22520 95TH PL. W.PDF9391
22520 95TH PL. W
ADDRESS:
TAX ACCOUNTAPARCEL NUMBER:
BUILDING PERMIT (NEW STRUCTURE):
IT
COVENANTS (RECORDED) FOR -
CRITICAL AREAS:
DISCRETIONARY PERMIT #'S:
DRAINAGE PLAN DATED:
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORDED FOR:
PERMITS (OTHER):
PLANNING DATA CHECKLIST DATED:
SCALED PLOT PLAN DATED: V-�21
SEWER LID FEE $:
SHORT PLAT FILE:
SIDE SEWER AS BUILT DATED:
SIDE SEWER PERMIT(S).//:
GEOTECH REPORT DATED:
STREET USE / ENCROACHMENT PERMIT #:
WATER METER TAP CARD DATED:
DETERMINATION: E] Conditional Waiver E] Study Required F] Waiver
P210-m
roklm
LID #:
LOT: BLOCK:
L-.\TEMP\DSrs\Forms\Street File Checklist-doc
PLANNING DATA street
SINGLE FAMILY RESIDENTIAL
Name: ?_()natCJ M(kV:HVJ &(_yVJJ1Aj6k SkJaVJ
RevIeVVDate: 08.0L+.,;-00&
SiteAddress:
Permit Number: BLD -20 0 a -L+ -7
Project Description: N e\A1
Zoning: FL_5 —8
Comp Plan: e)(Ville f�arnilq urwarl I
Corner Lot: (YES a:,11ag
Lot: 0/ NO)
Sm
mall Site Plan: QD NO)
ADU Created: (YES
LLA:
C UP:
r
EVa 1 an c e:
Sh I
orer1ne:
Subdivision/Legal/RecordingNUMber: C7.1-1006.14+0 "Lot 2�-" AFN "010 5 Z 15 2- 1
Legal Nonconforming Land Use Determination Issued: (YES "0
Critical Areas Determination #- C-V* 01 1 A at 'i - 0 0 &P 3
El Study Required 1-006, 0 1
N waiver
SEPA Determination: &)c fvyl Fi- C-y 4 6 0 r64 V,1 0 WV1
ReqUired SetbOCKS
-49),
Side.
Side. -7.5
� S
-7.5w
� 1ry.
ACtU01 SetbaCkS
lftree�. I., IF
Side:
Side: 1100(o
�,Raaiz
Detached Structures 9 Rockeries/Retaining Walls * Fences/Trellises/Arbors
Bay Windows/Projecting Modulation * > 30" Stairs <�eck(�e > 30" Eaves
Crilmney/Fireplace * Uncovered Unenclosed < 30" DeCk/Porch/Patio
Parking Required: 2
Parking Provided: '�
coverage Required: 35%
Coverage Provided: 'k
Lot Area: 9001 (ft Pew rewirde
Lot Coverage 171-0 9 1 1�
Calculations:
BUilding Height
Datum Point: VV� C1 6 T" P
Datum Elevation: 4-
Maximum Height: 25' / 1,;,;6P o - vi C5
ACtualHeight: 1,91
A% 04-7 1 D Sr - 70 5 AVtV-0L 9 e &M d
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D I D
Plan Review By: Gina Coccla, Associate Planner
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NEW LOT 1
GROSS AREA = 9,872 SF
--------
EASEMENT = 1,845 SF
.P.
'NEW
WE-T-AREA = 8,027 SF
LOT 2.---'
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EXISTING
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HOME PLAN
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NOTE:
SERVICE
SILT FENCE TO FOLLOW
DESIGN vvww.hdplans.com
DATE DRAWN 7/18/08
DISTURBED AREA (DOWNHILL SIDE
360-658-3302
OF DISTURBANCE) AND BETWEEN
NOTE: REFER TO CIVIL DRAWINGS FOR
DISTURBANCE AND ANY WATER.
DETENTION AND UTILITIES. FRONTAGE
EROSION/SOIL CONTROL
IMPROVEMENTS, ACCESS DRIVE AND UTILITY
MEASURES TO BE FUNCTIONAL
CONNECTIONS INSTALLED WITH SHORT PLAT(
SjDS.1+D)
AND MAINTAINED THROUGHOUT
LOWEST GRADE POINT TO BE 102.1
CONSTRUCTION AS REQUIRED.
TOTAL GRADING QUANTITY
MAINTAIN POSITIVE DRAINAGE
AWAY FROM STRUCTURE.
A 013 ^11M
01 rLmillrAu
A. Of-Dq- Ofk
w - 93.59'
A 04 10,11 - - - - - - - SBX-22-55" --1 03.74----,/
N --SILT FENCE
- ---------- 1 -------------- ---------------------
----------------------
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<1 4 IN POSITIVE AND
09 DOWNSPOUT DRAIN
cov
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'roll
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L ------- X=1062.
106.74 ;6
- - -- -------------- -- --------
------------------------- --------
---- ----- ....
__------EXISTING C.O.
82.82'-
N88* 25'38"W
YARD DRAIN WITH EROSION
CONTROL FILTER SOCK
RIM 104.74
IE 102.24
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PLAN: MARTIN/SHAW RES APPROVED
LOT 02 G1
PARCEL# 00544300008600
22520 95TH PLACE SW
EDMONDS,WA
LOT COVERAGE
LOT N ET AREA= - 8, q;? 8- &
BUILDING AREA= 1821
PERCENT= 22.2 1p
S. o
IMPERVIOUS SURFACE AREA
BUILDING 2097
DRIVEWAY 1360
TOTAL 3457
FILTER FABRIC MATERIAL IN
NOTED CONTINOUS ROLLS, USE -STAPLES
OR WIRE RINGS' TO ATTACH
IING FABRIC TO WIRE.
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HEIGHT CALCULATION
L
EX CB RIM REFERENCE = 100
CORNERS A-1 04.7+13-1 03.6+C-1 06.2+D-1 06.6=
421.1
421.1/4= 105..275
AVERAGE BASE ELEVATION = 105.275
105.275 + MAX ALLOWED HT 25 = 130.275
MAX AND ACTUAL HT ELEVATION= 130.275
MAX ELEV 130.275 - 25.979 = 104.296
TOP OF FND MAX HT = 104.296
TOP OF FND ACTUAL HT = 104.296
'D,rAr.aj(J-u I -iY*V-,
LINE
DlRff-CTION
DIST
L1
N88d22'56"W
/-11.50'
L2
N00dwag"F
I � 15.01 -
NOTE: ALL UTILITIES ARE EXISTING WITHIN
20 FT OF PROPOSED NEW CONSTRUCTION
rum
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DRIVEWAY AND CONSTRUCTION ENTRANCE
ACCESS EASEMENT AT SOUTH SIDE OF LOT 1
3s— .1 ------------------------- TL�1-
l&5
WATER_
5)(16rlN(o WljSt7 7, .......... Ur- I MINI rr . ..........................
TYPE I CATCH BASIN TYPE 11 CATCH BASIN
YW WITH FILTER SOCK NOTE: DETENTION WITH FILTER SOCK TYPE 11 CATCH BASIN
RIM 105.54 SYSTEM COMPLETED RIM 101.91 WITH FILTER SOCK
SCA E: 1 IN(.H = 9 FF WITH SHORT PLAT S05-140 RIM 100.54
Ir- IUV.f,4 Irz uo.zl 1E 96.21
VIRE MESH 'SUPPORT
TO SUPPORT FILTER
I t
BURY BOTTOM OF FILTER
MATERIAL S' TO 12'
6' MAX,
2' X 2' WOOD POSTS, OR Li
EQUIVALENT
FILTER FABRIC -
SECURED TO 2' X 2'
14 GA. WIRE FABRIC
EQUAL
2' X 2' WOOD OR 1 �3
cu
EQUIVALENT
- 19,
u
PLACE 3/4'-f.5' WASHED GRAVEL IN
THE 'TRENCH AND ON BOTH SIDES OF
FILTER FABRIC FENCE ON THE SURF�
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3�.
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;REFERE
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-METER
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STORM DRAINAGE ANALYSIS
Date: July 25, 2006 STREET FILE
Prepared for
MIZE & YOCKEY RESIDENCE
22604 95" PL SW
Edmonds, Washington
05�
Project No. S-pd-'140
Prepared by
MRK ENGINEERING PLLC
14218-SE 1 oth Street 0'J (I
Bellevue, WA 98007 b �L
(206) 799-1379
WA
34878
S T
ONAL
(9 /\,
4 r1A
0-0
A oL
CS
Oro
A-P ju
bs' )J -,)'Tc
DECEMBER 02, 20 06
(04d J�>r sl/drl
9/S/0�
PROJECT OVERVIEW
1. GENERAL DESCRIPTION
The project site is located in the SE Y4of the NW Y4of Section 18, Township 24 N, Range
5 E, W.M. in King County Washington. The site is located at 22604 95" PL. SW in the
City of Edmond. Bordering properties include a single-family home to the north, south
and west; the subject property borders 95th PL. SW to the east.
The total parcel area is roughly 0.778 acres. The project proposal utilizes about 33.3% of
this area. The remaining areas remain lawn and landscape area.
Proposed site development includes two new single-family residences, an access
driveway and utilities. A detention tank will provide storm water detention.
2. SITE DRAINAGE AND OTHER SITE FEATURES
The project site generally slopes down from west to east. Slopes are generally 3-5%. The
existing site consists of existing houses, deck, garage, shed, paved driveway and paved
slab on the back, and grass lawn. Existing storm water sheet flows from west to east
across the site. A catch basin along 95th PL. SW collects most of the site runoff.
According to the Sensitive Areas Map Folio, King County WA, December 1990 the
subject site is not in a wetland area, along a designated stream, within the 100 year flood
plain, within an erosion hazard area, within a landslide hazard area, within a seismic
hazard area, nor a coal mine hazard area.
TABEL OF CONTENTS
Page
I
Project Overview
I
Vicinity Map
IA
11
Offsite Analysis
2
III
Retention/Detention Analysis and Design
3
IV
Conveyance System Analysis and Design
8
V
Special Reports and Studies (N/A)
9
VI
Basin and Community Plan Areas (N/A)
10
VII
Other Permits (N/A)
I I
VIII
Erosion/Sedimentation Control Design
12
IX
Bond Quantities Worksheet
13
APPENDIX A- Existing and proposed Improvement Area Map
APPENDIX B — Soils Map
APPENDIX C — Calculations
APPENDIX D — Detention Tank Details
APPENDIX E — Bond Quantities Worksheet
Sim
Original
od Bar
f
Edmonds, Washington, United States
Korean
Edmonds
Mi 0.1 O.i 04 01 n -1;
6OPYngm Q lutw-zuw Microsait cAlip. anctior its suppliers. Ail rights resolved. http:/Avww.microsoft.corritstreets
0 Copyright 2002 by Geographic Data Technology, Inc. All rights reserved. 0 2002 Navigation Technologies. AJI rights reserved. This data includes information taken YAth permission from Canadian authorities 0 1991-2002 Government of Canada
(Statistics Canada and/or Geomatics Canada), all rights reserved.
11. OFFSITE ANALYSIS
A site visit and downstream analysis was performed in the afternoon of Monday, May 22,
2006. The weather was sunny with temperatures in the 40's. Some precipitation had
occurred in the previous 24 hours.
The existing site consists of two existing house, garage, dick, shed, paved driveway and
paved slab on the back, and grass lawn. Existing storm water sheet flows from west to
east across the site. A catch basin along 95 th PL W collects most of the site runoff. No
sign of erosion or capacity problems were identified along the flow path from the site to
the catch basin.
From the catch basin storm water continues to flow north over a distance of
approximately 160 feet through a 12" pipe to another catch basin. Runoff Continues to
flow north along 95'11 PL W through a 12" pipe until it enters the last catch basin at the
intersection of 95th PI W and 224h St SW
Under proposed conditions, runoff from the project site will continue to follow the same
downstream drainage path as under existing conditions. No capacity problems for the
downstream system are anticipated under proposed conditions.
111. RETENTION/DETENTION ANALYSIS AND DESIGN
1. SYSTEM CONFIGURATION
The project site under proposed conditions will be comprised of the following:
Impervious Surface = 0. 179 acres
Pervious Surface = 0.235acres
Total Area = 0.414 acres
2. STORMS AND DETENTION SYSTEM
The proposed storm drainage system will collect runoff from the roof and from the
parking area in front of the proposed residence and backyard area.
3. DESIGN CRITERIA
Hydrologic Analysis
Existing and proposed stormwater flows for this project were generated using the Santa
Barbara Urban Hydrograph (SBUH). The following outlines the basic methodology used
in generating hydrograph flows:
Contributing area sizes were found using computer methods by delineating the
areas within AutoCAD drawings (drawings showing existing and proposed
contributing areas)
Precipitation values for the 2-year, 10-year, 25-year and 100-year, 24-hour rainfall
events were taken from ECDC 18.30.010.
* The surficial soil types used were taken from Snohomish County Soils Map.
Surface cover runoff coefficients (curve numbers) were taken from Table 3.5.2B
SCS Western Washington Runoff Numbers DOE Maunal.
Times of concentration were calculated using a combination of sheet flow and
channel flow. Drawings showing the times of concentration are included
* Runoff hydrographs were generated using the Stormshed program.
3
The following storm events were used to analyze the existing and proposed conditions for
runoff control or for conveyance calculation purposes:
STORM EVENT
PRECIPITATION IN INCHES PER
ECDC 18.30.010
2-Year, 24-Hour Storm
1.5
10- Year, 24-Hour Storm
2.0
Year, 24-Hour Storm
2.5
�_.25-
1 0- Year, 24-Hour Storm
3.0
Hydraulic Analysis
The storm water tank was sized using the computer program Storm shed; Storm shed uses
the "level pool routing" technique as its hydrograph routing method.
4. HYDRAULIC CALCULATION RESULTS
EXISTING AREAS
Summary of Parameters for Existing Project Area:
LAND COVER TYPE
AREA IN ACRE
CN VALUE
Y ou _ny, —2n'F
growth or brush
I 0.414
81
Soil Type
Alderwood
Hydrologic Soil Group
C
Time of concentration
46.2 min.
PRE -DEVELOPED FLOWS:
CONDITION
10-YR FLOW
(CFS)
100-YR FLOW
(CFS)
Peak runoff rate
0.0231
0.0641
POST —DEVELOPMENTAL FLOWS
Summary of Hydrological Parameters for Proposed Project Area:
LAND COVER
AREA IN ACRES
CN VALUE
Lawn, Landscaped Areas
0.235
86
Impervious (asphalt, conc.,
rooftop)
0.179
98
Total
0.414
% Impervious surface (Project Site)
33.3
Soil Type
Alderwood
Hydrologic Soil Group
C
I Time of concentration 1 13.2 min. I
Onsite/Collection Area:
CONDITION
10YR FLOW
(CFS)
100YR FLOW
(CFS)
Peak runoff rate
0.1182
0.2087
5. SUMMARY OF FLOW AND PROPOSED TANK PARAMETERS
Collection Area:
The final allowable discharge rates out of the detention system have been determined.
CONDITION
10-YR FLOW
100-YR FLOW
( FS)
(CFS)
Proposed Peak Runoff
0.1182
0.2087
(onsite)
I
Allowable release rater
0.0231
1 0.0641
C-�
(Cgc)
4- 3 s- r-
nK d),(—
CONTROL STRUCTURE ORIFICE AND WEIR
11��"\
Required tank length
40 FT.
Required tank Diameter
30-inch
Bottom orifice
ia.
Second orifice (@ 1.86')
1.64-inch dia.
The required storage quantities shown above we takei
Data computer model runs. ;71 /ta
I
rk
3.) ITS
6 1\1,2AW
from the re ults of the RLPool
Jeults of the RLPool
CKU
>
t)
Tc
CL
6. WATER QUALITY FACILITY
Water quality will not be provided. The proposed pollution generating impervious is less
then the required pollution generating impervious surface.
IV. CONVEYANCE SYSTEM
The conveyance system will consist of a series of area drains, Type I and Type H catch
basins. The pipes used will be PVC and CMP.
V. SPECIAL REPORTS AND STUDIES
Not applicable to this project.
V1. BASIN AND COMMUNITY PLAN AREAS
Not applicable to this project.
10
VIL OTHER PERMITS
Not applicable to this project.
I I
VIII. EROSION/SEDIMENTATION CONTROL DESIGN
Silt fencing will be installed along the north, and south edges of the proposed site. Catch
basin -inserts will be placed on downstream catch basins that have a potential for catching
construction sediment. No erosion problems are foreseen on this project.
12
IX. BOND QUANTITIES WORKSHEET
Attached.
13
APPENDIX A
EXISTING AND PROPOSED IMPROVEMENT AREA MAP
-,.410
-Ab8872'55'd 4
205.09'
414-,
EXISTING GARAGE
(TO BE REMOVED)
113A.-P
I cy
't
p
F
PARCEL #W
04
w
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16,926 SF
Ir
0 0
DOSTING
101
00 do
86
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IE 407.36
A,"
11) EXISTING SHED
BE REMOVED)
(TO
w
7"
PARCEL #87
La
16,986 SF lool
C4
104
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SILT FENCE
NEW LOT 2
AREA - B174 SF
FF EL 417AVY
101
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a
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NEW
LOT I
AREA = 9,186 SF c4
EMENT - 1,159 BF clo
0
m MET AREA - 8,027 8F
- m
z
Ln NEW ASPHALT BEHIND
Go
THE MB TO MAINTAIN
EXISTING MIN. SPAVEMENT
0) co 4
C4
REPLACE EX. MIAIL
B BOXES WITH FOUR
z
I NEW MAIL BOXES.
ACCESS
EASEMENT tp"
N 0! '60
STING
N A 4_1
LIMIT OF CURB/
GLITTER AND
36� -'rb. :'.�N�L Y REPAIR
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Q 4Q
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W 103 n Or) Or-,
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46
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APPENDIX B
SOILS MAP
Base maps are orthOpho(agraphs Prepared by the State of Washington, Department Of Natural ResOu1ce3 from 1973 and 1974 serial Photography.
Coordinate grid ticks end lend di,ision C'le '�'f shown, are approximately OsItIoned.
290 000 FEET (Joins sheet 56) T. 27 N.
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APPENDIX C
CALCULATIONS
2-year 24-hour Precipitation, Western Washington
1250
1240
12 30 12 20 12 V
49
—490
r:
A eles
48—
--480
7*-
-47*
0
—450
125*
124'
1230
122* 121
Precipitation (inches)
Less thm 1.0
12.0-14.0
1. 0-1.6
3.0-3.6
6,0-7.0
14.0-16.0
I.r�2.0
3.r�4.0
7.".0
1&0-18.0
2.0-2.5
4.0-6.0
8.0-10.0
18.0-20.0
2.6-3.0
6.0-6.0
10.0-12.0
More then 20.0
Z�
N
10 0 10 20 30 40 Mke�
Or�-
10-year 24-hour Precipitation, Western Washington
L
'T—
ze,
A
L
Precipitation (inches)
Le. than 1.0
12.0-14.0
1.0-1.6 3-0-3,5
6.0-7.0
14,0-16.0
1.5-2.0 3.5-4.0
7AG.0
1&0-1&0
2.0-2.5 4.0-6.0
8.0-10.0
18.0-20.0
2.5-3.0 r.0-6.0
10.0-12.0
More than 20.0
�A
N
10 0 10 20 30 40 Mid..
25-year 24-hour Precipitation, Western Washington
1250
1240 123* 122*
121*
49 -
0
les
CIV;
—48*
vere
V.-O
7*-
P, a "!l,
-470
C
ell
�5'
—450
125*
1240 123* 1220
121*
Lessthen 1.0 Precipitation (inches) 12.0-14.0
!.0.1.6 3.".6 M 6.0-7.0 14.0-16.0
1.5-20 3&40 M 70-00 M 18.0-18.0
2.0-2.5 4�"-O 8.0-10.0 18.0-20,0
2.6-3.0 6.0-6.0 10.0-120 More than 20.0
�A
N
10 0 10 20 30 40 MUs
es�
100-year 24-hour Precipitation, Western Washington
1 0 1240 1230 122* 1210
Alp 7
C
4.
125* 12'4- 12 1 3* 12 1 2* 12 1 10
Less than 1.0 Precipitation (inches) 12,0-14,0
1.0-1.6 3.0-3.S 6.0-7.0 14.0-16.0
1.5-2.0 3.&4.0 7.0-8.0 16.0-18.0
2.0-2.6 4.0-6.0 8.0-10,0 18.0-200
2540 r..o-6.o io.o-izo more than 2o.o
Mi,
10 0 M 20 30 40 hords
MG�
Table 2.2 Hydrolog c Soil Series for
Selected Solis in Washi citon State
Soil Type
Hvdrologic Soil Group
Soil Type
Hydrologic Soil Group
Agnew
C
Hoko
C
Ahl
B
Hoodsport
C
Aits
C
Hoogdal
C
Alderwood
C
Hoypus
A
Arents, Alderwood
B
Huel
A
Arents, Everett
B
Indianola
A
Ashoe
B
Jonas
B
Baldhill
B
Jumpe
B
Barneston
C
Kalaloch
C
Baumgard
B
Kapowsin
C/D
Beausite
B
Katula
C
Belfast
C
Kilchis
C
Bellingham
D
Kitsap
C
Bellingham variant
C
Klaus
C
Boistfort
B
Klone
B
Bow
D
Lates
C
Briscot
D
Lcbam
B
Buckley
C
Lummi
D
Bunker
B
Lynnwood
A
Cagey
C
Lystair
B
Carlsborg
A
Mal
C
Casey
D
Manley
B
Cassolary
C
Mashel
B
Cathcart
B
Maytown
C
Centralia
B
McKenna
D
Chehalis
B
McMurray
D
Chesaw
A
Melbourne
B
Cinebar
B
Menzel
B
Clallam
C
Mixed Alluvial
variable
Clayton
B
Molson
B
Coastal beaches
variable
Mukilteo
C/D
Colter
C
Naff
B
Custer
D
Nargar
A
Custer, Drained
C
National
B
Dabob
C
Neilton
A
Delphi
D
Newberg
B
Dick
A
Nisqually
B
Dimal
D
Nooksack
C
Dupont
D
Norma
C/D
Earlmont
C
Ogarty
C
Edgewick
C
Olete
C
Eld
B
Olomount
C
Elwell
B
Olympic
B
Esquatzel
B
Orcas
D
Everett
A
Oridia
D
Everson
D
Orting
D
Galvin
D
Oso
C
Getchell
A
Oval]
C
Giles
B
Pastik
C
Godfrey
D
Pheeney
C
Greenwater
A
Phelan
D
Grove
C
Pilchuck
C
Harstine
C
Potchub
C
Hartnit
C
Poulsbo
C
Hoh
B
Prather
C
August2001 Volume /I/ - Hydrologic Analysis and Flow Control BMPs 2-7.9
TABLE 3.5.2B SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS
SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982)
Runoff curve numbers for selected agricultural, suburban and urban land use for Type 1A
rainfall distribution, 24-hour storm duration.
CURVE NUMBERS BY
HYDROLOGIC SOIL GROUP
LAND USE DESCRIPTION
A B C D
Cultivated land(l):
winter condition
86 91 94 95
Mountain open areas:
low growing brush and grasslands
74 82 89 92
Meadow or pasture:
65 78 85 89
Wood or forest land:
undisturbed or older second growth
42 64 76 81
Wood or forest land:
young second growth or brush
55 72 81 86
Orchard:
with cover crop
81 88 92 94
Open spaces, lawns, parks, golf courses, cemeteries,
landscaping.
good condition:
grass cover on 75%
or more of the area
68 80 86 go
fair condition:
grass cover on 50%
to 75% of the area
77 85 90 92
Gravel roads and parking lots
76 85 89 91
Dirt roads and parking lots
72 82 87 89
Impervious surfaces, pavement,
roofs, etc.
98 98 98 9B
Open water bodies:
lakes, wetlands, ponds, etc.
10D 100 100 100
Single Family Residential (2)
Dwelling Unit/Gross Acre
% Impervious (3)
1.0 DU/GA
15
Separate curve number
1.5 DU/GA
20
shall be selected
2.0 DU/GA
25
for pervious and
2.5 DU/GA
30
Impervious portion
3.0 DU/GA
34
of the site or basin
3.5 DU/GA
38
4.0 DU/GA
42
4.5 DU/GA
46
5.0 DU/GA
48
5.5 DUJGA
50
6.0 DU/GA
52
6.5 DU/GA
54
7.0 DU/GA
56
Planned unit developments,
% impervious
condominiums, apartments,
must be computed
commercial business and
industrial areas.
14% r-- .. - I .
.. - I
Fur a more detailed description of agricultural land use curve numbers refer to National Engineering
Handbook, Section 4, Hydrology, Chapter 9, August 1972.
(2) Assumes roof and driveway runoff is directed into street/storm system.
(3) The remaining pervious areas (lawn) are considered to.be in good condition for these curve numbers.
L'-�
3.5.2-3
1 11/92
102 EXISTING CONDITIONS
0, FLOW PATH
TIME OF CONCENTRATION
e
lo
La
rn
0
C4
'o
101
NQ
c
el.
&�d
-*
*rpss
—*
Ld
loo
z
205.09'
—414,_,
EXISTING GARAGE
(TO BE REMOVED)
N,
L a
P /E86r
C) - 11,
-:9
C
4;(6 —"4
0 n
w
ift� I
'A
j.-
OD
0
z
DaSTING
BUILDING
r 1
010
EASTING SHED
N rj�Ak (TO BE REMOVED)
PARCEL #87_
16,986 SF',
CONCRETE PATH 'b EMSTING
g" BUILDING
If
87
N RETAJNI�G WALL
c" C,
N ov.
It, ..'-PaSTING
VEWA -
DRI
V.
. . . . . . . . . . . . . . . .
Ld
J
c4
co
A
3:
�14]
EX. CB
RIM = 411.26
IE = 407.36
102 1 .'. : '... - '. *.. . . .. I
PROPOSED CONDITIONS
Ile,
FLOW PATH
NOR'rH TIME OF CONCENTRATION
YD #2
RIM = 416.00
IE = 413.50
N 88*22'55* W -�410_
88'22*55',W
'p
4
—414�,
NEW LOT 2
NEW LOT'i
AREA -9.1 86 SIF
ARFA - 8,174 SF
SEMENT 1 59 5F
EA - 1, co
NET AREA -
FF EL 417.17
NEW ASPHALT EtEHIND
THE MIB TO MAINTAIN
EXISTING MIN. & PAVEMENT
101
*C4
BUILDING
C4
Tj
W)
00 6- PVC;3;12�/ I I
DRAIN REPLACE EX MAIL —
wl
BOXES TH FOUR
100 LF 6" NEW MAIL ISO S.
ACCES' PVC Ss
til
EASEMENT ca-11 #2
STA 1*68.80 b0S'T'lNG
OFF DMYE")r
SET: 6.0 L
L9 IV
411� SSCO#2 N
z
ssco
-!pump kIR
00
"'a-
N Sa*22'56* IN e'lw IOZ82' ......
EX CIS
F.D. RIM
&1. #3
--4%OFF ET.A.0 L
STA: 2+43 IE 40
- 7-L
NEW LOT 3 11.02' FLOW CONTROL
8,024 SF DETENTION PIPE \STRUCTURE
b I A: 1+33 87
7
b FF EL 419.& 4fLF, 30' PVC OFFSET:6.01.
cq E = 0.0%
loo LH DaSnNG
BUILDING
XN Id/ x
ri
ri :;-,z
C)
z /-RETAINIW, WALL-- NEW LOT 4
0-
f) AREA
6F --qRlVEWAY'
0 — ( — — .. .
IT AREA
ML GMI SF
A.
_q/ 83 LF
S 4.8%—
J
JO.-q
N aa�For w ol I ol
N 8a73'03 W
Ir.
-6-- i&w
YD #1
RIM 415.60
IE = 413.50
11.25
F.36
4 6
Detention Facility Des�qn and calculation
RLPCOMPUTE [N-002] SUMMARY
10 yr Match Q: 0.0231 cfs Peak Out Q: 0.0230 cfs - Peak Stg: 409.36 ft - Active Vol:
156.27 cf - Pipe length: 40.00 ft
100 yr Match Q: 0.0641 cfs Peak Out Q: 0.0641 cfs - Peak Stg: 409.65 ft - Active Vol:
179.38 cf - Pipe length: 40.00 ft
Running C:\Documents and Settings\jalalmk\Desktop\N-002 Report.pgm on Monday, July 24,
2006
Summary Report of all Rl-Pool Data
Project Precips
[2 yr] 1.50 in
[5 yr] 0.00 in
110 A 2.00 in
[25 yr] 2.50 in
[100 yr] 3.00 in
[6 Month] 1.50 in
BASLIST2
[B-001] Using (TYPE1A] As [10 yr]
[B-001) Using [TYPE1A] As [100 yr]
[B-002] Using [TYPE1A] As [10 yr]
[B-002] Using [TYPE1A] As [100 yr]
LSTEND
BasinlD Peak Q Peak T
Peak Vol
Area
Method
Raintype
Event
------- (cfs) (h rs)
(ac-ft)
ac
/Loss
B-001 0.0231 8.67
0.0208
0.41
SBUH/SCS
TYPE1A
10 yr
B-001 0.0641 8.50
0.0453
0.41
SBUH/SCS
TYPE1A
100
yr
B-002 0.1182 8.00
0.0431
0.41
SBUH/SCS
TYPE1A
10 yr
B-002 0.2087 8.00
0.0738
0.41
SBUH/SCS
TYPE1A
100
yr
BASLIST [TYPE1 A] AS [10 yr] DETAILED
[B-001] [B-002]
LSTEND
Drainage Area: B-001
Hyd Method:
SBUH Hyd
Loss Method: SCS CN Number
Peak Factor:
484.00
SCS Abs: 0.20
Storm Dur:
24.00 hrs
lntv: 10.00 min
Area CN
TC
Pervious
0.4140 ac 81.00
0.77 hrs
Impervious
0.0000 ac 98.00
0.00 hrs
Total
0.4140 ac
Supporting Data:
Pervious CN Data:
Second Growth
81.00
0.4140 ac
Pervious TC Data:
Flow type: Description:
Length:
Slope: Coeff:
Travel Time
Sheet second growth
60.00 ft
1.67% 0.4000
22.40 min
Sheet second growth
117.00 ft
5.40% 0.4000
�2 �.90min
Drainage Area: B-002
Hyd Method: SBUH Hyd
Loss Method: SCS CN Number
Peak Factor: 484.00
SCS Abs:
0.20
Storm Dur: 24.00 hrs
lntv:
10.00 min
Area
CN
TC
Pervious 0.2350 ac
86.00
0.14 hrs
Impervious 0.1790 ac
98.00
0.08 hrs
Total 0.4140 ac
Supporting Data:
Pervious CN Data:
Lawn
86.00
0.2350 ac
Impervious CN Data:
building/driveway and Road
98.00
0. 1790 ac
Pervious TC Data:
Flow type: Description:
Length:
Slope: Coeff:
Travel Time
Sheet Lawn
83.00 ft
4.80% 0.1500
7.52 min
Impervious TC Data:
Flow type: Description:
Length:
Slope: Coeff:
Travel Time
Fixed Paved road
0.00 ft
0.00% 5.0000
5.00 min
HYDILIST SUMMARY
[10-yr] [100-yr]
LSTEND
HydID Peak Q
Peak T
Peak Vol
Cont Area
------- (cfs)
(hrs)
(ac-ft)
(ac)
I 0-yr 0.02
7.83
0.0053
0.4140
1 00-yr 0.06
7.50
0.0092
0.4140
STORLIST
[N-001]
LSTEND
Node ID: N-001
Desc: Underground
Tank
Start El: 407.5000 ft
Max El:
410.0000 ft
Contrib Basin:
Contrib Hyd:
Length Diam
Slope
UpNode
DnNode Num
40.0000 ft 2.5000 ft
0.00%
1
DISCHILIST
[D-0011
I-STIEND
Control Structure ID: D-001 - Multiple Orifice Structure
Descrip: Multiple Orifice
A I *
Start El Max El Increment
407.5000 ft 410.0000 ft 0.10
Orif Coeff: 0.62 Bottom El: 407.50 ft
Lowest Diam: 0.7910 in
out to 2nd: 1.8600 ft Diam: 1.6406 in
4 ')
APPENDIX D
DETENTION TANK DETAILS
101
7.5' BSgC---
- — — — — — — — — — — —
NEW LOT 2
AIREA - 8,174 SF
FF EL = 4170
4L822 - 5
Ill .50F&
w
NEW LOT I
>
(L AREA - 9,186 SF N
EASEMENT - 1,159 SIF 00
co NET AREA 8JW SF
V)
po
in NEW ASPHALT BEHIND
cc
E MB TO MAINTAIN
m
m
SSC
F..
7.5' BS8L
N 88*22'56" W
102.8
7.5' BSBL
F D.
v
NEW LOT 3
8,024 SF
FF EL = 4190
f4 r, - I
m
8 m
loo 21, 1
t
7.5' BSBL
LL
LLS C4
K) oo
b
p
6"PVC FOOTING
DRAIN PIPE
DOSTING
BUILDING
.5PAVEMENT
REPLACE EX. MAIL —
:1
a
BOXES WITH FOUR
NEW MAIL BOXES.
z
ACCESS
EASEMENT
1
0 100 LF 6"
'..E AsitiG
46 PVC SS
2 .,qt,
DRIVEWAY
17 L� r."
A
#2
PV
IL
-!me
44
LIMIT OF CURB
GUTTER AND
I-
WALKWAY REF
AdR
88"22'56'
LF 8
STA: 2*43.44
OFFSET: 6.0 L CB-11, #2 ui
STA: 1+78.
OFFSET: 6.0 L CB-11, #1
11.02 FLOW CONTROL
DETENTION PIPE w— STRUCTURE
STA: 1+33.87
40 LF W PVC 7
OFFSET: 6.0 L
SLOPE 0.5%
w
C4
DOSTING C-4
cli
C4
V)
:0
In..
BUILDING go
m
a
v) b cR
a) p r. c
c
C)
z NEW LOT 4
RETAINING WALL--,.,
AREA SIF iASTINd
d EASEMEN; 55124 81F_ -.-"'-"-gFqVEWAY-
YD Q NUr,-- ...
RIM = 415.60
IE 413.50
0 1`4
4::�
D 103
—N 88'23'63F—W
OVERFLOW ELEV. TO
PROVIDE DETENTION
& OIL SEPARATION
PER PLANS 3
EL = 409.97�\
12" DIA RISER
EL - 409.49
RESTRICTOR PLATE
WITH 1.46* DIA. ORIFICE
4
1
SE
9
C
R
E
CUT IN PLATE,
MACHINE DRILLED, 1. 0.
SHARP EDGED ORIFICE
IN
8" PVC
-.9 _
EL = 407.47
PIPE SUPPORT(S):
3".090 GAGE
BOLTED OR IMBEDDED
'D
2" IN WALL AT MAX
3" SPACING, MIN.
ONE SUPPORT
RESTRICTOR PLATE
NTH 1.23' DIA. ORIFICE
CUT IN PLATE,
MACHINE DRILLED,
SHARP EDGED ORJIFICEZ
v
ROUND SOLID COVER
MARKED "STORM"
WITH LOCKING BOLTS,
UNLESS OTHERNSE
APPROVED BY ENGINEER
EL = 411.80
/-220# CAPACITY ROD
40 LF 30" CMP
1- (POLY) SAFETY TYPE
MANHOLE STEPS LOCATED
A 12- D.C. (TYP.)
ROUND SOLID COVER ---
MARKED "STORM"
WITH LOCKING BOLTS.
UNLESS OTHERWISE
APPROVED BY ENGINEER
EL - 413.17 Aqg?Q
DETENTION TANK
40 LF 30"CIVIP
SHEAR GATE
EL = 407.47
NOTES,
1. PIPE SIZES AND SLOPES: PER PLANS
4. FRAME & LADDER OF STEPS OFF SET SO
A. CLEANOUT GATE IS VISIBLE FROM
TOP
B. CUMB-DOWN SPACE IS CLEAR
OF RISER AND CLEANOUT GATE
C. FRAME IS CLEAR OF CURB
wa'k%!Jf
-IMF
5. OUTLET COUPLING TO EASTING PIPES
J
OR TO DISSIMILAR PIPE TYPES PER
DIRECTION BY CITY OF LYNNWOOD
48" DIA
6. INSTALLATION TO MEET WSDOT
STANDARDS FOR TYPE 11 INSTALLATION.
DETAIL A., DETENTION SYSTEM AND FLOW CONTROL STRUCTURE
NTS
48" DIA
8" PVC
FL = 40-,
I ", I
APPENDIX E
BOND QUANTITIES WORKSHEET
Site Improvement Bond Quantity Worksheet
Original bond computations prepared by:
Name: MIZE & YOCKEY SHORT PLAT
Date: 6/3/2006
PE Registration Number: 34878 Tel. #: 206-799-1379
Firm Name: MIRK Engineering
Address: .14218 SE 10th ST., Bellevue, WA 98007 Project No: S-05-140
ROAD IMPROVEMENTS & DRAINAGE FACILITIES FINANCIAL GUARANTEE REQUIREMENTS
Stabilization/Erosion Sediment Control (ESC)
Existing Right -of -Way Improvements
Future Public Road Improvements & Drainage Facilities
Private Improvements
Calculated Quantity Completed
Total Right -of Way and/or Site Restoration Bond*/**
(First $7,500 of bond* shall be cash.)
Performance Bond* Amount (A+B+C+D) = TOTAL
Reduced Performance Bond* Total ***
Maintenance/Defect Bond* Total
NAME OF PERSON PREPARING BOND* REDUCTION:
PERFORMANCE BOND*
AMOUNT
(A) $ 3,382.2
(B) $ 4,741.4
(C) $
(D) $ 44,466.0
(A+B) $ 8,123.6
(T) $ 52,589.6
Minimum bond* amount is $1 UO-01
BOND*AMOUNT
REQUIRED AT RECORDING OR
TEMPORARY OCCUPANCY...
(E) $
x 0.30 $ 15,776.9 OR
(T-E) $ 52,589.6
Use larger of Tx30% or (T-E)
Date:
PUBLIC ROAD & DRAINAGE
MAINTENANCE/DEFECT BOND*
(B+C) x
0.25 = _$ 1,185.4
NOTE: The word "bond" as used in this document means any financial guarantee acceptable to King County.
NOTE: KCC 27A authorizes right of way and site restoration bonds to be combined when both are required.
The restoration requirement shall include the total cost for all TESC as a minimum, not a maximum. In addition, corrective work, both on- and off -site needs to be included.
Quantities shall reflect worse case scenarios not just minimum requirements. For example, if a salmonid stream may be damaged, some estimated costs for restoration
needs to be reflected in this amount. The 30% contingency and mobilization costs are computed in this quantity.
NOTE: Per KCC 27A, total bond amounts remaining after reduction shall not be less than 30% of the original amount (T) or as revised by major design changes.
SURETY BOND RIDER NOTE: If a bond rider is used, minimum additional performance bond shall be 1_$ 44,466.0 (C+D)-E
REQUIRED BOND* AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY DDES
Page 9 of 9 Unit prices updated: 02/12/02
Check out the DDES Web jfe at wimimmetrokc,govIddes Versior- 4/22/02
Mize'�,,_JQuantity.xls Report Dat, --.,,'9/2006
J104 74
F---------------
\ : I--, `_7
_c
A=104.7
Jlw
105.7
O)l
00 N I
. 1�p w
C), 0 w
ZI z >
<
Z
F- C4
D=106.6
�\j 06.74
e�
NOTE:
SILT FENCE TO FOLLOW DISTURBED AREA (DOWNHILL SIDE OF DISTURBANCE)
AND BETWEEN DISTURBANCE AND ANY WATER. EROSION/SOIL CONTROL
MEASURES TO BE FUNCTIONAL AND MAINTAINED THROUGHOUT�CONSTRUCTION
AS REQUIRED. MAINTAIN POSITIVE DRAINAGE AWAY FROM STRUCTURE.
93.59' U&
ENC
----------------------- -------------------------
25 _0"
13=1 03.6::
EX IN
GARAGE TO
COVERED BE F�WOVE
-�-_PORCH
JDOWNSPOUT�t-
lCONNECTION
BUILDING TO BE PARALLEL CONCRETE
�x -DRIVEWAY
TO AND 12 FT FROM -0
SOUTH PROPERTY LINE
PLAN: MARTIN/SHAW RES
LOT 02
PARCEL# 00544300008600
22518 95TH PLACE SW
EDMONDS,WA
LOT COVERAGE
LOT NET AREA= 8,174 SQ. Fr.
BUILDING AREA = 1821
PERCENT= 22.2
DEVELOPMEN-f SERVICES CIR,
CIV OF EDMONDS
C�,&
-4f
HEIGHT CALCULATION
EX CB RIM REFERENCE = 100
CORNERS A-1 04.7+13-1 03.6+C-1 06.3+D-1 06.6= 421.2
421.2/4= 105.3
AVERAGE BASE ELEVATION 105.3
105.3 + MAX ALLOWED HT 25 130.3
MAX BUILDING HT ELEVATION= 130.3
ACTUAL BUILDING HT 26.0
MAX ELEV 130.3 - 26.0 = 104.3
TOP OF FND MAX HT = 104.3
APPROVED BY Pr I G
IMPERVIOUS SURFACE AREA
BUILDING 2097
DRIVEWAY 969
TOTAL 3066
. . I . . .. _f --------------------------------------------------------------------------------------------------------------- ----------- -------
C=106.3 - ----------- -------
- --------------- b ACCESS EASEMENT AT SOUTH SIDE OF LOT 1
co
-----GAS/POWER
k3r C\l �2 DRIVEWAY AND CONSTRUCTION ENTRANCE
N88* 22'56"W ------------- ........... ---------------------------------------- -------------
0 --------- --------
cn REFERENCE
Ex. CB
RIM=100
SCALE: 1 INCH = 20 FEET (411.26)
g7
LLJ
F-
U")
0')
0
co,
1�v
40
LA%t
baS74
ItIlAQ
[REET FILE
tyu
10,
DE,R#RTMENT OF BUILDIN - GS
PER INTERNATIONAL RESIDENTIAL CODE SECTION R110
AT: 2252095 th Place W Building Permit#: 2008-0497
Occupancy established by this certificate: R3
No. Stories: 2 Basement: N/A
Dwelling Uni6,:
Type of Construction: VB
Owner of building: Ronald'i-.-,C�Vnthi�f'M6rtiW..!S'haWr--.�,.�""---
The Single Family Residence at
...... �has'beew inspected and approved complying with the requirements
'as,.,adopted'b 1-h-i"64"I 'the group and division of occupancy and the use for which
of the 2006 edition of the International Residential Code
y _or
the proposed occupancy is classified.
Issued this 13th day of November, 2008.
Chief Building Official
By:
Any change of occupancy or use requires a 6uildiffg permit and a new Certificate of Occupancy issued by the City of Edmonds Building Official.
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VENTS REQUIRED
132006 Edition IRC wlWAC Amendments u 0
132006 Edition IBC wAVAC Amendments
Y 132006 Edition UPC WIWAC Amendments
and APPendices A, S. JUL 31 206��
02006 Edition rMC wiW
H kC Amendments BUILDING DEPARTMENT
02006 Edition IFGC wfWAC Amendments C171 OF- EDMONDS
02006 Edition 'FC w/WAC Anr-ndments
02006 Edition VIAQ WAC 51-13
02006 Edition WSEC WAC 5 1 .11
—.Tilt
APPROVED BY PLMNING APPROXIMATE FOOTAGE SUMMARY
LOWER LEVEL LIVING 985
(11) 8X16 FOUNDATION UPPER LEVEL LIVING 1177
VENTS REQUIRED TOTAL LIVING 2162
REAR ELEVATION SCALE 1/8 =1 FT GARAGE AREA 713
COVERED PORCHES 123
EX. CB -
RIM = 409.52
IIE = 405.81 (1)
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CONTACT OLYMPIC VIEW
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I NORTH � I D. GEBERT " I I I FITERFABRICFENCE FLEAMNSYSTM � ,�,,�. .!.�!,�,. 11*W - wl
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. RECOMMENDED CONSTRUCTION SEQUENCE: I . N -�:� * .�,,��,., .-�Z.� ?,L,. -j"', �
GRADING NOTES: � ,�� ',.,e�,g
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ESC NOTES: . . . I (D T., i ��,`i � �!, ." *,
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. -771-0220, EXT. 1326) TO SET A I _,li.".1i'l I'- I . I. ,1.1'11',E� ,
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HENEVER PRACTICAL, LIMITED 1. THE CONTRACTOR SHALL OBTAIN APPROVAL FOR ALL FILL AND ROAD CONSTRUCTION 1. CALL THE ENGINEERING INSPECTION LINE (425 w 00, ". ., 11 11 W.�,, 'I
1. ESC MINIMUM REQUIREMENT - CONSTRUCTION ACCESS ROUTE. CONSTRUCTION VEHICLE ACCESS SHALL BE, W I . ..,.I.
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24 HOURS IN ADVANCE FOR ALL INSPECTIONS. . I . a):., ":,.* 11!1'�7! -`�!i�'.i,, ..;��,',
USHED ROCK TO MINIMIZE THE TRACKING OF SEDIMENT MATERIAL WITHIN CITY OF EDMONDS RIGHT OF WAY PRIOR TO ITS USE. I . � , . �`, N
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SS POINTS SHALL BE STABILIZED WITH QUARRY SPALLS OR CR I I I *�� ;,�;-�,-.,, - :,-.-,�� , �,-��,-, ', �. i
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SPORTED ONTO A ROAD SURFACE, THE ROADS SHALL BE CLEANED THOROUGHLYI AT THE END OF 1 4� 1-1 �,"_ ,_g
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ONTO PUBLIC ROADS. IF SEDIMENT IS TRAN 2. INSTALL CATCH BASIN PROTECTION. .. 0 * . '..
EACH DAY. SEDIMENT SHALL BE REMOVED FROM ROADS BY SHOVELING OR SWEEPING AND BE TRANSPORTED TO A CONTROLLED SEDIMENT 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING AND REPAIRING EXISTING ji: .:.* � -.i cl,,� ,;,�Z-N
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DISPOSAL AREA MTHIN 24 HOURS. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. . � I . . j ,-.�,,v�
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� IMPROVEMENTS, AS REQUIRED, UNTIL CONSTRUCTION IS APPROVED BY THE CITY OF EDMONDS. : . . .-'.'
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2. ESC MINIMUM REQUIREMENT - STABILIZATION OF EXPOSED AREAS. ALL SOILS EXPOSED BY LAND DISTURBING ACTIVITIES SHALL BE I 1 :3 :1 -t 'i 4, ,� ..",..�
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. l 3, THE CITY SHALL VERIFY AND APPROVE ALL BACKFILL TRENCHES AND ROADWAY SUBGRADE 4. REVIEW THE ESC NOTES. : . :�I. . �,,� ,�.',!N, 0�,.,i� . -i'll
STABILIZED BY SUITABLE APPLICATION OF BMPS, INCLUDING, BUT NOT LIMITED TO, SOD, HYDROSEEDING. OR OTHER VEGETA ION, PLASTIC :��.: !.,,','�j ... ,.. ,
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THE MANUAL, THE EXPOSED PRIOR TO PAVING. THE CITY OF EDMONDS IS TO BE PROVIDED WITH THE DENSITY REPORT �. <.�� �Z_;
COVERING, OR MULCHING. ALL BMPS SHALL BE SELECTED. DESIGNED, AND MAINTAINED IN ACCORDANCE WITH __ '� a �11 ;,
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5. CLEAR AND GRADE THE SITE PER THE PROPOSED GRADE. ... ,I- �� ,-. .:i-_
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SOILS SHALL BE STABILIZED ACCORDING TO AN APPROVED TIMETABLE. (TYPICALLY, NO SOILS SHALL REMAIN EXPOSED FOR" MORE THAN Two FROM A CERTIFIED "TESTING LAB" SHOWING SATISFACTORY COMPACTION PER WSDOT I :_Z� (b .7'��'.- �'� =),z. 'j,
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DAYS FROM OCTOBER 1 THROUGH APRIL 30 AND NO MORE THAN SEVEN DAYS FROM MAY 1 THROUGH SEPTEMBER 30). � 11, .1 1. ''. , �'. ��i!i�3�_ .�
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I 2-06.3(14)D ' ALL SUBGRADE PREPARATORY REQUIREMENTS SHALL CONFORM TO SECTION 2-06 6. MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE NTH THE CITY OF EDMONDS STANDARDS AND I lz�. .11 ,� ".. 8 �* �',
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. I I OF THE WASHINGTON STATE STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL MAIIIIUFACTURER'S RECOMMENDATIONS. -I.:, ., '�. :."
3. ESC MINIMUM REQUIREMENT - PROTECTION OF ADJACENT PROPERTIES. ADJACENT PROPERTIES SHALL BE PROTECTED FROM SEDIMENT ,� I . i. .. 4.-�.,:� "'!
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DEPOSITION BY APPROPRIATE USE OF VEGETATIVE BUFFER STRIPS, SEDIMENT BARRIERS OR FILTERS, DIKES OR MULCHING "OR BY A . NDITIONS CHANGE THE . .II.4 ..!t
. . 7. RELOCATE EROSION CONTROL MEASURES OR INSTALL NEW MEASURES SO THAT AS SITE CO I, . A .
COMBINATION OF THESE MEASURES AND OTHER APPROPRIATE BMPS. . I I . , 01 , il ..1
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I ENT CONTROL IS ALWAYS IN ACCORDANCE WITH THE CITY OF EDMONDS EROSION AND �, (n. !� �,
I . � 4. THE MAXIMUM CUT/FILL SLOPE SHALL NOT EXCEED THE TWO FEET HORIZONTAL TO ONE III - A Y r% cj� � .. 00 � 9�'I,l -,f
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SEDIMENTATION CONTROL STANDARDS. . " A L L 2 D A Z) ';
4. ESC MINIMUM REQUIREMENT - MAINTENANCE. ALL EROSION AND SEDIMENT'CONTROL BMPS SHALL BE REGULARLY INSPECTED AND FOOT VERTICAL UNLESS OTHERWISE APPROVED BY THE DIRECTOR OF PUBLIC WORKS. AT NO I 1 %.OF q) _F�. 0 -ic",,-`�",i".��,�,,101
. ALL MAINTENANCE AND REPAIR SHALL BE &,.'pl,�,�,�",�m
MAINTAINED BY THE OWNER TO ENSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION � F I �,-civ .,,%.
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.. TIME SHALL THE TOE OF ANY FILL SLOPE BE ERTY LINE THAN 1/2 THE I 8, COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THAT SEVEN DAYS DURING THE DRY SEASON OR TWO III
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CONDUCTED IN ACCORDANCE WITH THE MANUAL, . NG OR EQUIVALENT. 1 Z4�( V_ I ..�L",.�,: , 1';,tz
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. FILL HEIGHT WITH A MINIMUM OF 2FT. CUT SLOPES SHALL NOT BE NEARER TO A PROPERTY DAYS DURING THE WET SEASON WITH STRAW, WOOD FIBER MULCH, COMPOST, PLASTIC SHEE B 'Em F 0% R' E Y 0`4 U 0L)"I G - ,,�g,l
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IGATE THE�EFFECTS OF . ;, ., '.
5. ESC MINIMUM REQUIREMENT - OTHER BMPS. AS REQUIRED BY THE CITY, OTHER APPROPRIATE BMPS TO MIT LINE THAN 1/5 THE HEIGHT OF THE CUT WITH A MINIMUM OF 2FT. I q) ��'. � � �.�,
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I 9. STABILIZE ALL AREAS THAT REACH FINAL GRADE WITHIN SEVEN DAYS. 0. 4'_t f�I,.�,,�I
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INCREASED RUNOFF SHALL BE APPLIED. . . J� 'i
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N OF UNDERGROUND UTILITY 30 DAYS, .1-1\
6. EROSION AND SEDIMENT CONTROL REQUIREMENT - UNDERGROUND UTILITY CONSTRUCTION. THE CONSTRUCTIO 10. SEED OR SOD ANY AREAS TO REMAIN UNWO I V_ (0 5�1'�::,:�T',.,7,;��
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LINES SHALL SPECIFICALLY ADDRESS THE FOLLOWING: I � ry CN 0 .E 11�11:!,��5�
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: 11. UPON COMPLETION OF THE PROJECT, ALL DISTURB:�.'.', AREAS MUST BE ______ It N .H� ,
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A. EROSION CONTROL FOR EXCAVATED AND STOCKPILED MATERIALS; I � I V_ % a. �, . "
B. THE PLACEMENT OF EXCAVATED MATERIAL WHERE CONSISTENT WITH SAFETY AND SPACE CONSIDERATIONS SHALL BE PLACED ON STXBILIZED AND BMPS REMOVED IF APPROPRIATE. ,,-, '.I..�',.;�,.� FIM
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C. TRENCH DEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS, SEDIMENT PONDS, OR OTHER ACCEPTIAI MEANS); I ."n
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D. TRACKING AND SPILLING OF MATERIALS ON STREETS DUE TO HAULING, . _,
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7 7. ADDITIONAL ESC MINIMUM REQUIREMENTS FOR LARGER DEVELOPMENTS. ALL NEW DEVELOPMENT AND REDEVELOPMENT THAT INCLUDES LAND . . L_p -_ a_, t/-�� IIIIIIIIIIIIIIIIIIIII� .; �. �2... -�'lk�"11_
DISTURBING ACTIVITIES OF GREATER THAN, OR EQUAL TO, ONE ACRE IN ADDITION TO MEETING THE MINIMUM REQUIREMENTS SET FORTH ABOVE � CITY ENGINEER .. 1. I.v�. :",:�,!,�
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.1 SHALL COMPLY WITH ESC REQUIREMENTS LISTED BELOW. I � 11 . I "!. : .. , ,."',
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8. ESC MINIMUM REQUIREMENT - DELINEATE CLEARING AND EASEMENT LIMITS. IN THE FIELD, MARK CLEARING LIMITS AND/OR ANY EASEMENTS, I 635"��'r,--�:tzv!
BY: DATE: - . c: -�,�., i�i�
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SETBACKS, SENSITIVE/CRITICAL AREAS AND THE BUFFERS, TREES AND DRAINAGE COURSES. � . *��,.,..,;,��,�,.,�,�",��,,,,,�,,.,,,,�,,�;"��,*�,-�'..- , , -,��
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9. ESC MINIMUM REQUIREMENT - SEDIMENT TRAPPING. PRIOR TO LEAVING THE SITE, STORM WATER RUNOFF SHALL PASS THROUGH A � �,_ `,.,i.'. """', .'�,
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SEDIMENT POND OR SEDIMENT TRAP, OR OTHER APPROPRIATE BMPS. SEDIMENT PONDS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS, I AOI A01h , ;*'. . !�.f,�,�
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AND OTHER BMPS INTENDED TO TRAP SEDIMENT ON -SITE SHALL BE CONSTRUCTED AS A FIRST STEP IN GRADING. THESE 8MPS SHALL BE . .. .; �l
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FUNCTIONAL BEFORE LAND DISTURBING ACTIVITIES TAKE PLACE. EARTHEN STRUCTURES, SUCH AS DAMS, DIKES, AND DIVERSIONS SHALL BE c; I 1. 4 .,-'-. I'." , .".1'.,
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SEEDED AND MULCHED ACCORDING TO AN APPROVED TIMETABLE. . I - I I
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1. ADD 4" STORZ ADOPTER TO TH E EXISTING FIRE HYDRANT.
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� 1
2. POWER, TELEPHONE, AND CABLE WIRING SHALL BE UNDERGROUND FOR ALL
NEW SERVICES.
.
1
3. RELOCATE EXISTING GAS SERVICE LINE TO THE EXISTING HOUSE IN NEW LOT 4
1
AS SHOWN, .
4. MINIMUM . VERTICAL CLEARANCE BETWEEN WATER, SEWER, AND STORM
DRAINAGE SHALL BE ONE FOOT.
�
GRAPHIC SCALE
0 10 20
.
__
I" = 20' -
LEGEND:
_�D- 13
EX1s,nNG WOOD FENCE
_o___-o-
EXISTING CHAIN LINK FENCE
C-0-3
POWERPOLE
E-
GUY WIRE
19m
EXISTING MAIL BOX
m
EXISTING WATER METER
0
NEW WATER METER
e
0
EXISTING FIRE HYDRANT
11
CATCH BASIN INSERT
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F.D.
FOOTING DRAIN STUBOUT
-
a .
on
SE 1/49 SE 1/49 SECm 259 TWPm 2`17 N, RGEm 030% Emmq WmM=
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M ARKED "STORM"
WITH LOCKING BOLTS.
/ UNLESS OTHERWISE
/ APPROVED BY ENGINEER
EL = 411.80
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OVERFLOW ELEV. TO
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PROVIDE DETENTION
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EL - 4O9.33-----'--
RESTRICTOR PLATE
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\MTH 1.64" DIA. ORIFICE ---------
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CUT IN PLATE,
IV-0"
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MACHINE DRILLED,
ITM I N,
-
SHARP EDGED ORIFICE
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MARKED "STORM"
WITH LOCKING BOLTS,
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APPROVED BY ENGINEER
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1 . ru r5
40 LF 30" CIVIP
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11,
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11
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PIPE SUPPORT(S): . 7- 0 NQJE.aL �
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3"x.090 GAGE I 0 . ,�
BOLTED OR IMBEDDED V I I ..-, .1 R.01 1. PIPE SIZES AND SLOPES: .1-:'.
2" IN WALL AT MAX. m C14 0"s 4. FRAME & LADDER OF STEPS OFF SET SO�
3- SPACING, MIN. 0 L _j -_ 'o
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v z %? TOP . . I
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WITH 0.79" DIA m I C. FRAME IS CLEAR OF CURB
. p I 29 p
ORIFICE CUT IN PLATE, 51 C-4 a
r--�� - % 5. OUTLET COUPLING TO EXISTING PIPES .:
" -44", .
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SHARP EDGED ORIFICE ,.:-.": I -29- lo.. I OR TO DISSIMILAR PIPE TYPES PER
. __1. DIRECTION BY CITY OF LYNNWOOD .
.
1 48- DIA � 6. INSTALLATION TO MEET WSDOT �
_� STANDARDS FOR TYPE 11 INSTALLATION, , r�: I 11
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GENERAL NOTES: : I I I
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1. ALL WORK AND MATERIALS SHALL BE ACCORDING "
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FICATIONS FOR . MUNICIPAL PUBLIC WORKS CONSTRUCTION I .
PREPARED BY WASHINGTON STATE CHAPTER, AMERICAN PUBLIC WORKS,. I
ASSOCIATION (APWA), WASHINGTON STATE DEPARTMENT OF TRANSPORTATION
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(WSDOT), CITY OF EDMONDS STANDARD SPECIFICATIONS, AND ANY CONDITIONS OF
APPROVAL. IT SHALL BE THE SOLE RESPONSIBILITY OF THE APPLICANT AND. THE
PROFESSIONAL CIVIL ENGINEER TO CORRECT ANY . ERROR, OMISSIONS, OR VARIATION �
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UIRE*IENTS FOUND IN . . ALL CORRECTIO .
SHALL BE AT NO ADDITIONAL COST. OR.'11 ABILITY TO THE CITY OF EDMONDS. I .
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2. ALL CONSTRUCTION IS SUBJECT TO THE INSPECTION BY THE CITY OF EDMONDS
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AND THE CONTRACTOR SHALL NOTIFY THE CITY OF THEIR SCHEDULE IN SUFFICIENT
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TIME TO PERMIT. INSPECT0,": PRIOR TO AND DURING WORK. 24HR NOTIFICATION IS I
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REQUIRED FOR ALL .INSPEC"'i_,,1_)NS.! I 1. �
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3. BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY, A PRECONSTRUCTION
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MEETING MUST BE HELD BETWEEN THE . CITY OF EDMONDS INSPECTOR, THE
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4. CONFLICTS SHALL BE BROUGHT TO THE ATTF,i'�,iTIOWOF THE;ENGINEER AND 1, - .
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CONSTRUCTION.. I ,� '. ... � � 1, .
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5. THE CITY OF EDMONDS SHALL BE PROVIDED, "AS -BUILT" PLANS As REQUIRED
AT THE COMPLETION OF CONSTRUCTION STAMPED AND SIGNED BY A LICENSED,
HE DESIGN ENGINEER, V . ERIFYING THE INFORMA I TION, AS.
PROVIDED BY THE CONTRACTOR OR UPON COMPLETION OF
THE PROJECT.
.
6. THE LOCATION OF UTILITIES IS APPROXIMATE. THE CONTRACTOR SHALL BE
RESPONSIBLE FOR VERIFYING THE LOCATION OF EXISTING UTILITIES PRIOR TO
CONSTRUCTION. UTILITIES SHOWN HER SISTING THE
CONTRACTOR IN ,LOCATING SAID UTILITIES. THE CONTRACTOR SHALL CONTACT THE
ITIES LOCATION CENTER (1-800-424-5555) 48 HOURS MIN.
PRIOR TO THE BEGINNING OF CONSTRUCTION AND OBTAIN ON -SITE UTILITIES
LOCATIONS. CONFLICTS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER
LL BE RESOLVED PRIOR TO PROCEEDING WITH CONSTRUCTION. F
STORM DRAINAGE
STRUCTURES
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11 � SIDE SEWER SPECIFICATIONS � I I . I, I I I I " z-
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I'll I BASIS OF BEARING: �,�;: . 4R �,, �..I�i`�`�?i I I �,..
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� . W INSURE 3 FEET EXTENDS SJ
1. ALL PRIVATE SIDE SEWER CONSTRUCTION REQUIRES A PERMIT AND THE PAYMENT OF A FEE. THE I , I z ABOVt".'GRADE. PAINT TOP 18 INCHES WHITE. .. I , , . ;.
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PERMIT APPLICATION WILL REQUIRE THE COMPLETE LEGAL DESCRIPTION, ADDRESS, AND THE 1�� . IN 3 INCH HIGH LETTERS STENCIL THE NUMBER OF EVEN FEET FROM THE BASIS OF BEARING FOR THIS SURVEY IS THE PLAT OF t 't'... ,-�a�V�,t,,�",;,ki���.",�.,,,'� .
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DIMENSIONS OF THE PROPERTY TO BE SERVED. ,.I . -, , ,-,�,,,,)Z_,!��,',, �,�""",.'.�'!",.,.i
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I �__ GROUND ELEVATION TO THE It R STLB INVERT. 8 GAUGE WIRE TO 13E PINECREST.N 0 00' 32" E BETWEEN THE FOUND MONUMENT �1, �..'. P,,. I ,��,�
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I � I I " . BUILDING W 11 UND PIPL�, AND 2X4 STAKE AT OR ABOVE FINISHED AT THE INTERSECTION OF 228TH STREET SOUTHWEST AND pi;�',, �.. , �
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2. ALL CONSTRUCTION IN THE PUBLIC RIGHT-OF-WAY MUST BE DONE BY A LICENSED SEWER r I CL :,; � , - , , I*� _. �- ,
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I I I Z11 GRADE. :; I -!��,,� �!: '"n,
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CONTRACTOR I � D THE MONUMENT AT 224TH STREET .�!:, , *� . .
10*� CLEANOUT - O� I -.1, 11 . . .""�,�4 i.. ��,��-����-11�;���:::.",--;.%�.
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I t CLEANOUT WITH 45 1 a. : 'M I � I , " p'll 'k . . _.� .
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SOUTHWEST AND 95TH PLACE WEST. il, I _`,�'i��",'�,?, ^;--.,'-. ,,�, ,
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3. ALL HOUSE PLUMBING OUTLETS MUST BE CONNECTED TO THE SANITARY SEWER . 1 14, 1 1 K LOCKING LAMPHOLE COVER W, � "�,",�,.-'t."-.�.",
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4. NO DOWNSPOUTS OR STORM DRAINAGE MAY BE CONNECTED TO THE SANITARY SEWER. \ (nil CLEANOUT (WYE W/ CAP D AT FINISHED I . �. ... .�i k�tA,'_. ;!, -
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0�_- VER11CAL DATUM: . "I ", _t'�
_ IENERAL CLEANOU & LAMPHOLE COVER) I-_ GRADE (SEE STD SEWER . . . I . " ;�,:4- ,"
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5. MATERIAL: PIPE - GASKET JOINTED PVC-SDR 35 OR ASTM D-3034 0� r,-,?�. '.'..�?;�! �t;,��'�
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I I CLEANOUT DETAIL) THE VERTICAL DATUM USED IN THIS SURVEY IS NAVD 88. 1 . 4. I
-GASKET JOINTED DUCTILE IRON CLASS 50 � EXCEED 100 . n I ,. �
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FITTING - GASKATED PVC ASTM D-3034 BETWEEN CLEANOU!S U 12" Maxim 10 THE 4"X5" CONIC. MON WITH �. I . ,
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-DUCTILE IRON MJ AWWA C1 53 , I a- 0 : - -.I�i_.
- � I . INVERTED NAIL IN CASE AND COVER 1.2' BELOW THE I �- ii ',,��.i`!i`11�'.
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� r LAMPHOLE COVER ( I % �1'1'1' �,'T
(if I SURFACE AT THE INTERSECTION OF 220TH ST. SOUTHWEST ' co ,;��
* ALL FIMNGS MUST BE GASKATED � W . . . C� 1 1. _111-* .. ,
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. 1, 12" maximum a. I :_ ..." ,..�. , � ,�,
I � W GRADE 4�wu �QITM�Y-14FLUYF-Wff�-'Wmj AND 92ND AVE. WEST. ELEVATION OF 411.22 U.S. FEET Ib- . : .', ,,.;,. "'. � :,
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6. MINIMUM SLOPE 4-INCH DIAMETER PIPE - 2% (1/4 INCH FALL PER FOOT) �, 1aMHUEI393MUMHz1MaM9H= 0- ::3 � TM I � . . . .r.r 0, ..
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6-INCH DIAMETER PIPE - 1 %MINIMUM GRADE : I ,I, I !, B:: "',"._ ,
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MAXIMUM SLOPE: ALL PIPE 50% . I Minim6m Depth = � I I I *.: ,,,�,, .�:,�'L.,::,31160111 �,,.'�
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I WATER TIGHT CAP M 1=2 to 12" Under I I .. I., ,Z �� 1. " � " ,,I �
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PIPES SHALL BE LAID IN STRAIGHT LINE BETWEEN BENDS. MAKE ALL CHANGE IN LINE OR GRADE WITH I I SLEEVE . SURVEY METHOD: I ,.. , ".�, , ".S.,
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7. r H\�,_RISER 4" OR 6" 1 Landscaping I I . .. .: - , R,
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LESS THAN OR EQUAL TO 45 DEGREES. \A. SIDE SEWER 6" RISER "I 6" WYE AND 45* BEND SURVEY CONDUCTED USING A 5-SECOND GEODIMETER 600 . . I ., ..1. " F , - -, m
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.., to 18" Under ' TOTAL STATION. SURVEY ACCURACY MEETS OR EXCEEDS "m N,
INCREASES IN PIPE SIZE SHALL BE MADE BY MANUFACTURED F � ,<_% -_ - :3 WYE AND I I 1, .&.,� -,5;
rTTINGS. . I . - / 6 6" TEE . Izi -;i-) �.-�, --, v.
8. 3 to LATERAL SEWER LINE , .R,,;��,,.�i,',"'!
. Driveways __ I . ��., ,-.;N 4-M�. ,,,,,)., �4�!,�:.,,,�
, THE REQUIREMENTS OF WAC 332-130-090. . . . . . , "`0_,,1-
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. 1 45' BEND ( / SLOPE- 2% MIN. TO . " ,�(.-,-�,!,�Ii,-,,V
9. PIPE SHALL BE BEDDED FROM UNDISTURBED TRENCH WALL TO UNDISTURBED TRENCH WALL ON , 1.1, . ,�� ::: , ,� , ,, , ��
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50% NIAX - I .,,,,��,,�i�,'�.'�9�,�,,�',��,,!'.,�,-,-,-,
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E WITH PEA GRAVEL 6" DISTRICT STUB POSSIBLE ,. .
EACH SIDE OF THE PIPE AND FROM 2 INCHES BELOW TO 2 INCHES ABOVE THE PIP GENERAL CLEANOUT DETAIL . ,X1.1i'�1b3..
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OR DEAN FREE DRAINING SAND. 1. 61. E - - SEWER MAIN fi, � �1� -1
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4" OR , _�t - -3 E1____ = - - - - - - - - - -1 _\_ - _1%, / LOCATION *, , . ..z. ,
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: SIDE SEWE OWNERS: OWNERS: .1, ij,,�' �il ,.".
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10. THE SIDE SEWER SHALL BE INSPECTED B :: :r( ,--,, ) '� 0:11 1 11 I i'��
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BE PLUGGED AND FILLED WITH WATER PRIOR TO CALLING FORT -_ I \ .. "I",.. 1.
Y DISTRICT STAFF PRIOR TO BACKFILLING. THE SIDE SEWER I I ,;� .,
. ESTING AND PRESSURE TESTED IN 12" Maximum CLEANOUT DETAIL AT 11z� - \,,, / . e% . . , . _4 -1., . .''
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L LEAKAGE RATE SHALL NOT EXCEED 0.31 GALJHOUR ASPHALT SURFACE . CALL 2 DAYO �, _�'N';,f�;�Z�,
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THE PRESENCE OF THE DISTRICT INSPECTOR I I I I PROPERTY LINE & BUILDING . \ \ I I . _C_1-,.;S, - ,�'. I
. CHRIS YOCKEY AND BRYAN D. MIZE AND .. _+_ wllf, 141,1_1 k.
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FOR 44NCH PIPE AND 0.47 GALJHOUR FOR 64NCH PIPE, PER 100 FEET OF PIPE. : . ,\\-RUBBER JOINT BISCUIT . JENNIFER K. YOCKEY REBBECA MIZE � 0% ,%If Oft . I ." 0 �r�N�,,r�`�,.�-..-,i�"..
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111. , SEWER LINES SHALL HAVE A DISTRICT APPROVED DEANOUT AT EVERY OTHER 45 DEGREES OF BEND, I . OVED \ \ W. 22518 95TH PLACE W. BEFURE TUU DIG . 1_z6( V,.�,.." 1,��Si�"?�".!.�,,�i��
AT LEAST EVERY I 00 FEET, OR EVERY INCREASE IN PIPE SIZE. 1. I - (OLYMPIC FOUNDRY CO WATERTIGHT PLUG I \ . r:� I , 0) ;6'...- -
/ EDMONDS, WA 98026 EDMONDS, WA 98026 � � a)' ,2,1,",'!,_,.;�� 1"..''
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� 12" PVC SLEEVE MODEL 5931 OR EQUAL) 6" TEE I -]I I I - �,--�,�,�,�:,
12. A 6-INCH SIDE SEWER WILL BE ALLOWED TO SERVE A MAXIMUM OF FOUR (4) SINGLE-FAMILY , . 6" RISER I 1 22.5' OR PH: 425-640-5332 PH: .206-349-0733 -0 0' e% . � ..�."�?, :V',!,,, ,.,
RESIDENCES. PVC CAP 1-8(jW-424-5555 . * �oo �-,,I,�Ik,,',""�,,!!
NOTE: 45' BEND '�'� I ,� . .ie , ,__,,,.%, ... .... iI:',
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: __Ly_ & SIDE SEWER JOINTS SHALL BE -POSSIBLE I . . !,:" - . .. V_ (0,1�,,p
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13. ANCH SIDE SEWER WILL BE ALLOWED TO SERVE ONLY ONE (1) SINGLE-FAMILY RESIDENCE. . ,;,. '. I.I.,
A 4 GASKETED N 0 T E: // SEWER MAIN . '. - ., ( 0 .11"t-11 I I—.
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14. PARALLEL WATER AND SEWER LINES SHALL BE SEPARATED BY 10 FEET HORIZONTALLY WHEREVER UNDER ASPHALT WHEN TAPPING INTO EXISTING MAIN t /_,./ � LOCATION . ,-..-�. .'' 1-.1 `�-� !,,��
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POSSIBLE. WATER AND SEWER LINES SHALL HAVE A VER71CAL SEPARATION OF 18 INCHES IF A LL BE USED. \,\- ,/ . . - ,',�;.-'.-.-,� �.*b,E�qr�,i q.,'
CROSSING IS NECESSARY. HALL DEPEND . .. 1, 1, i
SEWER CLEANOUT DETAILS TRUCTION I �-�- �,� �',!. I 461t�.�-__ -�f,�-..
AIN. AS A I �. " �.�.,��!."� - 4,
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15. RIGHT-OF-WAY RESTORATION SHALL EQUAL OR EXCEED THE ORIGINAL CONDITION. . I . , I :" . � �,!V, " ... ...
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. NTS MINIMUM, THE TEE SHALL BE PLACED . , 1, .,��z',.'
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16. TRENCH BACKIFILL UNDER PAVED AREA SHALL BE 5/8-INCH MINUS CRUSHED SURFACING TOP ., s�` . t";17,1�', ., � ,'.�.. fo'%": M,V,2101",��11""`�,::
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COURSE; FULL TRENCH DEPTHS COMPACTED IN 12-INCH LEFTS. . "I'l., -,ZKik ,
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- UTILITIES SUPERINTENDENT .�.. �� . P
REVISIONS STANDARD DETAIL . REVISIONS STANDARD DETAIL 'REVISIONS STANDARD DETAIL .- ���% lllli ,2",§- 1
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I � Side Sewer Specifications _ . Sewer Clecnout Detail , PICAL SIDE SEWER APPROVAL EXPIRES: , ,4g,,,�.;.. ,
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DATE SCALE DWO NO. . �-
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. DATE 10/23/ 2 -7 . I I I __ . __
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