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'A PLICAIT, 01 BEHALF 01 HIS OR HER SPOUSE, HEIRS, ASSIGNS AID ,,,C,,oBB
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IN NTEREST AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF
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INSPECTION FEE
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IHERE Y ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION
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12/10/2001 11:03 4254542810 THE HEALEY ALLIANCE PAGE 04
Avap-AaF Cp.AVF CAL0,
LOT AREA, SM S(%FT.
45r, . 414 - 456'
LOT COVERAaF! M21 MAX. E9-D6 WEIGHT ALLOIDEO,
456 25 4Sf
TAX (PLAT)� 00463302600200
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DTABLE TlGvATLlt4E uTi'll - ---------
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MATERIAL
SDR 35 �1'00
Scli 40
N -12 C, F-RIvATE ROA
FBio ViANCOB ..... r. DATUM F-T. EL. 4SIO-5
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LOCATEO ON 242NO
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IC;r. OF TWE
RESI-oNsISILITY AS To f.14YBICAL WARACTERIST
T MES LOT ACKNOWLEPOES A TANCE
RACY OF ENWNEER'N- PATA Supf.L.JED ey OT HER USE OF
vERIFY AC NAM MAW
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E HEALEY FS, INC—
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A R C W I T E C- T NATHAN CONSTRUCTION
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DEC 112001
?lI:PIkAIT MUNTPR
LOT AREA: 5113 SQ.FT, AVERAGE GRADE CALCt
456
x 414 - 456'
LOT COVERAGE: IS21 SQ�FT, (23.1%)
MAX.
BLDG HEIGHT ALLOWED:
TAX (PLAT)t 004(.3302600200 496
25 4al'
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DEVELOPMENY SERVICES CTI,
UTILITY
CITY OF EDMONDS
EASEMENT
31 .00'
451
r4. PRIVATE ROAD
DATUM FT. EL, 450.9
0 CONC. MON. CASED
APPROXIMA
LOCATED ON 242ND
11321 SQXT. x 1.5 2aEO 80.FT.
(REDISTR15UTE CUT DIRT ON SITE)
THIS OFFICE ASSUMES NO RESPONS151LITY AS TO PHYSICAL C14ARACTERISTICS OF THE SOIL, NOR DOES IT
VERIFY ACCURACY OF ENGINEERING DATA SUPPLIED BY OTHERS. USE OF PLOT ACKNOWLEDGES ACCEPTANCE
HE HEALEY ALLIANCE FS, INC,
113 N.E, 20TH STREET - BELLrVUE WA, S0001 - (4�S) 4r,4-ZOS6
IDIA14"Ol
1-16-02
NAME
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CONTRACTOR
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NAT14AN CONSTRUCTION
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D INAGE REPORT
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FOR
LAMMERSDORF SHORT PLAT
CITY FILE # S-2000-151
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BEING A PORTION OF THE SE 1/4 SW 1/4 OF SEC. 31, T. 27 N., R. 4 E., W.M.
CITY OF EDMONDS
SNOHOMISH COUNTY, WASHINGTON
Parcel Vs: 4633-026-002-0000
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JRR#01-12
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PREPARED FOR:
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NALUND & ASSOCIATES
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9792 EDMONDS WAY, PMB #266
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EDMONDS, WA 98020
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PREPARED BY:
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JRR ENGINEERING, INC.
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18609 76TH AVENUE WEST, SUITE B
qldv LYNNWOOD, WA 98037-4149
PN. (426) 697-6108
FAX (425) 697-4506
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This report has been prepared by jRR Engineering for Nalund and Associates, Inc. a suppo
information for a Short Subdivision within the City of Edmonds. Any revisions to the proposed
JRR Engineering.
project may not use or depend upon this report without the written permission of
City approval for the short plat will require items which are generally as follows:
I Provide an off -site analysis
2. Identify existing conditions and possible development impacts
3, Show compliance with City code requirements for drainage
Calculations and design plans are based on good engineering practice, City of Edmonds code
requirements, methods and procedures in the Department of Ecology Stormwater Management
Manual for the Puget Sound Basin (1992), and investigation of the existing system in the project area.
General Site Descritition/Condition
The subject property (site) consists of one lot totaling approximately 39,000 SF (0.895 acres) and is
rty
located on the South side of 242d St. SW approximately 400 ft East of 87' Ave. W. Said prope
has a street address of 8618 242n' St. SW, Edmonds, and is within the SE quarter of the SW quarter
of Section 3 1, Township 27 North, Range 4 East, W.M., Snohomish county, Washington further
described as:
Tract 2, Block 26, Plat of Hanbury's Sound View tracts, per plat recorded in Vol. 7 of plats at
pg. 20, records of Snohomish County, Washington
The site is bounded to the north by a public right-of-way , and on the north, east and west by
residential improvements of a similar nature to the subject site.
Existing drainage at and around this site consists of urban runoff. At this time there is no storm.
drainage system on the site to collect runoff. The existing building on the site utilizes splash blocks
and no downstream drainage is currently impacted. No wetlands have been identified on or adjacent
to the site, The project is outside the floodplain and contains no shorelands.
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On the north edge of the property is an open conveyance system (road side ditch). Driveway u ve
diameters, invert elevation, and flow direction information can be found on the Site Plan. The site
currently drains to the road side ditch on the north side of the property.
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Proposed Drainage
Developed runoff from the site will be routed northerly similar to the present condition. An increase in
impervious area is proposed. Runoff from the proposed residences and the paved access and parking
areas will be collected via catch basins and conveyed to a detention pipe and then to a Type 2 catch
basin which will contain an outlet control tee. A portion of the conveyance system will also act as the
detention system. The runoff would then be conveyed to a storm drainage pipe system to the east of
the subject property.
Develooment Impacts
The parking configuration, landscaping and drainage improvements are proposed to provide access
and parking for the proposed use and improve the collection of surface water runoff on the site.
No significant erosion has been observed on -site and no significant erosion is anticipated on the
subject property or adjacent properties, due to the proposed development.
Post development peak flows are expected to have no significant impact on existing downstream
conditions as described in the following off -site Analysis & Downstream Conditions summary
information.
It is also anticipated that:
(1) Modification to the existing drainage system will not cause runoff to be diverted onto
or away from the adjacent downstream property.
(2) The proposed improvements are not expected to aggravate an existing drainage
problem or create a new drainage problem adjacent to downstream properties.
(3) A double orifice control structure is proposed for treatment and for releasing runoff at
pre -developed rates (see plan).
(4) The proposed project conveyance system will contain and convey the 100-year design
storm.
(5) The Clearing Limits which ate anticipated consist of and coincide with the property
lines, which will be marked prior to construction to indicate and delineate proposed
improvements.
Erosiort/Sedi.entation Control Design
Silt fencing, construction entrance and typical cover techniques will be employed to minimize the
n provided
potential for erosion and sedimentation. Erosion and sedimentation control details have bee
in the construction drawing submittals.
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SummanLqf Desirn
Soils:
Alderwood Series
Hydrologic Group "C"
Runoff Characteristics:
E)dsting & Proposed Cn: 8s Meadow
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86 Landscape (good condition)
89 Gravel
98 Impervious surfaces
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Design Storms:
io-Year Design storm Precipitation 2.0 inches
55
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100-Year Design storm precipitation 3.0 inches
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Pre -Development Condition:
Site Area = 39,000 SF (0,90 ac.)
mi
Landscape Area = 36,590 SF (0.84 ac.) Ok-
SF ac.)
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impervious Area= 2,410 (0.06
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10-Year Design stom peak runoff= 0.12 fa
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100-Year Design sto— peak runoff 0.26 ofs
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Post -Development Condition'
Site Area = 39,000 SF (0.90 ac.)
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Landscape Area = 21,140 SF (0 .485 so.)
impervious Area= 17,860 SF (0.410 ac.)
1 O-Year Design storm peak runoff= 0.29 cfs
100-Yearl) esign storm peak run7,50 efs
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Detention Required: 839ft3
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Detention Provided: 964
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E. 8618SW242ndSt, Edmonds, 98026, Page& Grid 4744
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NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE
IT IS DUE TO THE QUALITY OF THE DOCUMENT.
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The site is generally at the same grade as the abutting properties, and is generally not affected by
upstream off -site areas". Storm runoff generally is limited to that which is generated "on -site".
Downstream conditions consist of a road side ditch and pipe drainage system draining to the Edmonds
Way/SR-99 interchange ROW. M nimal erosion has been observed around the existing grading. No
significant erosion is anticipated on the subject property due to the proposed development.
Post development peak flows are expected to have no significant impact on existing downstream
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Downstream Conditions
THE SUBJECT PROPERTY PRESENTLY DRAINS INTO A NORMAL ROADSIDE DITCH LOCATED
65-4
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ALONG THE SOUTH SIDE OF THE E)aSITNG RAPROVEMENT IN THE 242ND ST. SW RIGHT OF WAY,
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WHICH DMCTS THE STORM WATER WESTERLY INTO A 12 IN, CULVERT SYSTEM, THE INLET OF
WHICH IS LOCATED 24 LF EAST FROM THE WEST PROPERTY LINE, HAVING AN I.E. WHICH HAS BEEN
FOUND To BE Too HIGH IN ELEVATION To SERVE THE OUTFALL WATERS FROM A DESIGNED
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DETENTION SYSTEM FOR THE DEVELOPMENT OF THE SUBjECT PROPERTY'
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THE PREFERRED ROUTE HAS BEEN FOUND TO DIRECT THE OUTFALL FROM THE DETE ON
SYSTEM, EASTERLY ALONG THE SOUTH SIDE OF 242ND ST, SW TO A POSMVE OUTFALL THAT WILL
MEET THE NEEDS OF THE DOWNSTREAM SYSTEM. FROM THE NE CORNER OF THE PRIVATE ACCESS
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ROAD THENCE EAST IN THE 242ND ST ROW, 107 FT To AN INTERSECTION WITH AN EXISTING 12"
OUTFALL FROM AN EMSTING PCB; THENCE NORTH IN AN EXISTING 12" SD 20 FF. MORE OR LESS INTO
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AN E)(ISTING CB-T-11; THENCE EAST ALONG THE SOUTH SIDE OF THE EMSTING STREET
PoPROVEMENT 53 LF TO AN EMSTING CB-T-I; THENCE CONTINUING EAST ALONG THE SOUTH SME IN
0 5i
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IT AN
A 12"ADS DRAIN 60 LF To AN ElaSTING OPEN DITCH; THENCE CONTINUING IN AN OPEN D CH TO
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EMSTING 12- SD INSTALLED UNDER THE CUL-DE-SAC AT THE EAST END OF 242ND SW AND DIRECTED
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To CONNECITON IN AN EMSTING WSDCrr CB-1741 ON THE WEST SIDE OF THE EDMONDS SR 104 R/W;
ALONG THE WEST SIDE OF SRI04.
THENCE NORTHWESTERLY IN THE DOT STORM DRAIN SYSTEM
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NOTICE: IF THE DOCUMENT 1147HIS FRAME IS LESS CLEAR THAN THIS NOTICE
IT IS DUE TO THE QUALITY OF THE DOCUMENT.
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S.C.S. TYPE-lA RAINFALL DISTRIBUTION
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S.C.S. TYPE-lA DISTRIBUTION
10-YEAR 24-HOUR STORM **** 2.0011 TOTAL PRECIP.
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ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. I
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.84,85.3,.06,98,31.18
DATA PRINT-OUT:
AREMACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
.9 .8 85.3 .1 98.0 31.2
0
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
.12 7.83 2842
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C
.9 .8 85.3 .1 98.0 31.2
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PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
12 7.83 2842
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ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 2
.49,86,.41,98,7.53
DATA PRINT-OUT:
AREMACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
.9 .5 86.0 .4 98.0 7.5
m
PEAK-Q(CFS) APEAK(HRS) VOL(CU-FT)
.29 4— 7.83 4150
ENTER [d:1(pathlfilename(.extl FOR STORAGE OF COMPUTED HYDROGRAPH:
joyprna
-SPECIFY STORM OPTION:
S.C.S. TYPE -IA RAINFALL DISTRIBUTION
ENTER: FREWYEAR), DURATION(HOUR), PRECIP(INCHES),
100,24,3
---------------------------------------------------------------------
S.C.S. TYPE-lA DISTRIBUTION
K
100-YEAR 24-HOUR STORM **** 3.0011 TOTAL PRECIP.
mh��el ------------------------------------
-----------------------------
ENTER. A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. I
.84,85.3,.06,98,31.18
M
DATA PRINT-OUT:
AREMACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
M
i
.9 .8 85.3 .1 98.0 31.2
c a
0
PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT)
c
.26 7.83 5473
m
ENTER [d:1(pathlfilename(.ext1 FOR STORAGE OF COMPUTED HYDROGRAPH:
100yexna
31.2
.9 .8 85.3 .1 98.0
o"n
PEAK-Q(CFS T-PEAK(HRS) VOL(CU-FT)
-n 31
7.83 5473
m m
.264—
ENTER [d:][pathlfilename[.ext) FOR STORAGE OF COMPUTED HYDROGRAPH:
0
o Fn
C ca
100yexna
c 0
SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP
c
P-4p �4�OL
---------------------- ------------------------------------
ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN No. 2
.4:9, 845, .41, 98, 7 . 53
Z'
DATA PRINT-OUT:
coi
AREMACRES) PERVIOU IMPERVIOUS TC(MINUTES)
z
A Ckl"' A CN
0
m
9 .5 86.0 .4 98.0 7.5
PEAX�Q(CFS/ T-PEAK(HRS) VOL(CU-FT)
.50 7.83 7075
ENTER (d:1(pathlfilename(.ext1 FOR STORAGE OF COMPUTED HYDROGRAPH-
100yprna
SUMMARY OF INPUT ITEMS
�0 "
1 TYPE OF FACILITY: TANK
2) TANK DIAMETER(ft), STORAGE DEPTH(ft): 3.00_ 3.00
3) VERTICAL PERMEABILITY(min/in): .00
0
4) PRIMARY DESIGN HYDROGRAPH FILENAME: 100yprna
5) PRIMARY RELEASE RATE(CfS): .26
6) NUMBER OF TEST HYDROGRAPHS: I
TEST HYD I FILENAME: 10yprna TARGET RELEASE(cfs): .12
M
0:
7) NUMBER -OF -ORIFICES, RISER-HEAD(ft), RISER-DIAM(in): 2, 3.00, 8
o
m 0
0
)t
8) ITERATION DISPLAY' NO
ENTER ITEM NUMB ER TO BE REVISED (ENTER ZERO IF NO REVISIONS ARE REQUIRED) -
M
0
C
>
E:
6) NUMBER OF TEST HYDROGRAPHS: 1
TEST HYD 1 FILENAME: 10yprna TARGET RELEASE(cfs): .12
0-n
"n
7) NUMBER -OF -ORIFICES, RISER-HEAD(ft), RISER-DIAM(in): 2; 3.00, 8
M m
8) ITERATION DISPLAY: NO
0
ill
0
0 m
ca
ENTER ITEM NUMBER TO BE REVISED (ENTER ZERO IF No REVISIONS ARE REQUIRED):
cw
mo
o
Z
INITIAL STORAGE VALUE FOR ITERATION PURPOSES: 2220 CU-FT
BOTTOM ORIFICE: ENTER Q-MAX(CfS) LAI
.16
DIA.= 1.85 INCHES
TOP ORIFICE: ENTER HEIGHT(ft)
z
1.5
9
DIA.= 1.74 INCHES
0
m
PERFORMANCE: INFLOW TARGET -OUTFLOW ACTUAL -OUTFLOW PK-STAGE STORAGE
DESIGN AYD: .50 .26 .26 2.99 mP 839
TEST HYD 1: .29 .12 .12 1.55 430
SPECIFY: D DOCUMENT, R REVISE, A ADTUST ORIF, E ENLARGE, S STOP
-- ---- -- -- -
:
ROUTING DATA:
STAGE(FT)
DISCHARGE(CFS) STORAGE(CU-FT) PERM-AREA(SQ-FT)
.00
.00
.0
.0
.30
.05
43.7'
.0
.60
.07
119.7
.0
90
.09
212.1
.0
1.20
.10
313.9
.0
1.50
.11
420.2
.0
1.50
.11
420.2
.0
1.80
.17
526.5
.0
2.10
.20
628.4
.0
2.40
.22
720.8
.0
2.70
.24
796.7
.0
---p3 . 0 0
.26
840.5
.0
3 10
.47
840.5
.0
3:20
.85
840.5
.0
CD
3.30
1.20
840.5
.0
3.40
1.35
840.5
.0
m
3.50
1.48
840.5
0
-q Ol
AVERAGE VERTICAL PERMEABILITY:
.0 MINUTES/INCH
SPECIFY:
F F ILE, N NEWJOB,
P PRINT IF/OF,
R REVISE, S STOP
C
0
o R
zj�
co,
Height Calculation Worksheet
Address: .......... . .....
Date: -IP -�-
Inspector(s): Vy"N
1. Datum Point; yn 14 C—
Z"
2. Datum Point Elevation: If
0
0
3. AverageGrade: 45(l
4. Maximum Elevation Allowed: (average grade) +25'=
as
a m
C:
0;
-40,
5. Reference Point Elevation Shot to House:
C'
4S datum elevation) + (grade to trausitlevel line shot to house) =4s5,� L
6. Measurements from line shot onto house to roof ridge:
C2
Z'
vi,
0 -M
n
IT
r m
a Urn,
4x)
0 —
C 0)
ca,
In
—7b
;a
z
z
0
Total:
0
In
7. Actual Elevation: 4reference point elevation) +L--.� (measurements
from #6)
C lusion:
TOCI t (actual) is greater iin G � (allowed); therefore the house is/
IV,
is not over the height requirement per ECDC 16.20.30 requirements
L:\TEMP\BUlLDING\MlSC\Height Calculation Worksheet.doc
FINAIL PROJECT APPROVAL FORM
TO:
DATE -
MEMO TO: PERMIT COORDINATOR, BUILDING DIVISION
FROM: FIRE DEPARTMENT DATE�_
6) L&6�L
—ENGINEERING DIVISION DATE. lfia7 ("I--
DIVISIONDATE
PROJECT
SITE ADDRESS
PERMIT# DATEINSPECTED Ejo)l 2-
DESCRIPTION OF WORK TO BE INSPECTED FWA
A field inspection was conducted to determine final 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
GRANT PROJECT APPROVAL WITH CONDITIONS NOTED
a Copy of CONDITIONS given to owner/contractor by inspector
FAILED FINAL INSPECTION - OUTSTANDING ISSUES
u Copy of CORRECTION NOTICE given to owner/contractor by inspector
2.
3.
RE -INSPECTED OUTSTANDING ISSUES GRANT FINAL PROJECT APPROVAL
Date Si
ocaprvi.doc.l:temp.bldg:fonnsIO/OI
z
M
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0 0
C
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0-
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0 -n
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0
0 M
C 0)
90)
M 0
z
CA
z
9
0
M
RECORD OF INSPECTIONS
INSPECTOR
DATE APPROVED
SETBACKS ................
FOUNDATION:
Footing ......................
wall.......................
Pier/Porch .................
Retaining Wall ...........
Slab Insulation ..........
PLUMBING:
Underground .............
Rough -in ...................
Commercial Final
HEATING:
Gas Test .................
Ci
Gas Piping .............
Equipment.................
Commercial Final
EXTERIOR SHEATHING
NAILING ..........................
FRAMING .....................
FRAMING
s.-
FIRST FLOOR
INSULATION ............
Floor Insulation
Wall Insulation
Ceiling Insulation
V\/\
SHEETROCK NAILING
SPECIAL INSPECTION
-Z
4 _1�1
MISCELLANEOUS ..........
FINAL APPROVAL FOR
OCCUPANCY ..................
SideSewerg
A.--tPld$
Datels= ed__
watermetellrslw__Q�
AIM8wAP21d----
7e
zoW #
0
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a M
C
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0
80
C
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z
CA
0 -n
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0 65
0 r-
0 M
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(1)
Q 0
z
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9
0
M