future conditions
------ — - — ------- — --- —
Drainage Collection area:
Square Feet
14,473
Acres
0.332
Assumptions:
CN:
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Second growth forest
81
0
0.000
Meadow or pasture
85
0
0.000
(1)
Grass, > 75% coverage
86
1,473
0.034
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Impervious
98
13,000
0.298
Driveway Area
4,000
0.092
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Future Lot Development
9,000
0.207
Total Weighted CN:
96Z
Pervious area to detention system:
Area, acres:
0.034
Weighted CN:
86.0
Percent pervious area:
10.2%
Impervious area to detention system:
Area, acres:
0,298
Percent impervious area:
89.8%
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Love11-Ya_Uii131Ma �XiiO_CTW199 ------------- ----------------------------------------------I FrPTila dfbTd s
June 2002
I—M X651
LSA No. 4367
PACIFIC EMERALD HOMES
LSA No. 4367
BASIN SUMMARY
13AS N 10: E002 NAME: EXISTING 2 YR.
BASIN ID: D002 NAME: DEVELPED 2 YR.
SCS METHODOLOGY
SCS METHODOLOGY
TOTALAREA 0.33 Acme BASEFLOWS: 0.00 cis
TOTAL AREA--.: 0.33Acres SASEFLOWS: 0.00 ch;
RAINFALL TYPE TYPE1A PERV IMP
RAINFALL TYPE TYPEIA PERV IMP
PRECIPITATION 1.50in as AREA., 0.33Am. 0.00 Acres
TIME INTERVAL 10.00ethin, CN-, 81.00 0.00
PRECIPITATION :1.60 inches AREA..: 0.03 Acres O�30 Awes
TIME INTERVAL 10.00.1� CN 86.00 98.00
TC-: 10.00.1� 0.00 min
TC 10.00 min 10.00.in
ABSTRACTION COEFF: 0.20
ABSTRACTION COEFF: 0.20
PEAK RATE: 6.01 ds VOL: 0,01 Ac-ft TIME: 530 min
PEAK RATE: 0.10 cis VOL: 0,03 Ac-ft TIME: 500 rnin
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BASIN ID: E010 NAME: EXISTING 10 YR.
BASIN to: 0010 NAME: DEVELPED 10 YR.
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SCS METHODOLOGY
TOTAL AREA : 0.33Aa. BASEFLOWS: 0.00 dS
SCS METHODOLOGY
TOTALAREA.- 0.33Acres BASEFLOWS: 0.00 cis
RAINFALL TY�E'..: TYPEIA PERV IMP
RAINFALL TYPE TYPE1A PERV IMP
FIT
PRECIPITATION-, 2,00inches AREA..: 0,33AMS 0.00 AaeS
.
PRECIPITATION...,:2.00 inches AREA.: 0.03 Acres 0.30 AMS
10,00.1n CN, 86.00 98.00
TIME INTERVAL 10.00 min CN 81.00 0.00
TC-.: 10.00min 0.00 min
TIME INTERVAL
TO 10.00 min 10.00 min
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ABSTRACT! N COEFF: 0.20
ABSTRACTION COEFF: 0.20
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PEAK RATED 0.03 cis VOL: 0.02 Aft TIME: 500 Min
PEAK RATE; 0.13CIS VOL; 0.05Ac-ft TIME: 600min
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0 IN 10: NA E:SXISTING100 YR,
AS E100 M
BASIN to: 0100 NAME: DEVELPED 100 YR.
SCS METHODOLOGY
SCS METHODOLOGY
TOTAL AREA 0.33Ams SASEFLOWS: 0.00 cis
TOTAL AREA--,: 0,33Aaes aASEFLOWS: 0.00 cis
RAINFALLTYPE TYPE1A PERV IMP
RAINFALL TYPE : TYPEIA PERV IMP
PRECIPITATION 3.00inches AREA..: 0.33AMes 0 00 AMS
PRECIPITATION..:3,OD Inches AREA-: 0.03Aaes 0.30AMeS
TIMEINTERVAL 10.00min CN.-: 81.00 0.00
TIME INTERVAL...; 10.00min CN, 86.00 98,00
-TT j�!
TC-: 10,00.in 0.00 min
TO, 10.00 min 10.00min
ABSTRACTION COEFF: 0.20
ABSTRACTION COEFF: 0.20
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PEAK RATE: 0,09 cis VOL 0.03 Ac-ft TIME: 500 min
P EAK RATE: 0.21 Cis VOL: 0.07 Ac�ft TIME; 500 min
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LoVelf-Sauertand and Associates
Pacific Emerald Homes
June 2002
LSA No. 4367
DRAINS FOR STEEP SLOPES
Installation of the pipeline will be
d! fficult due to the slope in which the
p pe will be laid. Any damage to the
slope due to construction must be
repaired to its original condition. A
large load on the conrete anchor which
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supports the pipe at the top of the
slope will result due to this installation.
far
This anchor should be moved as
away from the face of the slope as
'bild qlaunif
Plan View
possible to maximize its support
capability. The pipeline should be de-
signed to withstand the weight of the
W.. Can. around rine
water within the pipe.
See details below commonly used to
.4 Rebor
support and hold the pipe in place,
Elev. View
which should be used for this install-
4' Mae-
ation. If the pipeline fails, it will be the
�tu*
o ners responsibility to reinstall the
pipeline. If damage occurs to railway
"�— Undisturbed around
property due to the failure of the
pipeline, the property owner will be
PIPE ANCHOR DETAIL
responsible for damages. The property
owner must not deposit grass clippings,
yard waste, trees or other debris on the
slope at any time.
If possible the diffuser should
-4 U- shaped r.ber bent 1. Pip.
ship and placed not I... In-
I be placed at the property line.
c.t. Ctp. The dillus" -I be pIqc d
3v,?.t. around at 25'tnter-hi.
out of BNSF drainage Mae,
Application must show a a*`l*-
section dl�owing of the ditch in
Mintinena 4" pip.
Said pipe and able
to ithiltand w , Dual tables. MlMmum.
at. a.
relationship to the existing
track. The drawing musjt give
both horizonteland vertical
of pipe. _V—
distance$ with reference to
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existing top of fail.
place 374. �Vaffl:ao
.-ad Pip.
cals. Clamps
Ot Ja 17
G.W.sbap. —<::I
Is
........... ......
X X
&
Userilloil Co- End.
CLAMP DETAIL
DIFFUSER
AOT TO SCALE
'GTON NORTHERN & SANTA FE RAILWAY
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Date: June S. 2002
APPLICATION FOR LICENSE AGREEMENT
_Staubach Global Services, Inc. APPLICANT'S TAX LD. NOJSS#
1650 N. Riverside Drive, Suite 10 1
Ft. Worth, TX 7613 7
A77N.- JulleAlexander
We submit for your approval the following application to occupy THE BURLINGTON NORTEIERN AND SANTA FE
RAILWAY CONIPANY right�of-way, as shown on enclosed sketch.
Purpose of License Storm Drainage Pipe Ouffall Construction
_Legal name of company or municipality who will occupy the property Pacific Emerald Homes, Inc.
State in which incorporated Washington
_11friot incorporated, correct name ofowners or all partners: Contact: Sigve Helleren
—torrect mailing address PO Box 822 Edmonds, WA Zip Code 98020
Telephone (426) 771-6313
Location of proposed occupancy NE 1/4 Sec 13 Twsp 27 N Rng 3 E Railroad Mile Post
Name of nearest town on Railroad Edmonds County Snohomish State Washinaton
Name of nearest roadway crossing Railroad Edmonds Ferry Terminal- Approx. 1.5 miles south of project
Will the project be located entirely within the limits ofa public street? Yes or No ( circle one
'Was this service requested by BNSF? Yes or No ( circle one ) If yes, who requested?
'—What type of improvements will be located on the property (Please show details on attached sketch) Driveway Construction
Total Cost ofproject S 12 0_00
Attached to this sheet is a location plan and detailed sketch. Shown on the sketch are exact dimensions of the project area and
ne of nearest railroad track and road crossing, bridge or other railroad structure.
distances to the centerli
understand that submission of this application does not authorize occupancy of the property. Exact fees and insurance
requirements will be forwarded after the application has been reviewed and approved by the Railroad.
Signed:
Print Name: Jeff Treiber
Title: Agent for Pacific Emerald Homes, Inc.
Telephone: (426) 771-6313
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ENGINEERS SURVEYORS PLANNIRS I OEVELOPMENT (ONSUMICS
Mr. Lyle Chrisman, Engineering Program Manager June 4, 2002
City of Edmonds Community Services Department LSA No. 4367
121 Fifth Avenue North
Edmonds, WA 98020
RE: Pacific Emerald Homes-- 18604 Sound View Place
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Lot 18, Block 2, Edmonds Sea View Tracts
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Waiver request- Maximum driveway slope.
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Dear Mr. Chrisman:
This letter is a request for a waiver to the City's maximum driveway slope restrictions.
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Pacific Emerald Homes is proposing to relocate an existing driveway that cuts through the
80
C,
middle of a vacant lot. The vacant lot will become more reasonab lely usable by relocating
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the existing driveway to the site's southern boundary. The project site (vacant lot) is
in
located within the City of Edmonds at 18604 Sound View Place.
The natural topography of the site slopes from the frontage along Sound View Place down
OR
about 22 feet to the lots westerly boundary. The existing driveway (to be relocated)
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averages about 11 %, with a maximum exceeding over 16%. The driveway provides
access to an existing house located on the parcels west of the site. Pacific Emerald
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Homes proposes to reconstruct the driveway along the south boundary of the site at a
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slope of 15%. The design of 15% provides an economical and environmentally reasonable
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alternative to fit the current topography of the site, and provides a reasonable area for a
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future building pad on the lot. (it reduces the amount of required excavation and height
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and length of retaining wall/rocker;es).
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The proposed driveway of 15% will have no adverse impact to public health, safety and/or
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general welfare. Therefore, on behalf of our client, we are requesting a waiver to authorize
a maximum driveway slope up to 15%, by City Code 18.80.060 (D).
Thank you for taking the time to review this m after. Please call me if you need additional
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information or have any questions.
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OR
Sincerely,
R)4Z7704-r
Robert L, Long, PE
Lowil-Sauertand & Associates, Inc.'
19400 33rd Ave. W., Suite 200, L.vrvuvood. %VA 980A SM775-7663 425-775-1591 425-672-7998 fa�
FINAL PROJECT APPROVAL FORM
TO:
DATE:
NiEmo TO: PERM COORDINATOR, BUILDING DIVISION
FROM __—,.,—FME DEPARTMENT DATE.
M911VIkleii, _—ENGINEERING DIVISION DATT�—
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PLANNING DIVISION DATE,—
PROJEC
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SITE ADDRESS J291(J16(ViW P/
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PERMIT # V—ZA3—ADB# INSPECTED Z�a
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_ILL _-------.PATE
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DESCRIPTION OF WORK TO BE INSPECTEDyel6r& /JA/
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A field inspection was conducted to determine final compliance with approved plans. Final approval
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denotes that there are no objections from the above signed Department to the release of
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PERFORMANCE BONDS and the granting of:
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GRANT FINAL PROJECT APPROVAL
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GRANT PROJECT APPROVAL WITH CONDITIONS NOTED
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u Copy of CONDITIONS given to owner/contractorby inspector.
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FAILED FINAL INSPECTION - OUTSTA NDING ISSUES
t3 Copy of CORRECTION NOTICE given to owner/contractor by inspector
2.
3.
RE -INSPECTED OUTSTANDING ISSUES - GRANT FINAL PROJECT APPROVAL
Date�._ Sign_
ocaprvl.doc.l:temp:bldg:fomLsIO/OI
(71
RECORD OF INSPECTIONS
INSPECTOR DATE APPROVED
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SETBACKS ..................
FOUNDATION:
Footing ......................
wall ....................
IS J _T_
Pier/Porch .................
Retaining Wall ...........
Slab Insulation
PLUMBING:
Underground .............
Rough -in ...................
EXTERIOR SHEATHING
NAILING ..........................
FRAMING ........................
FIRST FLOOR FRAMING
INSULATION ...................
Floor Insulation
Wall Insulation ...........
Ceiling Insulation
SHEETROCK NAILING
SPECIAL INSPECTION
MISCELLANEOUS ..........
FINAL APPROVAL FOR
OCCUPANCY ..................
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BAT PERMIT EXPIRES
CITY OF EDMONDS
USE ERMIT
'-NF L'.'..a-p
NUMBER
CONSTRUCTION PERMIT APPLICATION
JOB EIAK#
ADDRESS 10&08 5MOY16W
AMENAME OF SUSINE
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PLAT NAMEISURDIVISION NO -1 11, LID NO,
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1 LID FEE S
MATADDRESS
PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP
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in. A.,
CITY ZIP
EXISTING PROP in - K.� A
UE,ITILEPHOMI EQUIRED GEDICATION!!�� FT w..g00
H in
V FIE.U'.
MET�� O.'XTURES FRV REQUIRED
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No 13.
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ADDRESS
REMARKS
-.1—SeLE FOR EROSION CONTROLIDRAINAGE —
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ENGINEERING FtE'IEWED By
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FIRE REVIEWED BY DATE
P TELEPHONE
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OR ADS# INSPECTION BON
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VARIANCE 08 CU SHORELINE
[3YES 0 S POSTED
2-
$EPA EEV' SIGN AREA HEIGHT
COMPLETE EXEMPT ALLOWED P BED ALLOWED PROPOSED
PROPERTY TAX ACCOUNT PARCEL No
60 LI !) 4t 60
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LOT COVERAGE IECIIIRED SETBACIt.(IT) PROPOSED SETBACKSEA(RT)
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ALLOW D PROPO ED, SIDE / R FRONT LIS SIDE
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ADDITION COMMERCIAL HANGEOFUSE
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0 REMODEL MULTIFAMILY rl SIGN
P RKING LOT AREA "'A in.
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REPAIR CYOS x FT)
—
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REMARKS
0.�_
HE,
DEMOUSH TANK El
R RETAININGWALL [3 FIR SPRINKIL
,0GARAGE
CA PORT ROOKERY REALARM
(FYPE OF USE, BUSINESS OR ACTIVITY) EXPI-Aft
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NUMBER 1j
SPECIAL I SPE TION A I Cka
III OST'OFREs 2
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REQUIRED mpv(Q�
DESCRIBE WORK TO BE DONE
REMARKS
PROGRESS INSPECTIONS PER USC 1108/FINAL I
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Description
FEE
Description
FEE
Plan Check
State Surcharge
ounce G LO E %
Building Permit City Surcharge
PLAN CHECK NO: �ESTED DATE
El
Plumbin
Mechanical 0
P UTHORIZES ONLY THE WORK NOIEM THIS PERMIT COVERS WORK TO
ON Pat".,. PROPERTY ONLY. ANY CONST UCTIONONTHEPUDUC
.E=.
Grading
DOMAIN (CURBS. SIDEWALKS, DRIVEWAYS MARQUEES, uc.l WILL REcuine
SEPAMTEPFRMISSION.
t:
Engr. RBview
PE13MITAPPUCATI N INDAYS
PERMIT UNIM I YEAR � PROVIDED WOOZIS STARTED WITHIN 1.0 DAYS
Engr. inspection 011v
SEE RACK OF PINK PERMIT FOR MORE INFORMATION
Pian7,*'.ep.0
-APPLII ANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS., SSIGNS AND SUCCESORS
N INT REST, AGREES 70 INDEMNIFY, DEFEND AND HOLD HARMLESS T E CITY OF
2 E MO DS, WASHINGTON, ITS OFFICIALS, EMPUOYEES� AND AGENTS FROM ANY AND
Fire ReView
Fire Inspection Receipt #
ALL CILAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR
FROM THE ISSUANCE OF THIS PERMIT ISSUANCE OF THIS PERMIT SHALL NOT BE
-2
Landscapeinsp. Total Amt. Due V q
DEEMED TO MODIFY, WAIVE 08 REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE
NOR LIMIT IN ANY WAY THE CITY'S ABILITY TO ENFORCE ANY ORDINANCE PROVISION.
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Recording Fee Receipt # ILI'
I HERESY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION
APPLICATION APPROVAL
GIVEN IS CORRECT, AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF
OWNER� I AGREE To COMPLY WITH CITY AND STATE LAWS REGULANNG CONSTRUC
'inn I n.d by Un,
C ALL 4,12-topidd�and
THE
TtON; AND ORK AUTHORIZED THEREBY. NO PERSON WILL BE EMPLOYED
IN VtOLATII R CODE OF THE STATE OF WASHINGTON RELATING TO
Sd'ThlPPIN�
ding Offidal 0, Ing 0
FOR INSPECTION
WORKMENE INSURANCE AND RCW 18Z7.
PA E
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SI N (OWNER Ni DATE SIGNED
(425) ,
771-0220 BELL BED By
AiTEATION
E)Cr 1333
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL
FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI-
OR - FILE YELLOW - INSPECTO
A
CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109
P�GINAL
NK-ONNER GOLD - ASSESSOR
04/02 PRESS HARD -YOU
ARE MAKING 5 COPIES GREEN. ACCOUNTING
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RECEIVED
OCT 3 12002
PERMIT COUNTER
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-, 60
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bONTROL AND DRAINAGE
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'Drainage Plan 5
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L GAL OSSCRIPTION
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LOT COVERAGE CALCULATIO
--------------------
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Cot L&Opn VISLU Fla(;7� 8.0 TABLE OF AREAS
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STANDARD DRAINAGE D ETENTION SYSTEM
WORKSHEET t
.OWNM
ADDMS PHONE-,
DATE.
**DESIGA.f DATA
IMPERVIOUS AREA PIPE DIA PIPE LG ORIFICE
.5v
2
MENTION PIPE LCAGTH 1� LOCKING LID
STYPICAL
HINIHL"
TIGHtL '"K 6 W
COHIC lax OR RISER
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MILEY CONTROL
MIN.
P
UP ER CATCH BASIN
CONTROL CATCH BASIN
SYSTEM CROSS SECTIO�
B'XZ'X6' DEEP, 4-6- SPALLS OR COUAL
FROM CONTROL ED 2'X 21 3' DEEP, 3/4' CRUSHED ROCK 1.��XISTING GRADE
UILE WASHED ROCK
FROM CONTROL 0 M I
MIT L W, HIM r
PER E To D LEVIL
PERF PIPE W/ END CAP$
IMTMI kC&hjV Vor0VAIN AM
XPR4P OUTZEF
RuNoFF SPREADER. TRENCH
FOOTING DjwNs sHAu NOT -BE cONNECIED To DETENTION SYSTEM
NOTES.
1. Call Engineerins Division C771-0220) for a tightline and detention system inspection
APPROVED By
before bacIdilling and for final inspections.
2, Responsibility for operation and maintenance of drainage systems on private P-PeXtY is the
wspousibility of the property owner. Material accumulated in the-stomse pipe must be filhdl
0:t removed fro the catch basins to allow proper operatiom The outlet control orifice
��—j
So tkent open at all times.
Table 1 — Detention Pipe Sizes
Impermeable
Required
Pipe Diameter
Area Sq. FL
Vol Cu Ft
15, 181 24'
301
2000
so
40 28 16
10
2500
62
so 35 20
13
3000
75
so 42 24
16 Required pipe
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3500
87
70 -49 -28
-18 length In feet
01
lul
4000
100
80 66 32
21
4500
112
90 63 36
23
m
5000
125
100 70 40
26
--
"5
=I -
Note: Allowable Pipe
Materials:
Reinforced Concrete
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Aluminized Steel
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Aluminum
80
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CMP Asphalt Coated
N-12ADS (Not permitted on roads)
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impermeable
Area Sq. Ft
Outlet Orifice Diameter (inches)
m
2000.
6/8
0
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2500
618
K CO
m 0:
3000
3/4
3600
3/4
4000
7/8
4500
7/8
6000
7/8
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Table 3 — Rectangular Catch Basin Requirements
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Detention
Max. size
Catch Basin
pipe diameter.....
knockout
Type----
<
2(r
Type 1, CB IS
18'to 24'
26'
Type IL, CB 16
241 to 36'
36"
Type 11, CB 19 19 (48"
Basin)
36' to 42'
42'
Type 11, CS 19 IS (6-V
Basin)
*Source: Assoc. Sand
& Gravel Co. Standards
Revised 3/16/95
114- OfO, 65�-
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Height Plan
LEGAL DESCRIPTION afk—
L(nj��V!!�QE 0 LATION
56unq( view Flaps
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8,0 TABLE OF AREAS
.-Ec
EIVED
DEC - 4 200,1
PeRMIT COU
NTER
-fEMPORARY
CONS TO
7%/ �,NTRANCBAMIRqd
WPM D AS"N
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coe
BY E GINEERI
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7 COUMI,�R
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LEGAL or-OURIPTION
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CALCULA now,
BF-81
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V-1(,3L6pW"�06S NOTED
8.0 TABLE OF AREAS
-7— - BY-C40MRING
WATER & SSWER
INSPECTIONS REO'D Date:
CALL 425-771-0220 F-XT. 1326
'Bruce, RE- Engimer R-IME NO. 206 546 8442 1`10v. 11 20M 10:37PM 131
CITY COPY
Dennis M. BrUCO, P.E.
MMOo-M-, rA.M.A,
November 10, 2002
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Pacific Emerald Homes, Inc,
0
P.O. Box 822
Edmonds, WA 98020
Subject Geolachnical Evaluation — Foundation Recommendations
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Now Single -Family Residence
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18608 Sound View pl., Edmonds, Washington
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This engineering report Presents the results of a geolechnical evaluation of the
Pacifir Emerald Homes, Inc. properly at 18608 Sound
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V*w PI., Edmonds, Washington.
This evaluation was required due to Owner / contractor concerns, as we, C of
Edmonds requirements for sloped properties. I as ily
10
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REFERENCES:
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* Site photographs
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Currently (as of November 4. 2002) the overall Property has experienced initial
clearing 2nd Preliminary grading (see photographs)-
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The"overall property is rectangular in shaM OPPrOximatslY 100 feet wide (along
Sound View PI.) and approximately 140 feet deep (wastarly
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— towards Puget Sound).
See Site Plan,
The Overall Property contains a moderate slope with Increasing slopes (up to 40
60 percent) in the northeast quadrant (see Topographic
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Map).
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Prior to clearing, the lot had never been developed and contained dense
shrubbery, grasses, and trees,
The properties immediately adjacent this lot have been developed and contain
single-family residences.
SOALS FOUNDATIONS - Sirg DEVOLOAMEyr NSPECIMON - DR4WAGE - DESIGN A MUff LLSd4L
P-0- Box SS502 StIOrOlInO, Wad*VWn 981165 (906) 546-9217 FAX 54"442
D-Oruce, P.E.
206 546 8442
Nov. 11 20M 10:3?PM P2
Pacific Emerald Homes, Inc,
November 10, 2002
Page 2
This engineer is extremely famiriar with soil conditions In th 'a' having don I a
extensive Investigations knffwdiately east of Sound Mew PI. for . eracraLnt sInglefamily
residence on a much steeper property.
\Asual evaluation of 18608 Sound View pi, reveals no evidence of any
geolechnical distress: no slides, no sloughing, no soll tension cracks, or any evidence of
erosional degradation.
In order to augment the existing
site gootechnicel information, this engineer dug
4 soil test hot" (by hand) on November 4, 2002,
3 test holes were dug in the vicinity of the proposed residence foundation. 1 test
hole was dug In the extreme northeast Portion of the property (where
cut is anticipated), the steepest soil
It Is understood that an approximate 8.foot deep (maximum) soil cut is
anticipated at the extreme northeast portlon of the Proposed residence.
The findings of all 4 test holes were similar, namely:
0" to ir
moderately dense sandy loam with ocog
gravels. slonal
12' to 38' (bottom of test holes)
Dense silty sand with gravels,
No water was encountered in any Of the four test holes. All te hole walls
St
remained vertical and stable. No sloughing or caving owuned.
ION$ L RECOMMENDATIONS:
Based on the findings of this investigation and experience with similar sites In
the area, the Pacific Emerald Homes property at'18608 Sound View P1. is
kgUARRMW for the Proposed addition project, 6*00 to the following:
Standard reinforced continuous and spread footings. Aflowable bearing
PMSSure: 2,000 ps.f.
* Equivalent fluid pressure of 35 p.c.t Is recommended for any retaining wall
design Provided drainage zone is inspected and Vartfied by this engineer,
a For retaining wall design, use friction factor of 0.55 and passive pressure of 350
P.C.f.
_Uce' V. t:. Engireer PH34r=.N0, 28S S46 S442 Nov. ii 2ae2 1 0:3ePM P3
7
Pacific Emerald Homes, Inc.
November 10, 2002
Page 3
GeoltechnIcal inspections by this engineer Orlor any foundation concrete
placement.
The proposed structure can be supported on conventional continuous and,
spread footings beating on undisturbed native soils or on structural fill placed above
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native soils. See the later sub -section entitled (�Mr.@l Ea"hMrk ffid Stru clural Fil for
structural fill placement and compaction recommendations. Continuous and individual
spread footings should have Minimum widths of eighteen (18) and twentv4our (24)
Inches, respectively, and should be bottomed at least eighteen (16) inches below the
lower adjacent finish ground surface.
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Depending on the final site grades, some over -excavation may be required below
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footings to expose competent native soils. Unless lean concrete is used to fill the over
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excavated hole, the vAdth of the over -excavation at the bottom must be at least as wide
as the
sum of two times the depth of the over -excavation and the footing width. For
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example, an over -excavation extending two feet below the bottom of a three- wide
foot
footing must be at least seven feet wide at the base of the excavation.
Footings constructed according to the above recommendations may be designed
for an allowable soil bearing pressure of two thousand (2,000) pounds Per square foot
(p.91). 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 total Post -construction settlement of footings founded on competent,
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native soils (or on structural fill up to five (5) feet in thickness) will be about one-half
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Inch, with differential settlements on the order of one -quarter inch.
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NOTE: The bearing capacity of 3,000 p.s.f. applies to over -excavated and
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backfill conditions. Footings placed on native Soils May be designed for 2,000 p.s.f.
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Lateral loads due to wind or seismic forces may be resisted by friction between.
the foundations and the bearing soils, or by passive earth pressure acting on the
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vertical, embedded portions of the foundations. For the latter condition, the foundations
must after be poured directly against undisturbed soil or the backfill placed around the
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outside of the foundation must be level structural fill. We recommend the following
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design values be used for the foundation's resistance to lateral loading:
PRAWay-A-lue
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Coefficient of Friction 0.55
Passive Earth Pressure 350 p.c.f.
EM91neer
ND- .206 546 8442 ,Nov.. 11 2002 10:3Wm P�.-
Pacific Emerald Homes, Inc.
November 10, 2002
Page 4
tv.
Where:
K
(1) P.O. Is pounds per cubic foot.
(2) Passive earth Pressure is computed using the equivalent fluid density.
We recommend that a safety factor of at least 1.6 be used for design of the
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foundation's resistance to lateral loading.
$LAS" N-GRADC:
Slob -on -grade floors may be supported on undisturbed, competent native soils or
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on structural fill. The slabs may be supported on the existing soils provided these soils
can be re-compected prior to placement of the free
-40
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-draining sand or gravel underneath
the slab. This sand end gravel layer should be a minimum of four (4) Inches thick. We
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also recommend using a vapor barrier such a$ 6-Mil. plastic membrane beneath the
slab with minimum overlaps of 12 inches for
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seeling purposes.
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INT_ 111!9UNDATION N a I
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Retaining walls backfilled on one side only should be designed to resist lateral
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earth Pressures imposed by the soils retained by these structures. The following
mm
recommended design parameters are for walls less than twelve (12) feet in height
which restrain level backfill:
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or-1
Desion Value
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Active Earth Pressure* 35 p.c.f.
Passive Earth Pressure 350 P.Cf.
Coefficient of Friction 0.55
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$oil Unit Weight 125 ptf,
Where:
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(1) p-c.f. Is pounds or cubic foot
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(2) Active and passive earth pressures are computed using equivalent fluid
densities.
For restrained walls which cannot defect at least 0.002 times the wall
height, a uniform lateral pressure of one hundred (100 p.s.f. should be
added to the active equivalent fluid pressure).
Engineer 206 546.11442 11 20M 10:39PM PS
Pacific Emerald Homes, Inc.
November 10, 2002
P890 5
The values given above are to be used for design of permanent foundation and
retaining walls only. An appropriate safety factor should be applied when designing the
walls. We recommend using a safety factor of at least 1.6 for
overturning and sliding.
The above design values do not include the effects of any hydrostatic pressures
behind the walls and assume that no surcharge slopes or loads be
01,
will placed above the
walls. If these conditions exist, then those pressures should be added to the
above
lateral pressures. Also, if sloping backfill Is desired behind the walls, then we will need
to be given the wall dimensions and slope of the backfill in order to provide the
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appropriate design earth pressures.
Heavy construction equipment should not be operated behind retaining and
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foundation walls within a distance equal to the height of the wall, unless the walls are
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designed for the additional lateral pressures resulting from the equipment Placement
and
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compaction of retaining wall backfill should be accomplished with hand -operated
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equipment.
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Retaining Wall Backfill
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13ackfill placed within eighteen (18) inches of any retaining or foundation walls
should be free -draining structural fill containing no organics. This
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backfill should contain
no more than five (5) percent sift or clay particles and have no particles greater than
four (4) inches In diameter, The percentage of particles the No.
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passing 4 sieve should
be between twenty-five (25) and seventy (70) percent. Due to their high silt content, If
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the native soils are used as backfill, a drainage composite, such as Miraff and
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Enkadraln, should be placed against the retaining walls. The drainage com I a
pos le
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should be hydraulically connected to the foundation drain system. The purpose of these
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backfill requirements is to assure that the design criteria for the retaining wall Is not
exceeded because of a build-up of hydrostatic Pressure behind the wall. The
subsection entitled
contains recommendations
regarding placeme a compac on of structurmal fill be ind retaining and foundation
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walls.
RNG&MIM ANQ-SLOPES:
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Project Plans Indicate a 9011 OA up to 8 feet maximum In the northeast corrier of
the residence (see Site Plan).
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Based on this engineer's on-afte, Investigations and experience in the area, the
$011 Cut (up to 8 foot maximum) may be made at a slope of 2H:3V (slightly steeper then
Engineer PHONE NO- 266 546 8442 NOV%'11.2002 Je:40PM PS
Pacific Emerald Homes, Inc.
November 10, 2002
Page 6
This engineer anticipates that temporary shoring consisting of Eco-Blocks Me
be required. On.3fte inspections by this
engineer to MVA&,
Depending on weather conditions and excavation expertise, temporary shoring
May not be required.
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HOWRIVOt, it Is essential that excavation contractor and owner be prepared to
Install Eco-Blocks under this engineer's direction
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onsite for temporary shodrig,
Water Should not be allowed to flow uncontrolled over the top of any temporary
or
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permanent Slope. All permanently exposed slopes should be seeded with an
appropriate species of vegetation to reduce erosion and Improve stability of the surficial
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layer of soil.
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D E CONSI
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Footing drains are recommended at the base of all footings and retaining walls.
These drains should be surrounded by at least six (6) Inches
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of one4neh-minus washed
rock wrapped in non -woven geotextile filter fabric (Mirrifil 140N, Supao 4NP, or similar
material), At the highest point, the Perforated invert
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Pipe should be at least as low as
the bottom of the footing and it should be sloped for drainage. Ail roof and surface
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water drains must be kept separate from the foundation drain system.
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No groundwater was observed in either of the test pits during the fieldwork.
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Seepage Into the Planned excavation is possible, and likely if excavation occurs during
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winter months, and N encountered should be drained away from the site by use of
drainage ditches, perforated pipe French drains, by
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or pumping from sumps
interconnected by shallow con;;;�r trencher. at the bottom of the excavation.
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The excavation of the site should be graded so that surface water Is directed off
the eke and away from the tops of slopes. Water should not be
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allowed to stand in any
area where foundations, slabs, or pavements are to be constructed. Any exposed
slopes to be covered with Plastic to minimize
erosion. Final site grading in areas
adjacent to buildings should be Sloped at least two (2) percent away from the building,
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except where the area adjacent to the building Is paved.
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RIENERAL RICAN RUCTI ImAl Olt
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The proposed building and pavement areas should be stripped and cleared of all
surface vegetation, all organic matter, and other deleterious material, The stripped or
removed materials should not be mixed with any materials to be used as structural fill.
Structural fill is defined as any fill placed under the building, behind permanent
retaining or foundation walls, or in other areas where the underlying Solis needs to
Engineer PHaIE
... .... '546 8442 Nov. I . 1 .20 - B2 10: 40PM P7
Pacific EMeMId Homes, Inc.
November 10, 2002
Page 7
Support loads. This engineer should Obserie 6110, conditions during and after excavation
Prior to Placement of any structural fill.
All structural fill should be Placed in horizontal Ift with a moisture content
near the optimum moisture content. The optimum moisture content Is that mo(stu at or
content
which results in the greatest compacted dry density. The re
soils is very Important and must be closely controlled duri moisture content of fig
ng the filling
rp,
process. and compaction
The allowable thickness of the fill lift will depend on the material type, compaction
equipment, and the number of passes made to Compact the lift, In no case
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should the
Ift exceed twelve (12) inches in loose thickness. The following table Presents
recommended relative compaction for structural fill:
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Minimum Relative
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Beneath footings, slabs or walkways 95%
Behind retaining wells
90%
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Beneath pavementa 95% for upper 12 inches of
Sub -grade, 90% below that level
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Where: Minimum relative compaction Is the ratio, expressed in Percentages, of
the compacted dry density to the maximum
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dry density, as determined In
accordance with ASTM Test Designation D-1557 -78 (Modified Proctor).
Use of On-Ske SWIs
If grading activities take place during wet weather, or when the silly, on-afte soils
are wet, site Preparation costs may be higher bemuse of delays due to rains
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and th
potential need to Import granular fill. The on-afte soils are generally silty and thus alme
moisture sensitive. Grading operations will be difficult
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when the moisture content of
these soils exceeds the Optimum moisture content.
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Moisture sensitive soils will also be susceptible to excessive softening and
'Pumping* from construction equipment traffic when the moisture content is
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the Optimum moisture content. greater then
Ideafiy, structural fill, which Is to be placed in wet weather, should consist of a
granular soil having no more than five (5) percent sift or clay particles. The percentage
-7�
114cF E. Engirver
.!�Nk 206 546 s442 11 2002 10:41pm Pe
P8CIA0 Emerald Homes, Inc.
November 10, 2002
Page a
of particle$ Passing the No. 200 Weve should be measured from that Portion of the Soil
passing the three-quarter4nch atm.
The use Of 'some" On -site coils for fill material m
organic 1111ft—Wa-006JO—b-12 N the upper
materials are s"n3ga" and moisture contents are monitored
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Inspection. by engineMng
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No drainage problems were evident on the property at 18608 Sound View Pl.
Currently, surface runOff flows WGGt0riy (into
65
easement and storm systems tran
storm water to Puget Sound discharge. eferring
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This engineer understands that the proposed new residence contains a etc rrn
water drainage design that has been submitted to CRY Of Edmonds.
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Geotechnically, compliance with City of Edmonds drainage requirements Is
approved and recommended,
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All foundation concrete (fooling&, ste
shelf have a mbLrNM cement m walls, stabs, any retaining walls, etc.)
content of 6-1/2 socks
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per cubic yard of concrete MIX,
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As discussed, the overall property is The moderate
slopes in the northeast quadrant of the
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project Property pose no gootechnical hazard to this
Development Of the Property with the proposed single-family residence pose& no
geotechnical hazard to the surrounding area, subject to compliance with City
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of
Edmonds approved Plans and this engineers on -site inspections.
ItW WTIONS:
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The recommendations of this report are only valid when key geatechnical
aspects are inspected by
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0 Soil cuts
& Foundation sub -grade verification
* Retaining wall, or rookery placement
* Any fill Placement
Engineer
PHDNE NO. 206 546 S442
Nov- 11 20M 10:42PM Pie
Oct 31 02 04: 39p Pacific Emerald Homes Inc 42SS?30639 P.2
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Height Calculation/Grading Verification Worksheet
Address: Permit -0-o-2 frx-�,3
Date:
6,,,9V f
A. Datum Point:
B. Datum Point Flevation:
'78, Ll
C. Average Grade:
-----------------------------
3 M aximum, Ele-OationAltowed: average grade)+ 25'= /03� bS
4. Reference Point Elevation Shot to House:'
(datum elevation) +��I(grade to transit level line shot to hous�)
6. Measurements from fine shot onto house to roof ridge:
Total:
7. Actual Elevation: ]LO&,ref.rence point elevation) + 21q asuremerts from
#6)
Conclusion:
(actual) Is greater n_le_—sqs t-hsu'�Lb2,& ' (allowed); therefore the house
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0�90 over the height requirement per ECDC 16.20.30 requirements
L,,\TE&2%UjWJNG\MBCV4eight CakulationGmding Wrification Worlmheet*
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MEMO RANDUM
Date, November 8, 2002
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To: File
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From: Dave Gebert, Ci ty Engine
Subject: Sidewalk Construction, Si d Le Ann Helleren, 18608 Sound
ra
View Place
in
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Helleren letter dated October 8, 2002
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Sigve and Le Ann Helleren have requested City concurrence with their interpretation at the
them to constru ct sidewalks along the
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City's Sidewalk Construction P olicy will not require
frontage of the property at 186 08 Sound View Place as a condition of their single family
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residence bui Iding permit approval. (See Attachment)
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Sound
Pursuant to ECDC 18.90.030, Table of Sidewalk Standards, RS-12 zoning (which 18608
as shown in the Comprehensive Sidewalk
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065
View Place is) does not require sidewalks, except
plan, it is, however, stated to b e City policy that sidewalks will be required on all streets over
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300 feet in length (which Sound View Place is).
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Neither the latest adopted City W alkway Plan nor the draft update to the Walkway Plan indicates
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sidewalks/walkways required on the portion of Sound View Place where th e property in question
indicates future sidewalks along Sound View Place south of
is located. The Walkway Plan
Wharf Street only, and along Wharf Street to Olympic view Drive. The property in question is
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located north of Wharf Street, where future sidewalks are not indicated in the Walkway Plan.
The situation at 18608 Sound View Place does not meet any other criteria requiring construction
Con Policy dated December 18, 2001.
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of sidewalks, asCer forth in the City's Sidewalk struction
v is entire length. Sound
There are presently no existing sidewalks on Sound View Place o er i
in
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View Place is not designated as a bikeway in the latest City Bikeway Plan. The property
1000 feet of a park, school, church, shopping/commercial establishment, or
question is Dot within
public facility.
in this specific situation, at this location, application of the policy that sidewalks be provided on
the desires and intent of the City Walkway Plan and
all streets over 300 feet is clearly contrary to
City of Edmonds
Development Services Department
Engineering Division
not consistent with the character of the surrounding neighborhood. it is clearly not in the best
interest of the City to install a sidew aik at this location.
Therefore, sidewalk construction will not be required as a condition of building permit WrOval
at 18608 Sound View Place.
In addition, p ursuant to the City Sidewalk Construction Policy, when it is determ, ined that
in of construction will also not be required.
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sidewalks will not be required, paym ent -lieu
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Sigve & Le Ann Helleren RECEIVED
9510-19011, P1 SW
OCT 10 2002
Umonds, WA 98026
ENGINEENNG DIVISION
October 8, 2002
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Dear Mr. David Gebert,
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We are applying for a building permit at 18608 Sound View Place. This letter is in
After reviewing the criteria for sidewalks,
ction policy.
regards to the sidewalk constru red to install sidewalks,
it is our understanding that we would not be requi
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1. Sidewalks are not required by ECDC 18390-030
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2. No sidewalks exist within 1000 R of the proposed development
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3. No sidewalks indicated on the City Walkway Plan
Walkway Plan
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No bikeways indicated on the city
leading to facilities that result in ped traffic.
5. The project is not located on a street
6. Sidewalks are not required to provide disabled access to public facilities.
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After reviewing our property, do you agree? Will we be exempt from constructing a
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sidewalk?
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We appreciate your attention to th is matter and look forward to hearing from you. We can
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be contacte d at 425.640.6054 home
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425.418.8099 cell (Sigve)
206.344.2688 cell (Le Ann)
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Respectfully,
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Le Ann Helleren
'FINAL PROJECT APPROVAL FORM
TO-._
DATE-._
MEMOTO: PERMrrCOORDINATOl?,BURDINGDMSION
FROM: FIRE DEPARTMENT
ENGINEERINGDIVISIONDATF
PLANNING DIVISION DATE----:--
PROJECT—W&I
siTEADDREss—AM -4910N�U)t
p...JAOL-LdOJ_ADB#__-----PAlTINSPECTED-4d�W
DESCRIPTION OF WORK TO BE INSPECTED--L-4��---
Af I leld Inspection was conducted to determine imal compliance with approved plans. Final approval,
denotes that there are no objections from the above signed Department to the release of
PERFORMANCE BONDS and the granting of:
GRANT FINAL PROJECT APPROVAL
rcmP ROJECT APPROVAL WrM CONDITIONS NOTED
I
y of CONDITIONS given to owner/contmtor by inspector
1.
LA 4i'An a* M
FAILED FINAL INSPECTION - OUTSTANDING ISSUES
a Copy of CORRECTION NOTICE given to owner/conftctor by inspector
2.
3.
RE -INSPECTED OUTSTANDING ISSUES - GRANT FINAL PROJECT APPROVAL
Date_ Sign.
ocaprvl.doc.l:temp-.bldg:fonnsIO/OI
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RECORD OF INSPECTIONS
INSPECTOR DATE APPROVED
D'3
SETBACKS .....................
CJU4�— FOUNDATION;
OZ4f\\
Footing ...........
Wall ..........................
.......... . . . ....... ....
Pier/Porch ... ..............
Retaining Wall ...........
Slab Insulation
PLUMBING:
Underground .............
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Rough -in . .............
Commercial Final
HEATING:
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Gas Te st ...............
Gas Piping .................
Equipment .... .............
ls�t
Commercial Final
EXTERIOR SHEATHING
NAILING ..........................
F RAMING
..................
FIRST FLOOR FRAMING
INSULATION .................
0 Floor Insulation
Ut-
Lv
Wall Insulation
Ceiling Insulation
SHEET ROCK NAILING
(V`
SPECIAL INSPECTION
MISCELLANEOUS ..........
FINAL APPROVAL FOR
OCCUPANCY .................. V4
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