24015 84TH AVE W.PDF11111111 lill
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CITY OF EDMONDS
121 5th AVENUE NORTH EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221
www.edmondswa.gov
DEVELOPMENT SERVICES DEPARTMENT
January 28, 2014
MEMO TO:
Edmonds School District
Verizon Northwest
SNOCOM Police and Fire Dispatch
SNOPAC
Snohomish County E911
U.S. Post Office
Snohomish County Assessor's Office
Snohomish County Information Services
Snohomish County P.U.D.
Puget Sound Energy
soft. -
I**kE
Fire District No. I
Edmonds Police Department
Edmonds Utility Billing
Edmonds Public Works
Edmonds Building/Street File
Edmonds Address Files
Edmonds Information Services
Conicast Cable
Waste Management Northwest
Allied Waste
This letter is to inform you that the following address has been added to the City of
Edmonds address system.
Parcel: 00491100000108
New Address: 24015 84'h Ave W Edmonds WA
DAVE EARLING
MAYOR
If you have any questions regarding this letter, please contact a City of Edmonds Permit
Coordinator at 425-771-0220. Please contact our office if you wish to be removed from
future address change notifications.
Sincerely,
Linda Thorriquist
Permit Coordinator
Cc: file
Incorporated August 11, 1890
Sister City - Hekinan, Japan
Property Summary
Page I of 3
Snohomishftllno Govarnmont Information & Sorvicos
County40
Wa5hington
Printable Version
Property Search > Search Results > Property Summary
Property Account Summary
Lin
IU15 9!�)q IA-VE;W
I Parcel Number 100491100000108 Address JUNKNOWN UNKN6WN , UNKNOWN,
Parties - For changes use 'Othe...Pro
a Data' menu
Role
PercentiName
::]2432
Ma",ng Address
Taxpayer
I 1001CAMNEL
PROPERTIES L
H gg, EDMONDS, WA 98026
:: :W
9 :::
Owner
I 1001CAMNEL
PROPERTIES LLC
124329 HWY 99, EDMONDS, WA 98026
General Information
Property Description
LAKE MC ALEER 5 ACRE TRACTS BLK 000 D-08 - N 20OFT AS MEAS ALG W LN TH FIN TR I LY WLY OF ST RD I LESS STHWY 104
Property Category
Land and Improvements
Status -
Active, Locally Assessed
Tak Code Area
00227
Pro erty Characteristics
Use Code
1559 Other Retail T ade-Auto, Marine, Aircraft NEC
Unit of Measure
lAcre(s)
Size (gross)
10.51
ties
INo Values Found
lActive Exemptions
jNo Exemptions Found
No Taxes Owed at this Time. No Charges are currently due.
No Charge Amounts can be reported because no taxes are due for the year this application Is processing. No Charge Amounts are due for this property. If
�ou believe this Is Incorrect, please contact a Property Support Specialist.
;tatement of Payable/Paid For Tax Year: F2013
Distribution of Cyrrent Taxes
District Rate Amount
CITY OF EDMONDS
CITY OF EDMONDS
98.64
126
1,262.36
EDMONDS SCHOOL DISTRICT NO 15
4.97
2,776.56
PUB HOSP #2
0.11
63.53
SNO-ISLE INTERCOUNTY RURAL LIBRARY
0.50
279.10
SNOHOMISH COUNTY-CNT
1.08
601.25
STATE
2.43
1,358.20
SNOHOMISH CONSERVATION DISTRICT
5.03
TOTALS
11.54
6,444.67
[Pending Prope Values
IPending Tax YearlMarket Land ValuelMarket
Improvement ValuelMarket
Total Valuelcurrent
use Land ValuelCurrent
Use improvement[
�urrent use Total Value
I ' 20141 558,2061
oF
1 01
0
Prop�rty Values
Value Type
Tax Year
2013
Tax Year
2012
Tax Year
2011
Tax Year
2010
Tax Year
2009
Taxable Value Regular
5S8,200
521,300
600,800
6S4,400
577,600
Exemption Amount Regular
Market Total
S58,200
521,300
600,800
654,400
577,600
Assessed Value
S58,200
521,300
600,800
654,400
577,600
Market Land
S58,2021
521,300
600800
6S4,4001
S77,600
Market Improvement
0
01
Personal Property
1
1
Le Rate History
Tax Year
Total Levy Rate
2013
11:536432
2012
10.997991
2011
9.950323
teal Pro a Structures
:)escription --TType _��e2!.Bullt More Information
i ; (since 71 1 31/1999)� . I
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PLANNING DATA
__ Sign5 --
Name: C, �\
yJ S
Date: Lt - 3 -
Site Address: '), I ,
( �-- - g, V
Plan Check #: BLD-200,§— (D
Project Description:
Reduced Site Plan Provided: (YES NO)
Zoning: C_
Comprehensive Plan Designation:
Map Page:
I CoJr Lot: (6E NO)
Flag Lot: (YES NO)
ADB File # (or date waived):
TOTAL Area pq�r Type of'
Allowed in
Matrix
Allowed
TOTAL sign
area
Proposed
Type of Sign
zone?
conditions
area per
Unit
allowed for
sign area
met?
unit
this siqn
Example
wall wonternal
Illumination,
Yes with
conditions
Yes
I sq. ft-11ineal
/t. attached
41 it. attached
wall
41 square feet
20 square feet
wall
Sign # I
C)
_4 -\J
LL
U
Sign #2
Sign #3
�O_TAL Sign Area for TenantlSlte
Max Permitted:
Previous Total:
Proposed Total:
Sign Height
Sign Type:
Max Permitted:
Actual Height:
Sign Type:
Max Permitted:
Actual Height. -
Sign Type:
Max Permitted:
Actual Height:
Sign LIghtinq
Sign Type:
Proposed:
Allowed in Zon e:
Sign Type:
Proposed:
Allowed* in Zone:
PLANNING DATA
-- signs --
si�fl Coljrs
Proposed:
Acceptable?
Requires ADB Approval?
Location
If freestanding and 3-feet or over (unless a fence) meets setbacks?
r effiack
�Req4i epl 5 s
Street.
Side
11 Side:
Rear:
Street:
Side:
Side:
Rear:
)�ree5tandinq S�
Size:
-FLocation:
Critical Areas Determination #:
El Study Required
waiver
aher
Plan Review By:
18'-4"-
15'- 10!
8"
T-1 1
8'-9"
4'-10"
6"
T_
IN
COMM F� RCUAILYFE H UCUM
i,v _-4- - _P 1z'
A0
qmit_0)0S&
25'- QtAkUM(,,,11S A,,O
I Vt4AauA44_ ",tAw6 XA�('QM4a 0rJ "Tj6
16'-3"
1 .
Appicant shaN repaidreoaco all deawao to
MiWs @7 ftnftge hpmeiriaenta In City
iIighl-o?-vay per Cfty standarde ftt Is CMI&W
or occurs durtrig ft pennMed project
us:
GRADE
4�
4'-0" x 4'-0" x 6'-0" DEEP
CONCRETE BASE <1
(5 SACK MIX)
ENGNEERING DIVIS. :)N
rff�YED AS NOWQ.
DaW &JId.'-
4S-AG&J -fO RC- 1.AfA.-t=n C -rinJ=A%
9PWA-Te 9V_oFS9__f\i- 4'-0'
-w Pzomg-N o0Pm9AowTv-Am tz -ro ELEVATION Scale: 3/8" = I 1�011
\)64_wV_\4 9fz091EL?1_;\1 wtirzls.
k 18'-4"
6'x 68'AR 6'x6E
T-11" UPPER AREA= 3.91'x 18.333'=71.68 SqFt
LESS TRIANGLE AREAS (1.33'x 5.66'=7.52SqFt)
-9. 7�6
8' jr NET UPPER AREA= 3.91'x 18.333'=64.16 SqFt
..............................................................................
LOWER AREA= 4.83'x 15.83'=76.45 SqFt
iq 16-10" 0
TOTAL SIGN AREA=140.61 SqFt
SIGN AREA CALCULATION Scale: 3/16" = V-0"
ALUMINUM POLE COVER
22"
1
PRECISION MACHINED
PUSH-THRIJ. ,
—ACRYLIC LETTERS
RED LED
SIMULATED NEON
ROUTED COPY
WHITE ACRYLIC BACKUP
w/RED TRANS. VINYL
LANNING
OVED I�A11111111113
ED 14
1. 5" x 1. 5" x .125"
ALUMINUM TUBE
FRAMES Qty(3)
.040"ALUMINUM
WRAP
1/4 Sit LMOUNTPLATES
"' O'�
WELD TO POLE
MBOLT TO FRAMt
.063"ALUMINU
COVER !��
___1 __ - T
E: 6.75"
20"
POLE COVER DETAIL
Scale: 1.6" = V-0"
WY OF EDMONDS
BULUNG DEPARTMEW
WORK —
ADDRESS
OWNER
APPROVED DATE
BILDra. OFFICIAL
� "'TREET HLE
D) ,
W
MAR 0 5 2015
DEVELOPMENT SERVICES
COUNTER
-- # g P'�fve
.)�'fp/so
obudn mectirlud Permit from.
State Labor & Endustries
5. - 0 k3
Customer Name: Campbell Nelson
Project Address: A" HopM Edmonds, WA
Date:1125115 Design#: Mick/Campbell Nelson/Budg
Approved by. Date:
Approved by. Date:
Car
-�m
7'-2.75"
8'-11.25't
15'-
7'
4" x 4" x.250"
STEELTUBE
CUT THIS TUBE to
115.5" OVERALL LENGTH
-f -
2'-0'
1/4" FILLET WELDS
ALLAROUND
W.A.B.O. WELDER
IN SHOP
-4"
3/8" FILLET WELD
ALLAROUND (top only)
W.A.B.O. WELDER
1*-2'-0 5'-O'��
tn
r—; FE �to
i v i-CUTTHISTUB
Wf 17-M 39.25' OVERALL LENGTH
7'-4.5"-
750"x 2'-0" x 2'-0"
STEEL PLATE
S\G"
PLAN VIEW Scale: 318" = I P-091
18'-4"
C 7.
c:T
C13, �-C-
8'-9-
u
4'-10"
1.5"x 1.5" x.125"
ALUMINUM TUBE
SIGN FRAME
1/2" BOLTS Qty(2
PER CONNECT101
3" x 3" x .25" x 6�-
STEELANGLES
@ TOP & BOTTOM
(WELD TO 4- TUBE)
4" x 4" x.5" -
STEEL GUSSETS
WELD to TUBE & PLATE
ty(2) PER CONNECTION
T
12"
IF
n
4" x 4" x .25"
STEELTUBE
15'- 10"
SIGN HEAD STRUCTURE, REAR VIEW
Scale: 3/8" = 1'-0"
5" x 5" x.25" ALUMINUM PLATE
WELDED TO SIGN FRAME
4"x 4"x.25" VERTICAL STEEL TUBE
CAP BOTH ENDS
.250" FILLET WELD ALL AROUND
/lr8"x 12"X.5"
/ STEEL PLATES
5/8" BOLTS Q%4
PER CONNEC N
4"x4"v 9r,"
STEELT UBE
---4-.��4"x 4"x.25"VERTICAL STEEL TUBE
CAP BOTH ENDS
SICRAf MOUNTINO OAETAIL Scale: 1.6" = 1'-0"
1 11
U.L. LABELED ALUMINUM
SIGN CABINET
WINTERNAL L.E.D.
ILLUMINATION
.125"ALUMINUM
SIGN FACES, ROUTED COPY
w/ACRYLIC BACKUP I
1.5" x 1.5"x.125"
ALUMINUM TUBE
SIGN FRAME
'�-*Otr
ims
240THI ST SW
NAP
oil,
—Wodm=93 fl,
=.0'
S40,74V,54 JKW(cahl.
---i —MW,
min
V
JYJ
I
I
PLAWtP� OST
6N?rez!_ CA;tVION PCZJ-L--
C-
Ll'-o P
r - - - - 6-61. "-rn� ---
V11 15PIRAEA JAPONICA 'WA-15k.MA' mAwr- .1rAJ_
101.
:Sff4ff15*-%' 71L
44
03 03,
RESUS
MAR 18 2015
BUILDING DEPARTMENT
017Y OF EDMONDS
I
i6�
I '. r�.�K
Fit- 1.1p -a& Ki
PDNNED LANDS`CAP1NG--
%JETBACK 4'-0"
43 PLANNED 'r AK
LANDSCAPIN
26'
ADDITIONAL
LANDSCAPED AREA
AT BASE OF SIGN
7
APPROX. 16'x 18'
d1r.0
SIGN LOCATION
&
Z.
A
SITE PLAN Scale:111=20'
Customer Name: Campbell Nelson
Project Address: NY*kwp4*-Edmonds, WA
Date:3/18/i5 Design#: Mick/Campbell Nelson/Budget Car Sales
Approved by:
Approved by: Date:
C n A --�- 0 �a3
&Lp -21-015 1
WAMBEKE ENGINEERING 2913 East 61s'Court
Daniel Warnbeke, P. E. Spokane, WA 99223
Telephone: 509-443-6186 - Fax: 509-448-6582 * dwambeke @msn.com
STRUCTURAL DESIGN CALCULATIONS
FOR
18'4" X 3'11 " & 15"10" X 4'10" DISPLAY SIGN
FOR
CAMPBELL NELSON/BUDGET CAR SALES
D"40 /r
-2N30 HWY 99
EDMONDS, WASHINGTON
PREPARED FOR I -
SHORELINE SIGN & AWNING
12101 HUCKLEBERRY LANE
ARLINGTON, WASHINGTON 98223
February 28, 2015
'X- WA6a
fr% w
b - I -REET FILE
MAR 0 5 2015
DEVELOPMENT SERVICES
COUNTER
Designer of Small Structures, Post Frame Buildings, Foundations,
Light Gauge Steel Framing and Grain Storage Systems
1-4 5_16AJ � A&;9144 PAGE NO. OF
WAMBEKE ENGINEERING DATE �i �-- ef-
Daniel Wambeke, P.E. C*Wifa Al 1,!5rjAj PGAI PROJECTNO. /,TO/If
if
2913 E. 61" Court Phone: 509-443-6186 Fax: 509-448-6582 E-Mail: dwambeke@msn.com
Spokane, WA 99223
15 t( - t. cAa1t?41tA1ej5e_A)1X -
&U Ot-4 S,46irl Z394a
IV
Nsfew 'nzazzm:
4oF tillf 4Ad
eo ite mM kcAs-&mL,*;'
sq-rAim- djVs-1'6'-j c1qr'sd'dA�w A
k5 '� 7'1(,d i y A s FAI� 490 6AA4f J 15
-51,0j, t A A 4 f 7-4A A f TyPf, �, 6466 Y,6- ekrZ
hAff.59-50PE.r -4-17-41
&c,-rc - P4?zr
wk C6 -T - ( j c # )q �/s
AUAVA,Idle �Md4AI4 z?_It?d�f�
t9C 2,VL2. �4,rCf J-10
U??eA AAkA.-,64-(6r`_-7-L - .7Z3.'v*1z'._
Lo A/'f 4 AU'4 :- %- 4,f 67- L � /8:&"
Cs LJ
C-F h) = 0- ? 16 4 (4 9) 1- 40 tj
V/ 1. 4 -- (41-ill. t.o ?_ �_,,Ar
AAd'LA_amT-= -� E -- 07- (Zo. 4Z,6) -:m -40' v FT-(e_'r ds
Design Maps Summary Report
Page 01b,
Design Maps Summary Report
User -Specified Input
Report Title Campbell Nelson
Sat February 28, 2015 16:30: 11 UTC
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available in 2008)
Site Coordinates 47.78160N, 122.3455OW
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/Il/III
__j - woolks
,,:1Ynnwo
North 'Crook
IR
0
_21
.4Edmonds
wanor"_�vR&
Kingston �:Alde
O�
�errac
Mount ak'e" �errac
1014
A J.
0 N
I Sh eline
Indi'anola
0 -A
A M E R 11
Sucluamish
malaquest
02015mai;Quest-S e data @201591)p MapQuest
USGS-Provided Output
Ss = 1.261 g Sms = 1.261 g S.� = 0.841 g
S. = 0.493 g Sm,l = 0.743 g S,. = 0.495 g
For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the "2009 NEHRV building code reference document.
MCER Response Spectrum
1.04--
0.79-.
O.G5.
V5
0.52 Fll�
0.25.-
0.26--
0.13--
0,0,1 V- 1, l'. f. I- l'-
0,00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.90 1.80 2.00
Period, T (sec)
0.95
0.90.-
0.91
0.72
0.63.-
CM 0.54--
2 0.45.
FA
0. 26
0.27--
0.19--
0 , 09
0001
0.00 0.20 0.40 O.GO 0.90 1.00 1,20 1.40 I -GO 1.90 2.00
Period, T (sec)
For PGAm, TLI CRS, and CRI values, please view the detailed report.
Design Response Spectrum
http://ehp2-earthquake.wr.usgs.gov/desigmnaps/us/summarv.vhp?temt)late=minimal&latit... 2/28/2015
By. WAMBEKE Subject: Sign 2,16';3" Above Grade for
Date: 2/28/2015 CarnDbell Nelson Budoet Car Sa
Sheet 3 of
Job No. 15019�
I Telephone: (509) 443-6186 - Fax: (509) 448-6582 - E-Mail: dwambeke@msn.com I
Calculate Wind Load on Diss)lav Sion
Use Section 6 "Wind Loads" From ASCE 7-05
Wind Speed
110 MPH Exposure
Sign Width
18.33 Ft.
Sign Height
8.753 Ft.
Sign Height
16.25 Ft.
Sign Column Width
1 Ft.
Calculate Wind Pressure for
Elevator & Components
%=
0.00256 K, K, Kd V' I
Where
%=
Velocity Pressure, PSF
Kd=
Wind Directionality Factor
K,=
Velocity Pressure Exposure Coefficient
K,=
Topographic Factor = (1+K,+K2+K3 )2=
V =
110 mph
C
0.85
I = I for Type I Structure
h
K,
q, Sign
q, Sign
PSF
PSF
0-15
0.85
14.03
0.00
15-20
0.90
14.86
76.45
20-25
0.94
15.52
64.15
25-30
0.98
16.18
444.80
30-40
1.04
17.17
3081.44
40-50
1.09
17.99
0.00
50-60
1.13
18.65
0.00
60-70
1.17
19.31
0.00
70'80
1.21
19.97
0.00
80-90
1.24
20.47
0.00
90-100
1.26
20.80
0.00
100-120
1.31
21.63
0.00
120-140
1.36
22.45
0.00
140-160
1.39
22.95
0.00
160-180
1.43
23.61
0.00
180-200
1.46
24.10
0.00
Total Wind Load
3666.84
v to, 6 [dA.6 t, 5 d F 5 ( C AJ
T(ld-Qva ow
1.05
qz Sign Column Moment
PSF
ft-lb
210.47
1710
1135.81
21202
995.43
22938
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2341.71 45850
r- 2, Sf - t r F-T- 4
2W.�ir ft-a
4614A4 116W PAGE NO. + OF
WAMBEKE ENGINEERING DATE -z' -Z Fr.—(
Daniel Wambeke, P.E. 7w mra it rt z, r )v i z, rwo -T a w PROJECT NO. IS'Ofj
2913 E. 61" Court Phone: 509-443-6186 Fax: 509-448-6582 E-Mail: dwambeke@ms-n.com
Spokane, WA 99223
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WAMBEKE ENGINEERING
PAGE NO. OF
DATE 2r__11T
Daniel Wambeke, P.E.
PROJECTNO. /'5011
2913 E. 61" Court
Phone: 509-443-6186 Fax: 509-448-6582
E-Mail: dwambeke@msn.com
Spokane, WA 99223
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Prepared by Daniel Warnbeke, P.E. 2/28/2015
Page 4.
NON -CONSTRAINED SIGN POST FOOTING EMBEDMENT CALCULATIONS
Sign for Nelson Campbell/Budget Car sales, Edmonds, WA
Shoreline Sign & Awnings
SPAN
18.333 WIND SPEED, MPH
110
SIGN HEIGHT
16.25 IBC EXPOSURE
C
BAY SPACE
1 LOAD DURATION FACTOR
1.333
DEAD LOAD
4219
SIGN LIVE LOAD
305 ALLOW 1/2" MOVEMENT
Allowable Soil Bearing Pressure, PSF
Lateral Bearing Pressure = S =
DETERMINE FOOTING AREA REQ'D
Sign Live Load =
Sign Dead Load =
Total Vertical Load
Assumed Sign Post Depth = (Feet)
Allowable Soil Bearing Pressure
Pier Area Req'd = (Sq. Ft.)
Pier Diameter Req'd = (Feet)
WIND LOAD CALCULATION - Middle Areas
Wind Load = p = A Kt I p,30
p = Design Wind Pressure, PSF
A = Building Height & Exposure Adjust. Factor
K,t = Topographic Factor
I = Importance Factor =
p,30 = Wind Pressure, PSF
P = (PSF)
DETERMINE SIGN POST EMBEDMENT DEPTH
Moment @ Post Base = Ma =waA2/2 (Ft. Lb.)
2000 (CONSTANT TABLE 1806.20
150
305 Roof Load = Span/2 x Bay Space x (Roof Load + Dead Low
4219 Wall Dead Load = Eave Height x Bay Spacing x Wall Dead Load
4524
6
2000
2.26
4.00
1.21
1.00
1.00
10.62 ASCE 7-05 Figure 6-2
12.85 PSF
Moment @ Post Base = Ma =
45850.00 ft.-lb.
From Post -Frame Building Design Manual, 2000
d = ((6 Va + (8 Ma)/d)/S'b)AO.5 = where:
d = Minimum embedment depth, ft.
Va Shear force applied to foundation @ ground surface, lb.
Ma bending moment applied to foundation @ ground surface, ft.-lb.
S'= Adjusted allowable lateral soil pressure, lb./ft.
b = Effective post width, ft.
Try d
6.00 ft.
Va =
2342.00 lb.
S'= 1.33 x ((S (d/3 - 1) + 2.0 x S)
598.50 PSF
Post Face Width
10.625 Inches
Post Depth =
10.625 Inches
Footing Width, ft.
4.00 ft.
Minimum Embedment Depth d
5.60 ft.
Use Sign Footing 4'0" Diameter x 6'0" Deep
SIGN FT.IBC 2009.xls
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3'-111"
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Scale: 1.5" - 11-0"
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T-11" UPPER AREA= 3.91'x 1 - 333'=7 61 S
8 -9" LEM TRIANGLE AREAS (1,33x 5,66'-1,15-2SF,,qFt REC OVE 44
NL I UPPER AREA-- 3.91'x 18. 333,=64.16 SqFt 18067
0, LOWER AREA= 4.83'x 15.83'=76.45 SqFt MAR 0 5 2015 GISTVS:
P — . DEVELOPMENT SERVICES NAL
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TOTAL SIGN AREA=140.61 SqFt
SIGNAREA CALCULATION Scale: 3116"- 11-0" lio=
�j 'I Customer Name: Campbell Nelson
ProjectAddn��Edmonds, INA
Date: 1125/15 bell!!�E
Approved br.
Approvadby.
F
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MIGNUM;IUM""
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WELDED TO SIGN FRAME
x 4* x.25' VERTICAL STEEL TUBE
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MAR 0 5 21115
DEVELOPMENT SPRI
Customer Name: Campbell Nelson
Pm,00l Addr;;=Edmonds, VVA
bell Me son/Bud
Approved by.,
Approvodby.,
on
DEVELOPMENT DRAINAGE REPORT
for:
Parking Lot Design for Campbell Nelson
in the City of Edmonds, WA.
Tax Account No. 00491100000109 & 00491100000108
Site Address : 20415 - 2401h St. SW
Edmonds Project# BLD2014008
14HELT FILE
Prepared By: R. Michael Spano PE
RMS Engineering
COMWII'H -APPLICABLE
6 81,
S, RMWATER CODE
71
Lst- E�
RESUB
APR 2 2 2014
BUILDING DEPAK-WENT
CITY OF EDMONDS
CD
*/ 2--�D 14-
7 4pa
Submittal Date: 17thApril 2014
Owner: Campbell Nelson
24325 FEghway 99
Edmonds, WA. 98026
S� A- ftdclle-cf
n2:��
u w/m Svfptemen4ary
RMS Engineering 21101 - 80th Ave W. 4 B
Edmonds, WA. 98026
Table of Contents
Page
Drainage Information Sheet .................................. ... I
Project Overview Narrative ...................................... 2&3
Worksheet..... ...................................................... 4&5
Storm Drainage and Grading Plan (I I X 17").sheet 2 of 5 .... 6
Small Site Minimum Requirements ( 1 thru 10 ) ............. 7 & 8
Detention WW1-1M 3 printouts .................................. 9 to 15 1
Detention Pipe Sizing for Arch Pipe ............................. 16
Water Quality Calculations Printout ............................. 17 to 20
Bioswale Sizing Calculations for Water Quality ............... 21
Operation and Maintenance Items ............................... 22 to 27
RMS Engineering 21101 - 80'h Ave W. # B Edmonds WA. 98026
F
DRAINAGE INFORMATION SHEET
Project: Parking Lot Development Project engineer: R. Michael Spano PE
Developer: Campbe 11 Nelson RMS Engineering
Site Address: 20415 - 240THSt SW Edmonds, WA
Tax Acct. No.: 00491100000109 & 108
Project Total Area: 0.58 Acres
Total Development Area: 0.49 Acres ( 21,460 Sq. Ft.
Bypass Area: 0
Drainage Basin Information
Number of Basins.: I (Basin A)
Basin Analysis Type: Small Site - Category. 2 (City of Edmonds )
Onsite Basin A Development Area: 0.58 acres
Type of Storage: Underground Detention Arch Pipe
Impervious Area Used for Detention Calculation: 0.49 Acres
Approximate Storage Volume: 8307 cu. ft.
Soil Type: Alderwood with surface fill
Type of Water Quality: Bioswale
pa J -- I
RMS Engineering 21101 - 80'h Ave W #B Edmonds, WA 98026
i V
STORM DRAINAGE / DETENTION NARRATIVE FOR THE CAMPBELL NELSON
PARKING LOT DEVELOPMENT AT 240th STREET SW & WAVE. W.
The proposal is to develop the existing gravel area into a paved parking lot for
automobile storage for the existing Edmonds Auto Dealership of Campbell / Nelson.
The lot is a mostly triangular shaped which has been leveled and graveled and used as a
storage and staging area for a mobile homes dealership for over 30 years. The lot is about
0.58 areas and is almost all a gravel surface. It has been evenly graded with a downhill
slope to the southwest at about 2%. The parcel is bordered to the east by Highway 99,
the North by 240th Street SW and the west by 84th Ave. W. Very little uphill drainage
drains onto the property and there are no pipes or catchbasins on the parcel. The sub soils
on the lot appear to be alderwood soil series but have been filled, graded, compacted and
disturbed for a considerable time. The surface soil has a poor infiltration rate.
All the rainfall that lands on the property infiltrates or sheet flows to the southwest into a
catchbasin at the very southwest comer of the property. This basin is on the east side of
the 84th Ave W. Right -Away outlets south via a 12-inch storm pipe. The outlet storm
pipe has a 1.8% slope and is about 129 feet long where it enters another city catchbasin.
This second basin has a 12-inch outlet continues down 84hAve. W. south and west
through a series of pipes and basins and eventually connecting to the Edmonds Way
drainage system. This system is a Direct discharge outlet system into Edmonds Way
basin.
The city classifies the development as a Category 2 Small Site Project. This.
classification requires a detention system design for Redevelopment of the site into a
paved parking. area. The soils in the area do not allow much infiltration and therefore the
Praditional method of an oversized diameter pipe and catchbasin system was selected for
storm water detention. Because the site is under and an acre and outlets into the direct
discharge outlet system in Edmonds Way no maj or water quality is required. A grass
lined bioswale is designed to treat the water that drains off the proposed pavement area
before it enter the detention pipe.
Enclosed are the detention calculations were prepared for a 60-inch diameter pipe. The
design has been completed substituting a 5 9-inch high by 8 1 inch arch pipe for the 60-
inch pipe. Attached are calculations for the arch pipe illustrating it has the same the same
or more capacity. The system will be placed at the,lowest elevation of the parcel along
the south and east property lines. The calculation are based upon the per acre outlet
requirements from the Edmonds Storm Water Code Supplement Table 4 -5 for site with
5000 square feet or more effective impervious area. The arch detention pipe will have an
outlet control 60-inch diameter catchbasin placed in the very southwest comer of the
Storm Drainaoe / Detention Deslan Narrat*ve of Parkim, Lot Development pal e-
RMS Encyineenno 21101- 80"' Ave W. # B Edmonds. WA. 98026
C� Z�
property. The basin will have three orifices to control the 2,10 and 100 year storm
events. A summary of the detention calculations and orifice sizing are attached.
It will be necessary to in ' stall an additional 8-inch downstream outlet pipe in the right -
away to develop more outlet depth for the onsite outlet basin. This outlet pipe will be
installed along the east side of 84th Ave. W. pavement and be about 130 feet long. The
pipe will be at a relatively flat slope of 0.50% and outlet into an existing catchbasin. The
offsite pipe installation will allow a large detention pipe to be installed with minimal
filling onsite.
PO-je 3
Storm Draina2e / Detention Desian Narrative of Parkinz Lot Development
RNIS EnaineennLy 2 1101- 80"' Ave W. 4' B Edmonds. WA. 99026
I
1) Is Permeable Pavemene-Proposed For Use on this Site?
Refer to Stormwater,aeLkntent 2Eer 5. 1 Yes No
It YM, the subject area is to be considered Rape Mo- us f or initial site classification purposes. Include total
permpabla
pavement area in the calculation of N-on---&wAitgL -R-dp—laced and/or New impervious surface
areas in the table below.
2) Determine the Amount and Type of Existing & Proposed impervious Sufface, for the Site
Refer'to Stomwater �ff �ement Chapter 2 and Fig. C
Line IL: Identity the 14on-KeguWAed hupervious Surtabe AraL
Une Identify the Rqflaced Impervious Surrace Arok dividinitWtotd Oetween HUMpLi MA either or both
may be mo- . Note: For proje ct clas sification. puM o sm Reosee d Imp ervium may only J�e considere d exempt
under cert:am. conditions. Refer to the Glossary aW Figure D
1ke 3 Identify the New Impervious SurhM &,M f L Your po
'or Jea U M4WMOus areas created -post -July 7, 1977 or
after the date of annexation into the City we regulated & should be included in this total unlEss they can be
categorized separately as a Replaced -Regulated area.
Une4 Enter the sunrof the total 9gV1mgpL-R-=4lM4 plus the total New impervious area&
1Me S. Identify the total area cunady mitigated by an existing city-%�roved stotmwater mangigement system
Line Enter the sum of the value in Line 4 less the value in 11.m 5 to identify the total Regulated am in which
stormwater controls have not yet been applied.
Line 7 Idenffy the total am proposed to, be mitigated through the use of Low -Impact Development-Techiiiques.
Uneg Identify the total areaprqmed to bemitigated thrvugh conventiond Stokinwat,er Mamigement Technklues.
Provide a copy of the foll �On-the drainage plan, shed the proposed project
[.�Line Type Area (sq=re fed)
Non-Regulaled
2. Re&ced
3 3. New (Post VM 4 4 4 4 4 4 4 4 - +
4
Tatal Regulated 11;Wpw:;;Yi�ousArea
4.
Arzngxwn 7r4usmd if uz ewess of 20003f
5. Total Am Mitwted by Rdsting Stormwater Mintagemem System(s)
6.
Regulated Area Not Yet blitigated
7. Area Proposed to be Affftated by LAW Impact Devdqment Techniques
& 8.
Area Proposed to be hfftkded throu& Convenfiond SWM Tedinkpies
3) Determine the Total Area of liand Disturbing AdMq
Refer to Stormwater jUlement 22.ter 8
L4) *Determine the Quantityof Gradin& FM andforExcavation CV]
.5) WM the project convert 3/4 Acre or More of Native Vegetation to Lawn or -X No
Landscaped Area? El Yes
Idenfify the Watersheil'the Existing Sde Famoff Dhwharga to
Refer to Stormwater Sxapkment Chapter 2.3
Based on Site Location and -Water.shed Map -Figure-C. Check all that gMIL.
A. Direct Discharge B. creek or Laim Basin
)<Ednionds Way Basin
0 Puget Sound Basin
DETERMINE PROJECT CLASSIFICATION.USING TBE INFORMAT10N ABOVE
AND TBE PRO.IECT'CLA.SSM- CATTON CEDART (Figure B,'pg 4)
0 SruaU Site - Category 1 )KSnmU Site - . Category 2 0 Minor 91te
Siormwater.Supplement Stormwater Supplement Stormwater Supplement
. Chapter 5 Chapter 5 Chapter 6
Pa5e- 5
r I
A PORTION OF THE SW 1/4 OF THE SE 1/4 SECTION 31, TOWNSHIP 27 NORTH, RANGE 4 EAST, W.M., SNOHOMISH COUNTY, WASHINGTON
41"er
E.. IkI o!
E.- CB
240th St SW 4 9.2
If
F-6 NCO
to
N F-d
If V `_ 0
-48 =52,
Harold Mayo
z
E, C.1-
40- 0
-----------
ao, 41
E. CB 0 10 20 z
New 24� 31- J 0
r CL 7" 44 LF 8 .9wol. - -- , ) , " I— - -1.1 .11 2 6
Install 170 LF 1 PVC P te -5 E 166 45' 0 S-1 04 1 In
5'4
1. 40) Water
.-..e(LS[n'e to Building_ I r (IN FEET)
1 inch 20 ft.
'.. mq%y
Prject: Sim
Install 235 LF
Silt Fence par
C.O.E. El.l-__,�
Fi!
1550.,.
VICINITY MAP
Not to Scale
>
<
6':ILF 'Bioi
New 6' Chain C
:0_S=l:77%_ -.:t Unk Fence APN: 004911-OOOjOOI-OB
LEGAL DESCRIPTION
ai
2-017;-
THE NORTH 200 WEST LINE OF THAT PORTION OF
4.j C� MFEET. MEASURED ALONG THEA THE PLAT
0 TRACT 1, LAKE CAUEER FIVE ACRE TRACTS. CCORDING TO THEREOF
It RECORDED IN VOLUME 5 OF PLATS, PAGE 48. RECORDS OF SNOHOMISH COUNTY,
00 WASHINGTON. LYING WESTERLY OF STATE ROAD NO. 1.
V
-------- EXCEPT PORTION THEREOF CONVEYED TO STATE OF WASHINGTON FOR SECONDARY
DEED DATED AUGUST 12.
STATE HIGHWAY b-A BY 1963. RECORDED UNDER
1 KEYED NOTES 19
RECORDING NO. 16399
EXCEPT COUNTY ROAD ALONG WEST LINE.
Iv- AND EXCEPTING THE FOLLOWING DESCRIBED PORTION THEREOF HERETOFORE TAKEN
BY THE STATE OF WASHINGTON UNDER CONDEMNATION CAUSE NO. 110464 IN
New Cleancut INSTALL HOSE BIB ON BUILDING
I E 430.05
SUP COURT OF THE STATE OF WASHINGTON FOR SNOHOMISH COUNTY
8 UP 6 PVC k_ (COMMONLY EFERRED TO AS PARCEL NO 1-7581, TO VAT:
.1 ALL THAT PART CF THE ABOVE DESCRIBED PARCEL LYING EASTERLY OF A LINE
0) BE NNING ON THE 240TH LINE OF SURVEY OF SR 104, 236TH STREET SOUTHWEST
New Cleanout wl 12- TOG'MERIDIAN AVENUE AT HIGHWAY ENGINEER'S STATION (HEREINAFTER, REFERRED Z*
Locking Cast Iran .1�
TO AS H.E.S.) 8+60;
Lamphole Cover 0)
THENCE SOUTHERLY AT
RIGHT ANGLES, A DISTANCE OF 30 FEET,
IE 428.85 GENERAL NOTES THENCE EASTERLY, PARALLEL NTH SAID CENTERLINE TO A POINT OPPOSITE H.E.S. C CZ -l')
--f- 1. ALL WORK AND MATERIALS SHALL BE INSTALLED IN THENCE SOUTHEASTERLY TO A POINT OPPOSITE H.E.S. SIR 99 13+00 AND A
NRVEI 9+00: d
4S LF 6" PVC W ACCORDANCE NTH THE REQUIR W
(Sch 80) (9D 4.0% j EMENTS AND SPECIFICATIONS DISTANCE OF 85 FEET NORTHWESTERLY FROM SIR 99 CENTERLINE SURVEY OF SAID
OF THE CITY OF EDMONDS PUBLIC WORKS DEPARTMENT. SIR 04; 1:0 Co
v THEN10E SOUTHWEC �TERLY TO A POINT OPPOSITE OF H.E.S. SIR 99 9+35 AND A
2. NO CAR WASH FACILITY ALLOWED ON PARCEL. @
1 4 DISTAN E OF 159 FEET NORTHWESTERLY THEREFROM AND END OF THIS LINE (Z o)
DESCRICTION.
L
SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. c 00 03 9!
SS Lotera a
, 4;,r-7:
IE Ne� �F, REFERENCE:
427.05 Ke
LEGAL DESCRIPTION BASED ON CORRECTED QUIT CLAIM DEED FURNISHED BY
r- b%75 JOHN
MC COUNTY I
New 24' GRADING QUANTITIES
CLIP G&W MASTERS. NSTRUMENT
3 Site Grading: 69 CY Cut & i9l CY Fill 2012021 50143, DATED FEBRUARY 15, 2612.
f 61, Unsuitable material export to license site.
APN: 004911-000
-001-09
E. W-t
ALL THAT PORTION OF LOT 1 LAK MCALEER FIVE ACRE TRACTS. ACCORDING TO Uj 6)6
N OTES T E PLAT THEREOF 'RECORDE6 IN EVOLLIME 5 OF PLATS. PAGE 48. RECORDS OF
1. NO CORRECTION FOR SOIL EXPANSION OR UNSUITABLE SH DESC IBED AS FOLLOWS: �00
No
HOMISH COUNTY� WASHINGTON.
MATERIAL HAS BEEN MADE. CONTRACTOR IS RESPONSIBLE SOUR
CB.� 4 BEGINNING AT A POINT 2DO FEET TH OF THE NORTHWEST CORNER OF SAID
to PU CIS LOT 1;
4 FOR ALL EARTHWORK ESTIMATES USED FOR COS' RP Es.
2 EXCESS CUT YARDAGE NOT USED FOR FILL PER THE THENCE EAST PARALLEL TO NORTH LINE OF SAID LOT I TO WESTERLY MARGIN OF
ta;944 f
;�PPROVED
PLANS SHALL BE DISPOSED OF AT A PERMITTED STATE HIGHWAY;
THENCE SOUTHWESTERLY ALONG WESTERLY MARGIN OF STATE HIGHWAY 50 FEET,
C
SITE OR COMMERCIAL TOPSOIL COMPANY.
MORE OR LESS TO NORTHEAST CORNER OF TRACT CONVEYED TO SIGRID M DAL
00 U C\? 1z) C� cz�
71 , F! .. ,-, - _Y;-, BOSCO. ET AL, BY,DE�D RECORDED UNDER RECORDING NO. 1181299;
THENCE SOUTH 89'5515 WEST ALONG NORTH LINE OF SAID DAL BOSCO TRACT
157.7 FEET TO WEST LINE OF SAID LOT 1;
THENCE NORTH ALONG SAID WEST LINE TO POI T OF BEGINNING:
EOF; C
EXCEPT COUNTY ROAD ALONG WEST LINE THERN
AND EXCEPT THAT PORTION CONDEMNED FOR STATE HIGHWAY SR-104 IN
SNOHO ISH COUNTY SUPERI OR COURT CAUSE NO. I G9935.
On
E.. C.f-
PI. SITUATE IN THE COUNTY OF SNOHOMISH. STATE OF WASHINGTON.
I
C.In Lift lence
4" E .4d.39' 0 VERTICAL DATUM
to C C M
S 1D+ See Swale W Site Benchmarks-' (NAVD 88) 0 a) 3:
Star- Cirpr(nage, Eb-Idd E
Profile h Sheet 3
3' L
0 conaniite cum M C Q.
GENERAL INOORMATION OWNER M 4, 0
G_ Per (n C —
CO3,y Site Address: Campbell Nelson VW
Install Temporary
edime t Trap per
"Detail
S - - - - - - - - - 20415 24325 Highway 99 z U
C.O.E. E11.3 G-d 240th St ISW 01
-A, Edmonds, WA �8026 Edmonds, W. 98026
0 Parcel Area: 25,,468 Sf (0.58 Acres) (425) 778-1131 M 0 41
Proposed Imperv;o a Area: 20.040 Sl a) .5; 3
2--0- 2`0 2.-d. (See E72 Worktheet on Sheet 5 of 5)
SURVEYOR ENGINEER
a LU 01
C
111'�'2 GeoDimenelons RMS Engineering
Edwin Green, PILS 15025 R. Michael Spano, PE #19201
E. Bloswalle Section 10801 Main Street, Suits 102 21101 80th Ave W #B C 10
NOT TO SCALE Bell 98004 Edmonds, WA 95026 -0 W [L 0
"M (206) 999-8452
(425) B-4486 U E
1W
SHEET LIST 41 -
SHEET I ST REET GRADING, DRAINAGE & EROSION CONTROL PLAN 0
C-n Depth CL 'S' Asphaft SHEET 2 GRADING CROSS SECTIONS in
See Outfall Profile Depth CSTC
L��2C`mp*"ed
on Sheet 3 . 1-11 Depuh N� Soll SHEET 3 STORM PROFILES
SHEET 4 DRAINAGE DETAILS DCWN: HMM
DMIGNED: RMS
CB --porcry
I dIrraIT11 Trap
to �3or
4�7fh I- C.O.E_ De 11 El
Pavement Section SHEET 5 CIjY OF EDMONDS DETAILS & CONSTRUCTION SEQUENCE APPROVED: RNIS
Call 811: 48 Hours TE; 1!11-3
NOT TO SCALE Mv NO: Ri.-
SCALE: AS NoteF
Before' You Dig SHEET I OF
Requirement for Small Sites Category #2 Development
Small Site Minimum Requirement #1 — Preparation of Stormwater Site Plan: Several
design sheets are enclosed of civil engineering plans. The first is a Street, Grading,
Drainage & Erosion Control Plan. The second Grading Cross Sections, the third Storm
Profiles, the fourth Details, and the fifth sheet City of Edmond Details.
Small Site Minimum Requirement #2 — Construction Stormwater Pollution Prevention
Plans: The first sheet shown the Silt Fencing and the bioswale which are both proposed.
Small Site Minimum Requirement #3 — Source Control of Pollution: There are no
source control measures that are proposed for this parking lot design.
Small Site Minimum Requirement #4 — Preservation of the Natural Drainage System
Outfall: All the drainage from the site will flow south via a new pipe into the right -away
84th Ave West. This is the existing outfall for the site. There is almost no upland drainage
onto the site.
Small Site Minimum Requirement #5 — Onsite Stormwater Management: The parking
lot design with most of its area containing shallow compacted soils does not allow for
any of the LID options in table # 4-2 to be utilized. A bioswale will be installed along the
west property line for water quality treatment. The Traditional detention method is use
for mitigating stormwater drainage.
Small Site Minimum Requirement #6 — Runoff Treatment: Most of the rainfall water
runoff from the site will sheet flow into the bioswale along the west property line and will
be treated in the shallow swale. Calculation sizing the bioswale are attached to this report.
Printouts using WVVHM-3 are also enclosed to aid in the sizing of the swale. Down
turned tees is a few catchbasins will collect some surface oil drainage on the south
portion of the development.
Small Site Minimum Requirement #7 — Flow Control: A detention system with a
series of 5-foot deep underground arch pipe will be installed on the site. The outlet
restrictor catchbasin will be place at the very southwest comer of the parcel. WVrHM 3
modeling program is enclosed for the detention sizing.
Small Site Minimum Requirement #8 — Wetland Protection: No wetlands are on or
close to the site and protection is not required.
Small Site Minimum Requirement #9 — Operation and Maintenance: Enclosed are
copies of maintenance manuals clouded for use in the detention pipe and outlet restrictor
basin and bioswale.
paeje
RMS Engineering 21101 - 801h Ave. W #B Edmonds, WA. 98026
Small Site Minimum Requirement #10 - Offsite Analysis and Mitigation: No offsite
problems exist and no mitigation is required.
Small Site Minimum Requirement #11 — Financial Liability: No critical areas are
around the site and no downstream conveyance system capacity or flooding problems
have been located which require mitigation.
3�
RMS Engineering 21101 - 80'h Ave. W #B Edmonds, WA. 98026
WWHM2012
PROJECT REPORT
Project Name: 'CAMPE59t-t- N1�1�0,oj
Site Name: -PAFZJeW4Cv L-07-
Site Address: 246th and 84th
city : Edmonds
Report Date: 4/16/2014
Gage : Everett
Data Start : 1948/10/01
Data End : 2009/09/30
Precip Scale: 1.00
Version : 2014/04/14
Low Flow Threshold for POC 1 : 50 Percent of the 2 Year
High Flow Threshold for POC 1: 50 year
PREDEVELOPED LAND USE
Name : Undeveloped
Bypass: No
GroundWater: No
Pervious Land Use
Acres
C, Forest, Steep
.58
Pervious Total
0.58
Impervious Land Use
Acres
Impervious Total
0
Basin Total
0.58
Element Flows To:
Surface Interflow
MITIGATED LAND USE
Name : Basin 1
Bypass: No
GroundWater: No
Pervious Land Use Acres
Groundwater
I
C, Lawn, Steep .09
Pervious Total 0.09
Impervious Land Use Acres
ROOF TOPS FLAT 0.01
DRIVEWAYS FLAT 0.16
SIDEWALKS FLAT 0.01
PARKING FLAT 0.31
Impervious Total 0.49
Basin Total 0.58
Element Flows To:
Surface Interflow
,Tank 1 Tank 1
Name : Tank 1
Tank Name: Tank 1
Depth: 5.5 ft.
Tank Type Circular
Diameter 5.5 ft.
Length : 70 ft. "d P
Discharge Stru6�ture
Riser Height: 5.5 ft.
Riser Diameter: 18 in.
Orifice I Diameter: 0.65 in
Orifice 2 Diameter: 1.25 in
Orifice 3 Diameter: 1.75 in
Groundwater
LM5 rr =-
==- '2 Z' 5 F-r yr-T
Element Flows To:
Outlet 1 Outlet 2
Elevation: 0.5 ft.
Elevation: 2 ft.
Elevation: 3.25 ft.
Tank
Hydraulic
Table
Stage(ft)
Area(ac)
Volume(ac-ft)
Discharge(cfs)
Infilt(cfs)
0.0000
0.000
0.000
0.000
0.000
0.0611
0.001
0.000
0.000
0.000
0.1222
0.002
0.000
0.000
0.000
0.1833
0.003
0.000
0.000
0.000
0.2444
0.003
0.000
0.000
0.000
0.3056
0.004
0.000
0.000
0.000
0.3667
0.004
0.001
0.000
0.000
0.4278
0.004
0.001
0.000
0.000
0.4889
0.005
0.001
0.000
0.000
0.5500
0.005
0.002
0.002
0.000
0. 50 (1) CAP)
1.20 F-r
lo
0.6111
0.005
0.002
0.003
0.000
0.6722
0.005
0.002
0.004
0.000
0.7333
0.006
0.003
0.005
0.000
0.7944
0.006
0.003
0.006
0.000
0.8556
0.006
0.003
0.006
0.000
0.9167
0.006
0.004
0.007
0.000
0.9778
0.006
0.004
0.007
0.000
1.0389
0.006
0.005
0.008
0.000
1.1000
0.007
0.005
0.008
0.000
1.1611
0.007
0.005
0.009
0.000
1.2222
0.007
0.006
0.009
0.000
1.2833
0.007
0.006
0.009
0.000
1.3444
0.007
0.007
0.010
0.000
1.4056
0.007
0.007
0.010
0.000
1.4667
0.007
0.008
0.010
0.000
1.5278
0.007
0.008
0.011
0.000
1.5889
0.008
0.009
0.011
0.000
1.6500
0.008
0.009
0.011
0.000
1.7111
0.008
0.010
0.012
0.000
1.7722
0.008
0.010
0.012
0.000
1.8333
0.008
0.011
0.012
0.000
1.8944
0.008
0.011
0.013
0.000
1.9556
0.008
0.012
0.013
0.000
2.0167
0.008
0.012
0.019
0.000
2.0778
0.008
0.013
0.025
0.000
2.1389
0.008
0.013
0.029
0.000
2.2000
0.008
0.014
0.032
0.000
2.2611
0.008
0.014
0.035
0.000
2.3222
0.008
0.015
0.038
0.000
2.3833
0.008
0.015
0.040
0.000
2.4444
0.008
.0.016
0.042
0.000
2.5056
0.008
0.016
.0.044
0.000
2.5667
0.008
0.017
0.046
0.000
2.6278
0.008
0.018
.0.048
0.000
2.6889
0.008
0.018
0.050
0.000.
2.7500
0.008
0.019
0.052
0.000
2.8111
0.008
0.019
0.053
0.000
2.8722
0.008
0.020
0.055
0.000
2,9333
0.008
0.020
0.057
0.000
2.9944
0.008
0.021
0.058
0.000
3.0556
0.008
0.021
0.059
0.000
3.1167
0.008
0.022
0.061
0.000
3.1778
0.008
0.022
0.062
0.000
3.2389
0.008
0.023
0.064
0.000
3.3000
0.008
0.023
0.083
0.000
3.3611
0.008
0.024
0.093
0.000
3.4222
0.008
0.025
0.101
0.000
3.4833
0.008
0.025
0.108
0.000
3.5444
0.008
0.026
0.114
0.000
3.6056
0.008
0.026
0.119
0.000
3.6667
0.008
0.027
0.124
0.000
3.7278
0.008
0.027
0.129
0.000
3.7889
0.008
0.028
0.134
0.000
3.8500
0.008
0.028
0.138
0.000
3.9111
0.008
0.029
0.142
0.000
3.9722
0.007
0.029
0.146
0.000
4.0333
0.007
0.030
0.150
0.000
4.0944
0.007
0.030
0.154
0.000
4.1556
0.007
0.030
0.158
0.000
4.2167
0.007
0.031
0.161
0.000
4.2778
0.007
0.031
0.165
0.000
4.3389
0.007
0-032
0.168
0.000
4.4000
0.007
0.032
0.171
0.000
4.4611
0.006
0.033
0.175
0.000
4.5222
0.006
0.033
0.178
0.000
4.5833
0.006
0.034
0.181
0.000
4.6444
0.006
0.034
0.184
0.000
4.7056
0.006
0.034
0.187
0.000
4.7667
0.006
0.035
0.190
0.000
4.8278
0.005
0.035
0.193
0.000
4.88,89
0.005
0.035
0.196
0.000
4.9500
0.005
0.036
0.198
0.000
5.0111
0.005
0.036
0.201
0.000
5.0722
0.004
0.036
0.204
0.000
5.1333
0.004
0.037
0.206
0.000
5.1944
0.004
0.037
0.209
0.000
5.2556
0.003
0.037
0.212
0.000
5.3167
0.003
0.037
0.214
0.000
5.3778
0.002
0.038
0.217
0.000
5.4389
0.001
0.038
0.219
0.000
5.5000
0.000
0.038
0.222
0.000
5.5611
0.000
0.000
0.445
0.000
ANALYSIS RESULTS
Stream Protection Duration
Predeveloped Landuse Totals for POC #1
Total Pervious Area:0.58
Total Impervious Area:O
Mitigated Landuse Totals for POC #1
Total Pervious Area:0.09
Total Impervious Area:0.49
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period
Flow(cfs)
2 year
0.017275
5 year
0.025843
10 year
0.032043
25 year
0.040438
50 year
0.047087
100 year
0.054065
Flow Frequency Return Periods for Mitigated. POC #1
Return Period Flow(cfs)
2 year 0.075613
/2
5 year 0.102399
10 year 0 . 12 15 9 9 -OY--7:
25 year 0.147575"===
50 year 0.168204
100 year 0.1899 5 5
Stream Protection Duration
Annual Peaks for Predeveloped and Mitigated. POC #1
Year
Predeveloped
Mitigated
1949
0.010
0.060
1950
0.026
0.089
1951
0.014
0.083
1952
0.013
0.061
1953
0.015
0.055
1954
0.024
0.073
1955
0.029
0.106
1956
0.020
0.055
1957
0.027
0.096
1958
0.026
0.161
1959
.0.019
0.074
1960
0.018
0.077
1961
0.017
0.163
1962
0.021
0.076
1963
0.032
0.113
1964
0.018
0.083
1965
0.014
0.046
1966
0.010
0.051
1967
0.023
0.129
1968
0.026
0.104
1969
0.021
0.065
1970
0.012
0.056
1971
0.018
0.067
1972
0.018
0.139
1973
0.012
0.059
1974
0.016
0.094
1975
0.012
0.070
1976
0.013
0.092
1977
0.010
0.079
1978
0.013
0.053
1979
0.038
0.159
1980
0.016
0.060
1981
0.016
0.055
1982
0.017
0.086
1983
0.016
0.078
1984
0.015
0.058
1985
0.021
0.091
1986
0.053
0.120
1987
0.022
0.088
1988
0.013
0.057
1989
0.017
0.051
1990
0.015
0.054
1991
0.016
0.081
1992
0.015
0.057
1993
0.010
0.062
1994
0.008
0.054
1995
0.015
0.060
r,3.
1996
0.032
0.104
1997
0.063
0.150
1998
0.012
0.080
1999
0.015
0.055
2000
0.010
0.056
2001
0.004
0.054
2002
0.016
0.051
2003
0.012
0.051
2004
0.018
0.145
2005
0.016
0.085
2006
0.035
0.079
2007
0.026
0.089
2008
0.050
0.138
2009
0.014
0.080
Stream Protection Duration
Ranked Annual Peaks for Predeveloped and Mitigated
Rank
Predeveloped
Mitigated
1
0.0633
0.1630
2
0.0526
0.1612
3
0.0504
0.1592
4
0.0378
0.1497
5
0.0353
0.1455
6
0.0325
0.1388
7
0.0317
0.1378
8
0.0293
0.1288
9
0.0271
0.1196
10
0.0263
0.1128
11
0.0261
0.1063
12
0.0258
0.1044
13
0.0257
0.1039
14
0.0235
0.0959
15
0.0230
0.0944
16
0.0220
0.0924
17
0.0214
0.0905
18
0.0213
0.0889
19
0.0208
0.0885
20
0.0200
0.0878
21
0.0189
0.0857
22
0.0184
0.0851
23
0.0183
0.0832
24
0.0180
0.0829
25
0.0179
0.0815
26
0.0178
0.0804
27
0.0173
0.0800
28
0.0168
0.0791
29
0.0167
0.0787
30
0.0161
0.0780
31
0.0161
0.0772
32
0.0157
0.0757
33
0.0157
0.0745
34
0.0156
0.0725
35
0.0156
0.0703
36
0.0156
0.0671
37
0.0154
0.0646
38
0.0149
0.0623
POC #1
39
0.0149
0.0613
40
0.0148
0.0603
41
0.0148
0.0601
42
0.0146
0.0600
43
0.0144
0.0593
44
0.0137
0.0583
45
0.0136
0.0570
46
0.0133
0.0568
47
0.0133
0.0558
48
0.0131
0.0555
49
0.0130
0.0554
50
0.0124
0.0550
51
0.0124
0.0547
52
0.0122
0.0547
53
0.0120
0.0545
54
0.0118
0.0545
55
0.0101
0.0544
56
0.0100
0.0529
57
0.0099
0.0515
58
0.0097
0.0513
59
0.0095
0.0509
60
0.0077
0.0509
61
0.0037
0.0459
Stream Protection Duration
POC #1
Facility FAILED duration standard for 1+ flows.
Flow(cfs) Predev Mit Percentage Pass/Fail
0.0086
3682
40687
1105
Fail
0.0090
3316
37393
1127
Fail
0.0094
2969
34206
1152
Fail
0.0098
2676
31142
1163
Fail
0.0102
2411
28362
1176
Fail
0.0106
2168
25741
1187
Fail
0.0110
1941
23282
1199
Fail
0.0114
1768
20811
1177
Fail
0.0117
1586
18448
1163
Fail
0.0121
1435
16068
1119
Fail
0.0125
1272
13892
1092
Fail
0.0129
1140
11855
1039
Fail
0.0133
1026
10085
982
Fail
0.0137
920
9748
1059
Fail
0.0141
831
9465
1138
Fail
0.0145
764
9219
1206
Fall
0.0149
695
8967
1290
Fail
0.0152
646
8769
1357
Fail
0.0156
584
8545
1463
Fail
0.0160
534
8342
1562
Fail
0.0164
485
8165
1683
Fail
0.0168
454
7983
1758
Fail
0.0172
423
7823
1849
Fail
0.0176
396
7684
1940
Fail
0.0180
358
7534
2104
Fail
0.0183
321
7384
2300
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Western Washington Hydrology Model
PROJECT REPORT W Q
Project Name: Campbell Nelson
Site Address: 240th & 84th
city
Edmonds
Report Date
4/10/2014
Gage
Everett
Data Start
1948/10/01
Data End
1997/09/30
Precip Scale:
1.00
WWHM3 Version:
PREDEVELOPED LAND USE
Name Undeveloped
Bypass: No
GroundWater: No
Pervious Land Use Acres
C, Forest, Steep .58
Impervious Land Use Acres
Element Flows To:
Surface Interflow
Name : Developed
Bypass: No
GroundWater: No
Pervious Land Use
Acres
C, Lawn, Mod
.09
Impervious Land Use
Acres
ROOF TOPS FIAT
0.01
DRIVEWAYS FLAT
0.16
SIDEWALKS FLAT
0.01
PARKING FLAT
0.31
Element Flows To:
Surface Interflow
Groundwater
Groundwater
MITIGATED LAND USE
ANALYSIS RESULTS
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period
Flow(cfs)
2 year
0.017247
5 year
0.024999
10 year
0.030976
25 year
0.039556
50 year
0.046739
100 year
0.054636
Flow Frequency Return Periods for Mitigated. POC #1
Return Period
Flow(cfs)
2 year
0.146757
5 year
0.199206
10 year
0.236866
25 year
0.28789
50 year
0.32846
100 year
0.371278
Yearly Peaks for Predeveloped and Mitigated. POC #1
Year
Predeveloped
Mitigated
1950
0.010
0.120
1951
0.027
0.219
1952
0.014
0.152
1953
0.013
0.121
1954
0.015
0.165
1955
0.024
0.209
1956
0.029
0.179
1957
0.020
0.085
1958
0.027
0.148
1959
0.026
0.269
1960
0.019
0.143
1961
0.018
0.109
1962
0.017
0.348
1963
0.021
0.151
1964
.0.032
0.240
1965
0.018
0.109
1966
0.014
0.099
1967
0.010
0.100
1968
0.023
0.347
1969
0.026
0.193
1970
0.021
0.253
1971
0.012
0.115
1972
0.018
0.163
1973
0.018
0.278
1974
0.012
0.164
1975
0.016
0.184
1976
0.012
0.150
1977
0.013
0.134
1978
0.010
0.107
1979
0.013
0.094
1980
0.035
0.218
1981
0.016
0.101
1982
0.016
0.121
1983
0.017
0.127
1984
0.016
0.137
1985
0.015
0.138
1986
0.021
0.191
1987
0.053
0.194
1988
0.022
0.179
1989
0.013
0.145
1990
0.017
0.154
1991
0.015
0.099
1992
0.016
0.106
1993
0.015
0.122
1994
0.010
0.123
1995
0.008
0.087
1996
0.015
0.118
1997
0.032
0.135
1998
0.063
0.188
Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1
Rank
Predeveloped
Mitigated
1
0.0633
0.3476
2
0.0526
0.3468
3
0.0354
0.2780
4
0.0325
0.2687
5
0.0317
0.2527
6
0.0293
0.2399
7
0.0271
0.2189
8
0.0265
0.2184
9
0.0263
0.2088
10
0.0257
0.1938
11
0.0235
0.1928
12
0.0230
0.1911
13
0.0220
0.1881
14
0.0214
0.1845
15
0.0213
0.1792
16
0.0208
0.1787
17
0.0200
0.1654
18
0.0189
0.1639
19
0.0184
0.1628
20
0.0180
0.1538
21
0.0179
0.1517
22
0.0178
0.1509
23
0.0173
0.1503
24
0.0168
0.1482
2�
0.0167
0.1448
26
0.0161
0.1434
27
0.0157
0.1380
28
0.0156
0.1370
29
0.0156
0.1353
30
0.0156
0 , 1339
31
0.0154
0.1275
32
0.0149
0.1227
33
0.0149
0.1220
34
0.0148
0.1210
35
0.0146
0.1210
36
0.0144
0.1204
37
0.0137
0.1181
38
0.0133
0.1153
39
0.0133
0.1094
40
0.0131
0.1089
41
0.0130
0.1070
42
0.0.124
0.1060
43
0.0124
0.1005
44
0.0120
0.1003
45
0.0101
0.0994
46
0.0100
0.0986
47
0.0099
0.0942
48
0.0097
0.0867
49
0.0077
0.0847
The development has an increase in flow durations
from 1/2 predeveloped 2 year flow to the 2 year flow
or more than a 10% increase from the 2 year to the 50
year flow.
Water Quality B14P Flow and Volume for POC 1.
On-line facility volume: 0.0509 acre-feet
on-line facility target flow: 0 . 0 1 CfS.
Adjusted for 15 min: 0 . 0 7 7 1 cfs.
Off -line facility target flow: 0 . 0 3 9 6 Cf S.
Adjusted for 15 min: 0.044 cfs.
Per1nd and Imp1nd Changes
No changes have been made.
This program'and accompanying documentation is provided 'as -is' without warranty of any kind.
The entire risk regarding the performance and results of this program is assumed by the user.
Clear Creek Solutions and the Washington State Department of Ecology disclaims all warranties,
either expressed or implied, including but not limited to implied warranties of program and
accompanying documentation. In no event shall Clear Creek Solutions and/or the Washington State
Department of Ecology be liable for any damages whatsoever (including without limitation to
damages for loss of business profits, loss of business information, business interruption, and
the like) arising out of the use of, or inability to use this program even.if Clear Creek
Solutions or the Washington State Department of Ecology has been advised of the possibility of
such damages.
A4
APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES
NO. 3 -�EET��ENTI&N T"NKS AND:VRU��!§$
Maintenance
Defect or Problem
Conditions When Maintenance Is Needed'
Results Expected When
Component
Maintenance is Performed
Site
Trash and debris
Any trash and debris which exceed 1 cubic foot
Trash and debris cleared from site.
per 1,000 square feet (this is about equal to the
.amount of trash it would take to fill up one
standard size office garbage can). In general,
there should be no visual evidence of dumping'.
Noyious weeds
Any noxious or nuisance vegetation which may
Noxious and nuisance vegetation
constitute a hazard to County personnel or the
removed according to applicable
public.
regulations. No danger of noxious
vegetation where County personnel
or the public might normally be.
Contaminants and
Any evidence of contaminants or pollution such
Materials removed and disposed of
pollution
as oil, gasoline, concrete slurries or paint.
according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Grass/groundcover
Grass or groundcover exceeds 18 inches in
Grass or groundcover mowed to a
height
height no greater than 6 inches.
A'ank or Vau-It
"Trash and debri
Any trash and debris accumulated in vault or tank
No trash or debris in vault.
Storage Area
ns� ,:, -,,,,s
(includes floatables and non-floatables).
"" 80-
iment
Accumulated sediment depth exceeds 10% of the
All sediment removed from storage
ulation
diameter of the storage area for Y2 length of
storage vault or any point depth exceeds 15% of
area.
diameter. Example: 724nch storage tank would
require cleaning when sediment reaches depth of
7 inches for more than Y2 length of tank.
Tank Structure
���alr vent
Any blockage of the vent
Tank or vault freely vents.
Tank bent out of
Any part of tank1pipe is bent out of shape more
Tank repaired or replaced to design.
ap
�ap
than 10% of its design shape.
t
a 'ween
ap
Ts
�sh
A gap Wider than Y24nch at the joint of any tank
No water or soil entering tank
sectiont, damaged
iaged
,s or)
joints or cracks or
sections or any evidence of soil particles entering
the tank at a joint or through a wall.
through joints or walls.
-tQars, in wall
Vault Structure
Damage
Cracks wider than. %,inch, any evidence of soil
Vault is sealed and structurally
frame, bottom, and/or
entering the structure through cracks or qualified
sound.
top slab
inspection personnel determines that the vault is
not structurally sound.
Inlet/Outlet Pipes
Sediment
Sediment filling 20% or more of the pipe.
Inletfoutlet pipes dear of sediment.
"Pccumulation
rra—sh-andeebris
Trash and debris accumulated in inletfoutlet
No trash or debris in pipes.
pipes (includes floatables and non-floatables).
Damaged
Cracks wider than 1/24nch at the joint of the
No cracks more than 1/4-inch wide at
iniettoudet pipes or any evidence of soil entering
the joint of the inlet/outlet pipe.
at the joints of the inletfoutlet pipes.
2009 Surface Water Design Manual - Appendix A 1/9/2009
A-5
APPENDDC A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES
NO. 3 -e6ETENTION TANKS AND, 7A'UL-rs
Maintenance
Defect or Problem
Conditions When Maintenance Is Needed
Results Expected When
Component
Maintenance Is Performed
Access Manhole
f6over/lid not in place
CoverAid is missing or only partially in place.
Manhole access covered.
6-��
Any open manhole requires Immediate
itenance.
Locking mechanism
Mechanism cannot be opened by one
Mechanism opens with proper tools.
not working
maintenance person with proper tools. Bob
cannot be seated. Self-locking coverAid does not
work.
CoverAid difficult to
One maintenance person cannot remove
CoverAid can be removed and
remove
coverAid after applying 80 lbs of lift.
reinstalled by one maintenance
person.
Ladder rungs unsafe
Missing rungs, misalignment, rust, or cracks.
Ladder meets design standards.
Allows maintenance person safe
access.
Large access
Damaged or difficult
Large access doors or plates cannot be
Replace or repair access door so it
doors/plate
to open
opened/removed using normal equipment.
can opened as designed.
Gaps, doesn't cover
Large access doors not flat and/or access
Doors close flat and covers access
completely
opening not completely covered.
opening completely.
Lifting Rings missing,
Uffing rings not capable of liffing weight of door
Liffing.rings sufficient to lift or
rusted
or plate.,
remove door or plate.
pzje- ZR
1/9/2009 2009 Surface Water Design Manual - Appendix A
A-6
APPENDIX A MAINTENANCE REQUIREMENTS F(;R FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES
NO. 4 - CONTROL STRUCTURE/FLOW RESTRICTOR
Maintenance
Defect or Problem
Condition When Maintenance Is Needed
Results Expected When
Semp—onent
Maintenance is Performed
Structure
Trash or debris of more than I/. cubic foot which
No Trash or debris blocking or
is located immediately in front of the structure
potentially blocking entrance to
opening or is blocking capacity of the structure by
structure.
more than 10%.'
Trash or debris in the structure that exceeds 1/3
No trash or debris in the structure.
the depth from the bottom of basin to invert the
lowest pipe into or out of the basin.
Deposits of garbage exceeding 1 cubic foot in
No condition present which would
volume.
attract or support the breeding of
00010�" z"
insects or rodents.
Sediment
Sediment exceeds 60% of the depth from the
Sump of structure contains no
bottom of the structure to the invert of the lowest
sediment.
pipe into or out of the structure or the bottom of
the FROP-T section or is within 6 inches of the
invert of the lowest pipe into or out of the
structure or the bottom of the FROP-T section.
Damage to frame
mer of frame extends more than % inch past
Frame is even with curb.
�nndlor top slab
la
curb face into the street (if applicable).
Top slab has holes larger than 2 square inches or
Top slab Is free of holes and cracks.
cracks wider than % inch.
Frame not sitting flush on top slab, I.e.,
Frame is sitting flush on top slab.
separation of more than 3/4 inch of the frame from
the top slab.
Cracks in walls or
Cracks wider than % inch and longer than 3 feet,
Structure is sealed and structurally
bottom
any evidence of soil particles entering structure
sound.
through cracks, or maintenance person judges
that structure is unsound.
Cracks wider than Y2 inch and longer than I foot
No cracks,more than '14 inch wide at
at the joint of any iniettoutlet pipe or any evidence
the joint of inlet/outlet pipe.
of soil particles entering structure through cracks.
Settlement/
Structure has settled more than I inch or has
Basin replaced or repaired to design
misalignment
rotated more than 2 inches out of alignment
standards.
Damaged pipe joints
Cracks wider than Y.4nch at the joint of the
inlettoutlet pipes or any evidence of soil entering
No cracks more than %-inch wide at
the joint of inlettoutlet pipes.
the structure at the joint of the inletfoutlet pipes.
Contaminants and
Any evidence of contaminants or pollution such
Materials removed and disposed of
pollution
as oil, gasoline, concrete slurries or paint.
according to applicable regulations.
Source control BMPs implemented if
appropriate. No contaminants
present other than a surface oil film.
Ladder rungs missing
Ladder is unsafe due to missing rungs,
Ladder meets design standards and
or unsafe
misalignment rust, cracks, or sharp edges.
allows maintenance person safe
access.
"FROP-T Section
amag'je
T section Is not securely attached to structure
T section securely attached to wall
wall and outlet pipe structure should support at
and outlet pipe.
least 1,000 lbs of up or down pressure.
Structure is not in upright position (allow up to
Structure in correct position.
10% from plumb).
Connections to outlet pipe are not watertight or
Connections to outlet pipe are water
show_signs of deteriorated grout.
fight structure repaired or replaced
and works as designed.
Any holes --other than designed holes —win the
Structure has no holes other than
structure.
designed holes.
Cleanout Gate
Plamaged or missing
Cleanout gate Is missing.
Replace deanout gate.
2009 Surface Water Design Manual — Appendix A 1/9/2009
A-7
APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES
NO.4-CONTR ��Tli�(�TU �LC;REiTP�JCTO�R
Maintenance
Defect or Problem
Condition When Maintenance -is Needed
Results Expected When
Component
Maintenance Is Performed
Cleanout gate is not watertight.
Gate is watertight and works as
designed.
Gate cannot be moved up and down by one
Gate moves up and down easily and
maintenance person.
is watertight
Chainlrod leading to gate is missing or damaged.
Chain is in place and works as
designed.
rifice Plat i
Damaged or missing
Control device is not working properly due to
Plate is in place and works as
missing, out of place, or bent orifice plate.
designed.
Obstruction
Any trash, debris, sediment, or vegetation
Plate is free of all obstructions and
<
blocking the plate.
works as designed.
Overflow Pipe
Obstructions
Any trash or debris blocking (or having the
Pipe is free of all obstructions and
potential of blocking) the overflow pipe.
works as designed.
Deformed or damaged
Lip of overflow pipe is bent or deformed.
Overflow pipe does not Allow
lip
overflow at an elevation lower than
design
InlettOutlet Pipe
Sediment
accumulation
Sediment filling 20% or more of the pipe.
Inlet/outlet pipes clear of sediment.
Trash and debris
Trash and debris accumulated in inlettoutlet
No trash or debris in pipes.
pipes (includes floatables and non-floatables).
Damaged
Cracks wider than 1/2-inch at the joint of the
No cracks more than 1/44nch wide at
inlet/oudet pipes or any evidence of soil entering
the joint of the inletfoutlet pipe.
at the joints of the inletfoutlet pipes.
Metal Grates
Unsafe grate opening
Grate with opening wider than 7/s inch.
Grate opening meets design
(if Applicable)
standards.
Trash and debris
Trash And debris that is blocking more than 20%
Grate free of trash and debris.
of grate surface.
footnote to guidelines for disposal
Damaged or missing
Grate missing or broken member(s) of the grate.
Grate is in place and meets design
standards.
Manhole Cover/Lid
Coverfild not in place
CoverAld is missing or only partially in place.
Cover/lid protects opening to
Any open structure requires urgent
structure.
maintenance.
Locking mechanism
Mechanism cannot be opened by one
Mechanism opens with proper tools.
Not Working
maintenance person with proper tools. Bolls
cannot be seated. Self-locking coverAid does not
work.
CoverAld difficult to
One maintenance person cannot remove
Covernid can be removed and
Remove
coverfild after applying 80 lbs. of lift.
reinstalled by one maintenance
person.
1/9/2009 2009 Surface Water Design Manual — Appendix A
A-8
APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES
I
NO. 5 - CATCH BASINSAND MANHOLES
Maintenance
SWWnent
Defect or Problem
Condition When Maintenance Is Needed
Results Expected When
Maintenance Is Performed
(Metal G �ts
(Calch Basins)
Unsafe grate opening
Grate with opening wider than 7/a inch.
Grate opening meets design
standards.
"rips
07 r-ash ar;dJei iis
Trash and- debris that is blocking more than 20%
Grate free of trash and debris.
of grate surface.
footnote to guidelines for disposal
Damaged or missing
Grate missing or broken member(s) of the grate.
Any open structure requires urgent
Grate is in place and meets design
standards.
maintenance.
Manhole Cover/Lid
\Cover/lid not in pW�
Coverfiid is missing or onlypartially In place.
Any open structure requires urgent
CoverAld protects opening to
structure.
maintenance.
Locking mechanism
Not Working
Mechanism cannot be opened by one
maintenance person with proper tools. Bolts
Mechanism opens with proper tools.
cannot be seated. Self-locking coverAld does not
work.
Cover/lid difficult to
One maintenance person cannot remove
CoverAid can be removed and
Remove
coverAid after applying 80 lbs. of lift.
reinstalled by one maintenance
I
person.
1/9/2009 2009 Surface Water Desip Manual — Appendix A
A-10
APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES
NO. 14 - WET B10FILTRATION SWALE
Maintenance
Defect or Problem
Condition When �Malntenance Is Needed
Results Expected When
Component
Maintenance Is Performed
�ha debris
Any trash and/or debris accumulated at the site.
No trash or debris at the site.
Contamlnar;z�anc�:)
Any evidence of contaminants or pollution such
Materials removed and disposed of
as oil, gasoline, concrete slurries or paint.
according to applicable regulations.
Source control BMPi implemented if
appropriate. No contaminants
present other than a surface oil film.
Swa a Section-)
Sediment
Sediment depth exceeds 2 inches in 10% of the
No sediment deposits in treatment
-Rccumulation
swale treatment area.
area.
Er� rion/so"ou'ringw
Eroded or scoured swale bottorn due to
No eroded or scoured areas in
channelization or high flows.
bioswale. Cause of erosion or scour
addressed.
Water depth
Water not retained to a depth of about 4 inches
Water depth of 4 inches through out
during the wet season.
swale for most of wet season.
Vegetation ineffective
Vegetation sparse, does not provide adequate
Wetland vegetation fully covers
filtration or crowded out by very dense clumps of
bottom of swale and no caltails or
attall or nuisance vegetation.
nuisance vegetation present.
Insufficient water
Welland vegetation dies due to lack of water.
Wetland vegetation remains healthy
(may require converting to grass
lined bioswale
Flow Spreader
Concentrated flow
Flow from spreader not uniformly distributed
Flows are spread evenly over entire
across entire swale width.
swale width.
Sediment
Sediment filling 20% or more of the pipe.
Inlet/butlet pipes dear of sedirrient.
Jrash.and dieNds -'I
Trash and debris accumulated in inlet/outlet
No trash or debris in pipes.
pipes (includes floatables; and non-fioatables).
Damaged
Cracks wider than Y2-inch at the joint of the
inlettoutlet pipes or any evidence of soil entering
No cracks more than '/,inch wide at
the joint of the inlettoutlet pipe.
at the joints of the inletioutlet pipes. .
D6LO
T -J
2009 Surface Water Design Manual — Appendix A 1/9/2009
A-19
�p
SUPPLIMENTARY INFORMATION
FOR DRAINAGE REPORT
for:
Parking Lot Design for Campbell Nelson
in the City of Edmonds, WA.
Tax Account No. 00491100000109 & 00491100000108
Site Address : 20415 - 2401h St. SW
Edmonds Project# BLD2014008
APPLICABLE Prepared By:
ATER CODE
Cee 0 V 51 n 't
a"--"4 !�4eo I e
S-el� 111?-
celf
R. Michael Spano PE S Orr% &- �
RMS Engineering KtETFILE
RESUB
'30 -r'
1�amn-
Prepared to address city comments of June 18'h2014
Resubmittal Date: 30th June 2014
JUN 3 0 2014
BUILDING DEPAMWIENT
GITY OF EDMONDS
Owner: Campbell Nelson
24325 Highway 99
Edmonds, WA. 98026
RMS Engineering 21101 - 80th Ave W. # B Edmonds, WA. 98026
Table of Content
Revised Plan Sheet 4 of 7 - Paving and Storm Drainage Plan
Revised Plan Sheet 5 of 7 - Storm Profiles
Revised Plan Sheet 7 of 7 - Parking Lot Development
Calculations and Sections. for Contech Stormfilter Catchbasin
WWHM3 Detention Calculations using "Puget East 36" precipitation files
RMS Engineering 21101 - 80th Ave W. # B Edmonds, WA. 98026
Comment Response Narrative
A meeting with the design engineer, R Michael Spano PE, and the Edmonds Stormwater
engineer, Jerry Shuster PE, was held at the city on June 26 Ih 2014 and the flowing was
determined to be acceptable revisions to the plans and calculations for approval.
The basic treatment of water quality was required for the portion of the property not
drained by the bioswale. This is the area of about 8600 square feet of parking lot
impervious pavement. Treatment for this area will be accomplished by installation of a
double canister stornifilter catch basin device installed as a replacement for CB# 5 as.
noted on sheet 4. A detail of the storinfilter catchbasin is shown on sheet 5. This is sized
a shown in the attached calculations for the Contech staff engineer.
The attached detention calculations have been preformed using the "Puget East 36"
precipitation files. The storin detention sizing has not changed with these new
calculations. The orifice and 10 and 100 year events are still within requirements without
revisions.
The outlet pipe has previously had its outlet location revised to enable it to be installed
only in the city right -away and not cross into any WSDOT property.
The detention pipe has been specified to be ACSP of Aluminized Corrugated Steel Pipe
w/ type 2 ASSTO designated M274 and M36. The contractor may change the pipe type
with prior approval form the city.
Sheet 7 has the Edmonds "Flow Control Structure Detail E5.4" added to the plan for
reference in installation of CB# 2.
RMS Engineering 21101 - 80th Ave W. # B Edmonds, WA. 98026
C-��\ 141
154�ov-NTECH"'
ENGINEERED SOLUTIONS
CONTECH Stormwater Solutions Inc. Engineer:
Date
Site Information
Project Name
Project State
Project Location
Drainage Area, Ad
Impervious Area, Ai
Pervious Area, Ap
% Impervious
Runoff Coefficient, Rc
Water quality flow
Peak storm flow
Filter System
Filtration brand
Cartridge height
Specific Flow Rate
Flow rate per cartridge
Determining Number of
Cartridges for Flow Based
Systems
JWM
6/2612014
C13 #5
Parking Lot - Edmonds,Wa
Washington
Edmonds
0.20 ac (8 700
0.20 ac
0.00
100%
0.95
0.02 cls
0. 13 cfs
StormFilter
18 in
1.00 gpm/ft'
7.5 gpm
SUMMARY
Number of Cartridges 21
:Sp.rr. �
@2006 CONTECH Stormwater Solutions
contechstormwater.com 1 of 1
VANEqj�� LRI��
A
L
11-V
C40LLAR
CONCRETE COLLAR
AND REBAR TO MEET
HS20 IF APPLICABLE BY
A
i
ACCESS COVER
OUTSIDE RIM
PLAN VIEW
STORMFILTER CATCHBASIN DESIGN NOTES
STORMFILTER TREATMENT CAPACITY IS A FUNCTION OF THE CARTRIDGE SELECTION AND THE NUMBER OF CARTRIDGES. 2 CARTRIDGE CATCHBASIN
HAS A MAXIMUM OF TWO CARTRIDGES. SYSTEM IS SHOWN WITH A 2r CARTRIDGE. AND IS ALSO AVAILABLE WITH AN IS- CARTRIDGE. STORMFILTER
CATCHBASIN CONFIGURATIONS ARE AVAILABLE WITH A DRY INLET BAY FOR VECTOR CONTROL CAPACITY, AN UPSTREAM BYPASS STRUCTURE IS
PEAK HYDRAULIC CAPACITY PER TABLE BELOW. IF THE SITE CONDITIONS EXCEED PEAK HYDRAULIC
REQUIRED.
CARTRIDGE SELECTION
��&OVIDE ALL MATERIALS UNLESS NOTED OTHERWISE.
2. FOR SITE SPECIFIC DRAV41NGS WITH DETAILED STORMFILTFR CATCHRASIN STRUCTIJRE DIMENSIONS AND WEIGHTS. PLEASE CONTACT YOUR
CONTECH ENGINEERED SOLUTIONS LLC REPRESENTATIVE. �.ContediE&wm
3. STORMFILTFR CATCHBASIN WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED IN
THIS DRAWING.
4. INLET SHOULD NOT BE LOWER THAN OUTLET- INLET OF APPUCABLE) AND OUTLET PIPING TO BE SPECIFIED BY ENGINEER AND PROVIDED BY
CONTRACTOR. C 1 0 G. ST
5. STORMF LTER CATCHBASIN EQUIPPED WITH 4 INCH (APPROXIMATE) LONG STUBS FOR INLET (IF APPLI ABLE AND UTLET PoltH ANDARD
OUTLET STUB IS 8 INCHES IN DIAMETER. MAXIMUM OUTLET STU8 IS 15 INCHES IN DIAMETEFL CONNECTION TO COLLECTION PIPING CAN BE MADE
6. USING FLEXIBLE COUPLING By CONTRACTOR- STEEL PLATF- CASTINGS SHALL MEET AASHTO M305 LOAD RATING. TO MEET HS20 LOAD
S U NOSE ANUFACTU =1,14 INCH 94 REINFORCING BARS TO
STEEL TE 8 REQUIRED. WHEN REQUIRED. CONCRETE COLLAR WITH QUANTITY (2)
RAnN..N=CTUR. �.N.RE
BE PROVIDED BY CONTRACTOR PTH SHALL
7. FILTER CARTRIDGES SHALL BE MEOLA-FILLED, PASSIVE. SIPHON ACTUATED, RADIAL FLOW, AND SELF CLEANING, RADIAL MEDIA DE BE
T-INCHES. FILTER MEDIA CONTACT TIME SHALL BE AT LEAST 37 SECONDS.
a. SPECIFIC FLOW RATE IS EQUAL TO THE FILTER TREATMENT CAPACITY (gpm) DIVIDED BY THE FILTER CONTACT SURFACE AREA (eq ft�
INSTALLATIO"-WS 'SPECIFIC DESIGN CONSIDERATIONS AND SMALL BE SPECIFIED BY
A. ANY Sua-BASE, BACKFILL DEPTH. AND/OR ANTWLOTATION PROVISIONS ARE SITE
ENGINEER OF RECORD. SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE CATCHBASIN (LIFTING CLUTCHES
CONTRACTOR TO PROVIDE EQUIPMENT WITH
PROVIDED).
c. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO PROTECT CARTRIDGES FROM CONSTRUCTION-RELATrD EROSION RUNOFF.
OPTIONAL SLOPED LID FLOATABLES BAFFLE
CORNER ELEVATIONS TO BE
2 SPECIFIED BY ENGINEER PERMANENT
L
B
POOL LEVEL
FINISHED GRADE T__
----------
PERMANENT
POOL ELEVATION
FILTRATION
BAY INLET
LIFTING EYE
(TYP ' OF 4)
WEIRWALL
EL—o—w
STORMFILTER T— I L-V-j
CARTRIDGE TYP.
FILTRATION CARTRIDGE INLET STUB OUTLET STUB
PORT TYR
BAY INLET TYP. SUP 7t—1 (OPTIONAL) —72' OUTLET PIPE
FLOW FROM FLOW`IaT
KIT TYP.
CLEANOUT CATCHBASIN FOOT —INSIDE� CATCHBASIN FOOT
ACCESS PLUG —/B ITYP. OF 4) (TYP. OF 4)
ON WEIR WALL
2.
OUTSIDE
SECTION A -A SECTION B-B
Sto,m�—ilte,-
=a:
2-CARTRIDGE DEEP CATCHBASIN
STORMFILTER DATA
UCTUREID
M--
WATER I W� TE �(d,) �
XXX
PEAK FLOW RATE: -1.8
XXX
RETURN PERIOD OF P
)00(
CARTRIDGE FLOW m
XX
MEDIA TYPE (CSF. P RLITE. ZPG, GAC. PHS)
ON
)OC
PIPE DATA:
I.E.
DIAMETER
INLET STUB
XXX
X)c
OUTLET STUB
))DDxL)Cc
CONFIGURATIONS OUTLET
dET INLET OUILET
5 NLET INLET =
INLET INLET
*COVER
SLOPED LID YES\NO
SOLID �F YES\NO
NOTES/SPEML RLQUlKk:MtN 10;
sm
WWHM2012
PROJECT REPORT
Project Name: Campbell Nelson Parking Lot
Site Name: Parking Lot
Site Address: 240th and 84th
city : Edmonds
Report Date: 6/23/2014
MGS Regoin : Puget East 36
Data Start : 1901/10/1
Data End : 2058/09/30
DOT Data Number: 03
Version : 2014/04/14
Low Flow Threshold for POC 1 : 50 Percent of the 2 Year
High Flow Threshold for POC 1: 50 year
PREDEVELOPED LAND USE
Name Undeveloped
Bypass No
GroundWater: No
Pervious Land Use
Acres
C, Forest, Steep
.58
Pervious Total
0.58
Impervious Land Use
Acres
Impervious Total
0
Basin Total
0.58
Element Flows To:
Surface Interflow
MITIGATED LAND USE
Name Basin 1
Bypass No
GroundWater: No
Pervious Land Use Acres
C, Lawn, Steep .09
Pervious Total 0.09
Groundwater
Impervious Land Use Acres
ROOF TOPS FLAT 0.01
DRIVEWAYS FLAT 0.16
SIDEWALKS FLAT 0.01
PARKING FLAT 0.31
Impervious Total 0.49
Basin Total 0.58
Element Flows To:
Surface Interflow Groundwater
Tank 1 Tank 1
Name : Tank 1
Tank Name: Tank 1
Dimensions btl,5 Slf0a.44t
Depth: 5.5 ft.
Tank Type: Circular g;7 5 7'
Diameter: 5.5 ft. IF-r,
Length : 70 ft.-cd--
Discharge Structure
Riser Height: 5.5 ft.
Riser Diameter: 18 in.
Orifice 1 Diameter: 0.65 in. Elevation: 0.5 ft.
Orifice 2 Diameter: 1.25 in. Elevation: 2 ft. --'
Orifice 3 Diameter: 1.75 in. Elevation: 3.25 ft.--w---
Element Flows To:
Outlet 1 Outlet 2
Stage(ft)
Tank
Area(ac)
Hydraulic
Volume (ac-ft)
Table
Discharge (cfs)
InfIlt (cf s)
0.0000
0.000
0.000
0.000
0.000
0.0611
0.001
0.000
0.000
0.000
0.1222
0.002
0.000
0.000
0.1833
0.003
0.000
0.000
0.000
0.2444
0.003
0.000
0.000
0.000
0.3056
0.004
0.000
0.000
0.000
0.3667
0.004
0.001
0.000
0.000
0.4278
0.004
0.001
0.000
0.000
0.4889
0.005
0.001
0.000
0.000
0.5500
0.005
0.002
0.002
0.000
0.6111
0.005
0.002
0.003
0.000
0.6722
0.005
0.002
0.004
0.000
0.7333
0.006
0.003
0.005
0.,000
1z
uu))l .,
41
3�20 FT rT.
DeAo
0.7944
0.006
0.003
0.006
0.000
0.8556
0.006
0.003
0.006
0.000
0.9167
0.006
0.004
0.007
0.000
0.9778
0.006
0.004
0.007
0.000
1.0389
0.006
0.005
0.008
0.000
1.1000
0.007
0.005
0.008
0.000
1.1611
0.007
0.005
0.009
0.000
1.2222
0.007
0.006
0.009
0.000
1.2833
0.007
0.006
0.009
0.000
1.3444
0.007
0.007
0.010
0.000
1.4056
0.007
0.007
0.010
0.000
1.4667
0.007
0.008
0.010
0.000
1.5278
0.007
0.008
0.011
0.000
1.5889
0.008
0.009
0.011
0.000
1.6500
0.008
0.009
0.011
0.000
1.7111
0.008
0.010
0.012
0.000
1.7722
0.008
0.010
0.012
0.000
1.8333
0.008
0.011
0.012
0.000
1.8944
0.008
0.011
0.013
0.000
1.9556
0.008
0.012
0.013
0.000
2.0167
0.008
0.012
0.019
0.000
2.0778
0.008
0.013
0.025
0.000
2.1389
0.008
0.013
0.029
0.000
2.2000
0.008
0.014
0.032
0.000
2.2611
0.008
0.014
0.035
0.000
2.3222
0.008
0.015
0.038
0.000
2.3833
0.008
0.015
0.040
0.000
2.4444
0.008
0.016
0.042
0.000
2.5056
0.008
0.016
0.044
0.000
2.5667
0.008
0.017
0.046
0.000
2.6278
0.008
0.018
0.048
0.000
2.6889
0.008
0.018
0.050
0.000
2.7500
0.008
0.019
0.052
0.000
2.8111
0.008
0.019
0.053
0.000
2.8722
0.008
.0.020
0.055
0.000
2.9333
0.008
0.020
0.057
0.000
2.9944
0.008
0.021
0.058
0.0,00
3.0556
0.008
0.021
0.059
0.000
3.1167
0.008
0.022
0.061
0.000
3.1778
0.008
0.022
0.062
0.000
3.2389
0.008
0.023
0.064
0.000
3.3000
0.008
0.023
0.083
0-7�
3.3611
0.008
0.024
0.093
0.000
3.4222
0.008
0.025
0.101
0.000
3.4833
0.008
0.025
0.10R
0.000
3.5444
0.008
0.026
U.114
0.000
3.6056
0.008
0.026
0.119
0.000
3.6667
0.008
0.027
0.124
0.000
3.7278
0.008
0.027
0.129
0.000
3.7889
0.008
0.028
0.134
0.000
3.8500
0.008
0.028
0.138
0.000
3.9111
0.008
0.029
0.142
0.000
3.9722
0.007
0.029
0.146
0.000
4.0333
0.007
0.030
0.150
0.000
4.0944
0.007
0.030
0.154
0.000
4.1556
0.007
0.030
0.158
0.000
4.2167
0.007
0.031
0.161
0.000
4.2778
0.007
0.031
0.165
0.000
4.3389
0.007
0.032
0.168
0.000
4.4000
0.007
0.032
0.171
0.000
4.4611
0.006
0.033
0.175
0.000
4.5222
0.006
0.033
0.178
0.000
4.5833
0.006
0.034
0.181
0.000
4.6444
0.006
0.034
0.184
0.000
4.7056
0.006
0.034
0.187
0.000
4.7667
0.006
0.035
0.190
0.000
4.8278
0.005
0.035
0.193-
0.000
4.8889
0.005
0.035
0.196
0.000
4.9500
0.005
0.036
0.198
0.000
5.0111
0.005
0.036
0.201
0.000
5.0722
0.004
0.036
0.204
0.000
5.1333
0.004
0.037
0.206
0.000
5.1944
0.004
0.037
0.209
0.000
5.2556
0.003
0.037
0.212
0.000
5.3167
0.003
0.037
0.214
0.000
5.3778
0.002
0.038
0.217
0.000
5.4389
0.001
0.038
0.219
0.000
5.5000
0.000
0.038
0.222
0.000
5.5611
0.000
0.000
0.445
0.000
ANALYSIS RESULTS
Stream Protection Duration
-----------------------------------------------------------------
Predeveloped Landuse Totals for POC #1
Total Pervious A=ea:0.58
Total Impervious Area:O
Mitigated Landuse Totals for POC #1
Total Pervious Area:0.09
Total Impervious Area:0.49
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period
Flow.(cfs)
2 year
0.015779
5 year
0.025161
10 year
0.030344
25 year
0.035668
50' year
0.038853
100 year
0.041483
Flow Frequency Return Periods for Mitigated.
Return Period
Flow(cfs)
2 year
0.069498
5 year
0.097788
10 year
0. 11911 -4-
25 year
0.149 9
C A
n 1 '7 "� 0 0 C�
POC # 1
azC4,
04- � -
year
100 year 0.200767 0.
44
)( OAS)
Stream Protection Duration
Annual Peaks for Predeveloped and Mitigated. POC #1
Year
Predeveloped
Mitigated
1902
0.021
0.073
1903
0.007
0.060
1904
0.019
0.095
1905
0.008
0.050
1906
0.006
0.048
1907
0.025
0.121
1908
0.015
0.073
1909
0.017
0.062
1910
0.027
0.110
1911
0.015
0.059
1912
0.048
0.153
1913
0.019
0.057
1914
0.006
0.115
1915
0.007
0.048
1916
0.011
0.077
1917
0.007
0.058
1918
0.013
0.057
1919
0.009
0.052
1920
0.015
0.058
1921
0.014
0.052
1922
0.017
0.076
1923
0.013
0.055
1924
0.007
0.051
1925
0.007
0.049
1926
0.013
0.055
1927
0.017
0.056
1928
0.012
0.054
1929
0.027
0.096
1930
0.014
0.063
1931
0.015
0.061
1932
0.012
0.063
1933
0.012
0.056
1934
0.032
0.127
1935
0.013
0.053
1936
0.019
0.060
1937
0.021
0.109
1938
0.016
0.057
1939
0.002
0.049
1940
0.014
0.099
1941
0.014
0.059
1942
0.020
0.104
1943
0.008
0.088
1944
0.026
0.147
1945
0.014
0.110
1946
0.013
0.052
1947
0.010
0.064
1948
0.031
0.115
1949
0.028
0.117
1950
0.013
0.053
1951
0.014
0.047
1952
0.049
0.188
1953
0.040
0.178
1954
0.014
0.071
rVI
1955
0.011
0.050
1956
0.007
0.039
1957
0.015
0.055
1958
0.040
0.117
1959
0.021
0.070
1960
0.009
0.050
1961
0.025
0.143
1962
0.015
0.077
1963
0.007
0.044
1964
0.016
0.078
1965
0.029
0.112
1966
0.006
0.042
1967
0.012
0.053
1968
0.013
0.060
1969
0.012
0.061
1970
0.019
0.075
1971
0.033
0.121
1972
�0.032
0.166
1973
0.023
0.097
1974
0.016
0.076
1975
0.035
0.151
1976
0.014
0.126
1977
0.008
0.050
1978
0.030
0.125
1979
0.007
0.060
1980
0.014
0.055
1981
0.014
0.059
1982
0.010
0.051
1983
0.024
0.082
1984
0.009
0.063
1985
0.013
0.064
1986
0.012
0.057
1987
0.026
0.082
1988
0.019
0.067
1989
0.015
0.057
1990
0.017
0.058
1991
0.014
0.112
1992
0.021
0.111
1993
0.018
0.059
1994
0.030
0.093
1995
0.008
0.043
1996
0.029
0.071
1997
0.016
0.058
1998
0.015
0.106
1999
0.000
0.045
2000
0.011
0.075
2001
0.009
0.052
2002
0.026
0.092
2003
0.016
0.079
2004
0.019
0.072
2005
0.022
0.081
2006
0.010
0.043
2007
0.010
0.108
2008
0.015
0.058
2009
0.009
0.054
2010
0.008
0.115
2011
0.010
0.042
4
2012
0.022
0.134
2013
0.011
0.049
2014
0.008
0.050
2015
0.035
0.092
2016
0.005
0.040
2017
0.026
0.151
2018
0.040
0.106
2019
0.051
0.133
2020
0.017
0.057
2021
0.021
0.113
2022
0.007
0.056
2023
0.016
0.055
2024
0.053
0.155
2025
0.013
0.053
2026
0.023
0.076
2027
0.011
0.071
2028
0.006
0.040
2029
0.017
0.061
2030
0.034
0.124
2031
0.008
0.048
2032
0.008
0.041
2033
0.007
0.039
2034
0.010
0.056
2035
0.037
0.126
2036
0,018
0.064
2037
0.004
0.050
2038
0.023
0.092
2039
0.002
0.051
2040
0.009
0.076
2041
0.011
0.066
2042
0.042
0.138
2043
0.017
0.086
2044
0.021
0.071
2045
0.013
0.051
2046
0.015
0.063
2047
0.010
0.057
2048
0.016
0.100
2049
0.016
2050
0.011
0.060
2051
0.021
0.147
2052
0.009
0.053
2053
0.016
0.060
2054
0.027
0.131
2055
0.008
0.048
2056
0.006
0.056
2057
0.009
0.052
2058
0.011
0.055
Stream Protection Duration
Ranked Annual Peaks for Predeveloped and Mitigated. POC #1
Rank
Predeveloped
Mitigated
1
0.0533
0.1876
2
0.0505
0.1780
3
0.0493
0.1663
4
0 , *0478
0.15S2
5
0.0416
0.1535
6
0.0405
0.1509
7
0.0400
0.1507
Q
0.0398
0.1467
9
0.0368
0.1466
10
0.0351
0.1434
11
0.0351
0.1379
12
0.0337
0.1341
13
0.0328
0.1333
14
0.0322
0.1307
15
0.0316
0.1267
16
0.0314
0.1260
17
0.0304
0.1256
18
0.0299
0.1251
19
0.0291
0.1239
20
0.0287
0.1210
21
0.0277
0.1206
22
0.0275
0.1168
23
0.0269
0.1168
24
0.0266
0.1154
25
0.0264
0.1151
26
0.0261
0.1151
27
0.0261
0.1131
28
0.0260
0.1119
29
0.0254
0.1118
30
0.0254
0.1109
31
0.0237
0.1100
32
0.0232
0.1098
33
0.0227
0.1092
34
0.0226
0.1076
35
0.0222
0.1060
36
0.0222
0.1059
37
0.0215
.0.1044
38
0.0215
0.1013
39
0.0214
0.0998
40
0.0213
0.0988
41
0.0212
0.0973
42
0.0207
0.0957
43
0.0205
o.b948
44
0.0196
0.0929
45
0.0195
0.0923
46
0.0193
0.0920
47
0.0192
0.0917
48
0.0188
0.0881
49
0.0186
0.0862
50
0.0186
0.0824
51
0.0178
0.0819
52
0.0177
0.0814
53
0.0172
0.0789
54
0.0171
0.0784
55
0.0171
0.0775
56
0.0169
0.0774
57
0.0168
0.0763
58
0.0167
0.0759
59
0.0166
0.0756
60
0.0165
.0.0756
61
0.0165
0.0753
62
0.0164
0.0745
NO
COM
C11
SUPPLUVIENTARY INFORMATION
FOR DRAINAGE REPORT
for:
Parking Lot Design for Campbell Nelson
in the City of Edmonds, WA.
Tax Account No. 00491100000109 & 00491100000108
Site Address: 20415 - 240'h St SW
Edmonds Project# BLD2014008
WITH APPLICABLE
k?AWATER CODE
Prepared By: R. Michael Spano PE
RMS Engineering
WA.g
Prepared to address city comments of August I" & 2e 2014
Resubmittal Date: 2� September 2014
Owner: Campbell Nelson
�4325 Highway 99
Edmonds, WA. 98026
RMS Engineering 21101 - 80th Ave W. # B
RECEIVEID
SEP 0 2 2014
WXQII
Edmon&, WA. 98026
Table of Content
Revised Plan Sheet 4 of 7 - Paving and Storm Drainage Plan ( 3 copies )
Water Quality WWHM 15-minute for Contech Canister sizing printout
Biofilter Swale Calculations per DOE 2005 Volume V page 9.14 & 9.15
Impervious Surfacing Basin Map
RMS Engineering 21101 - 80th Ave W. # B Edmonds, WA. 98026
Comment Response Narrative
A counter meeting with the design engineer, R Michael Spano PE, and the Edmonds
Stormwater reviewer JoAnne Zulauf was held at the city on August 29" 2014. The V
swale removal and trench drain installation was determined to be acceptable revisions.
An impervious Surfacing Basin Map is enclosed to illustrate the areas draining into the
Proposed Bioswale and the stormfilter Canisters.
The attached water quality calculations have been preformed using WV)P[M 2012. The
calculations were preformed to verity the Contech Stormfilter canisters (2) in CB # 5
were properly sized. The calculated adjusted 15-minute flows is 0.0268 cfs and a two
canister basin can treat 0.0334 cfs (2 x 0.0167).
The media for the Contech canisters is noted in note 11011 on sheet 4 of 7 to be "Perlite."
Bioswale Swale Design Calculations are enclosed per the DOE manual volume V pages
9-14 and 9-15. The Q used in the sizing calculation was 52% of the previously submitted
value of 0.044 cfs. This is based upon the impervious of the basin being 52% of the tow
basin area.
RMS Engineering 21101 - 80th Ave W. # B Edmonds, WA. 98026
er
80 CP. j.. ant
0 __A1 LF '0 CP
80 CP.
B
-WVER 'LIGHT
!HEAD,
crRM��
6
e,
C
Plarkinc
x-' G
ra.
r
16.5W
:(ty;
U
Al
C
4
'Lie y
I a
V
a
4i�
C
J 4tY
J
GE -435
1C430M 8"
F3 -LF-
7
New 'x-25
0 ice
1
A-1
0 _s
to 10.4-93,
sto
ifel.
04
9+43
...... ......
3
4 :1 - r
_.s A 9+7
7-V
-0
RAPEVIOUS SURFACING BASIN N
M., Scale: I inch = 20 feet
WWHM2012
PROJECT REPORT
Project Name: 240pipe OAMPBE�� P*4R'1z4AJ6
Site Name: Spano
Site Address: 240th and 84th
City : Edmonds
Report Date: 8/28/2014
MGS Regoln : Puget East
Data Start : 1901/10/1
Data End : 2058/09/30
DOT Data Number: 03
Version : 2014/04/14
Low Flow Threshold for ROC 1 : 50 Percent of the 2 Year
High Flow Threshold for POC 1: 50 year
PREDEVELOPED LAND USE
Name : Undeveloped
Bypass: No
GroundWater: No
Pervious Land Use
C, Forest, Flat
Pervious Total
Impervious Land Use
Impervious Total
Basin Total
Acres
.197
0.197
Acres
0
0.197
Element Flows To:
Surface Interflow
MTIGATED LAND USE
Name : Developed
Bypass: No
GroundWater: No
Pexvious Land Use Acres
Groundwater
-ol
Pervious Total 0
Impervious Land Use Acres
DRIVEWPLYS FLAN 0.197
Impervious Total 0.197
Basin Total 0.197
Element Flows To:
Surface Interflow Groundwater
ANALYSIS RESULTS
Stream Protection Duration
Predeveloped Landuse Totals for POC #1
Total Pervious Area:0.197
Total Impervious Area:O
Mitigated Landuse Totals for POC #1
Total Pervious Area:O
Total Impervious Area:0.197
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period Flow(cfs)
2 year 0.003312
5 year 0.005118
10 year 0.006095
25 year 0.007087
50 year 0.007675
100 year 0.008159
Flow Frequency Return Periods for Mitigated. POC #1
Return Period Flow(cfs)
2 year 0.059246
5 year 0.080036
10 year 0.095534
25 year 0.117183
50 year 0.13488
100 year 0.153981
Stream Protection Duration
The development bas an 1 ncrea e in flow duratlons
from 1/2 Predeveloped 2 year flow to the 2 year flow
or more than a 10% increa e from the 2 year to the 50
year flow.
The development has an increase In flow duratlons for
more than .50% of the flows for the range of the
duration analysis.
Water Quality MIP Flow and Volume for POC #1
On -'in facility volume: 0.018 acre-feet
On-line facility target flow: 0.0268 cfs.
off-line facility target flow. 0.0151 cfs.
Adjusted for 15 min: 0.0151 cfa.
Per1nd and Imp1nd Changes
No changes have been made.
This program and accompanying documentation are provided 'as -is' without warranty of any kind.
The entire risk regarding the performance and results of this program is assumed by End User.
Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties,
either expressed or implied, including,but not limited to implied warranties of program and
accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any
damages whatsoever (including without limitation to damages for loss of business profits, loss of
business information, business interruption, and the like) arising out of the use of, or
inability to use this program even if Clear Creek Solutions Inc. or their authorized
representatives have been advised of the possibility of such damages. Software Copyright 0 by
Clear Creek Solutions, Inc. 2005-2013; All Rights Reserved.
3
A POR1 TION OF THE SW 1/4 OF THE SE 1/4 SECTION 3 . 1. TOWNSHIP 27 NORTH, RANGE 4 EAST, W.M., SNOHOMISH COUNTY, WASHINGTON
GENERAL NOTES
1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE
Cl TY OF EDMONDS STANDARD PLANS AND DETAILS, THE FOLLOWI N G
SPECIFICATIONS AND CODES, AND ALL OTHER APPLICABLE LOCAL MUNICIPAL.
STATE, AND FEDERAL CODES, RULE7 AND REGULATIONS:
- CURRENT INTERNATIONAL BUILDING CODE (IBC)
'0*V' -,%@4:& WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND
Z�S MUNICIPAL CONSTRUCTION
WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT
MANUAL FOR THE PUGET SOUND BASIN (CURRENT EDITION)
2. STANDARD P LAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER
TO CITY OF EDMONDS STANDARD D'. TAILS, UNLESS NOTED OTHERWISE.
3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHENEVER
CONSTRUCTION IS IN PROGRESS.
4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF
RECORD AND THE LOCAL GOVERNING AUTHORITY.
5. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS
ON A SET OF "AS -BUILT" DRAWINGS AND SHALL SUMMARIZE ALL AS -BUILT
CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE
OWNER PRIOR PROJECT COMPLETION AND ACCEPTANCE. A SET OF AS -BUILT
DRAWINGS SHALL BE SUBMITTED TO THE CITY OF EDMONDS PRIOR TO FINAL
APPROVAL OF THE BUILDING OCCUPANCY/FINAL PROJECT APPROVAL.
6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION.
7. THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON
HAVE BEEN FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM
AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE
.ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE
CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY
LOCATIONS SHOWN AND TO FURTHER DISCOVER AND PROTECT ANY OTHER
UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE
IMPLEMENTATION OF THIS PLAN. CONTRACTOR SHALL VERIFY LOCATION, DEPTH,
SIZE, TYPE AND CONDITION OF EXISTING UTILITY LINES AT CONNECTION OR
CROSSING POINTS BEFORE TRENCHING FOR NEW UTILITIES. ENGINEER ASSUMES
NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING
UTILITIES AND SITE FEATURES PRESENTED ON THESE DRAWINGS. ENGINEER SHALLI
BE NOTIFIED IMMEDIATELY OF CONFLICTS THAT ARISE.
8. CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING
CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION-_
SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION.
9. CONTRACTOR SHALL VERIFY ALL CONDITIONS SIONS AT THE
5�
PROJECT SITE BEFORE STARTING WORK AND SHALL NOTIFY OWNE.fk "D
REPRESENTATIVE OF ANY DISCREPANCIES.
10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO
FIELD CONDITIONS.
11. CONTRACTOR SHALL OBTAIN A COPY OF THE GEO--ECHNICAL REPORT (WHERE
APPLICABLE) AND SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH THE CONTENTS
THEREOF. ALL SITE WORK SHALL BE PERFORMED IN STRICT COMPLIANCE WITH
THE RECOMMENDATIONS OF THIS REPORT.
12. STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE
RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT.
13. MANHOLES, -CATCH BASINS, 11TILITIES AND PAVEMENT SHALL BEAR ON
MEDIUM DENSE TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL.
IF SOIL IS DISTURBED, SOFT, LOOSE, WET OR IF ORGANIC MATERIAL IS PRESENT
AT SUBGRADE ELEVATION, REMOVE AND REPLACE WITH COMPACTED STRUCTURAL
FILL PER GEOTECHNICAL REPORT.
14. SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND
LOCATIONS OF BUILDINGS, LANDSCAPED AREAS AND OTHER PROPOSED OR
EXISTING SITE FEATURES.
15. SEE ARCHITECTURAL DRAWINGS. FOR P ERIMETER FOUNDATION DRAINS.
FOUNDATION DRAINS SHALL BE INDEPENDENT OF OTHER SITE DRAIN LINES AND
SHALL BE TIGHTLINED TO THE STORM DRAIN SYSTEM WHERE INDICATED ON THE
PLANS.
16. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN
OPERATION PRIOR TO INSTALLATION OF ANY PAVEMENT UNLESS OTHERWISE
APPROVED BY THE ENGINEER.
17. ALL ROOF DRAINS, PERIMETER FOUNDATION DRAINS, CATCH BASINS AND
OTHER EXTERNAL DRAINS SHALL BE CONNECTED TO THE STORM DRAINAGE
SYSTEM, UNLESS NOTED OTHERWISE.
18. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR
INSTALLATION OF ALL SITE IMPROVEMENTS INDICATED ON THESE DRAWINGS.
19. AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE
SHALL BE RETURNED TO THE EQUIVALENT OF THEIR PRECONSTRUCTION
CONDITION IN ACCORDANCE WITH APPROPRIATE REQUIREMENTS AND STANDARDS.
20. ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER
ACCEPTABLE METHODS FOR THE PREVENTION OF ON -SITE EROSION AFTER THIP
COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC
GRADING AND EROSION CONTROL REQUIREMENTS.
21. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY
SWEEPING. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR
APPROVAL.
22. THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH EXPORT
AND IMPORT OF SOIL AND ROCK MATERIALS ARE REQUIRED.
23. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED
CONTOURS OR SPOT ELEVATIONS SHOWN.
24. FINISHED GRADE SHALL SLOPE AWAY FROM BUILDING WALLS AT MINIMUM 5%
SLOPE FOR A MINIMUM DISTANCE OF 10 FEET.
25. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND
MAINTAIN SHORING AND BRACING AS NECESSARY TO PROTECT WORKERS,
EXISTING BUILDINGS, STREETS, WALKWAYS, UTILITIES AND OTHER EXISTING AND
PROPOSED IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS OF GROUND OR
CAVING EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR
REMOVAL OF SHORING AND BRACING, AS REQUIRED.
GENERAL NOTES (CONTINUED)
26. CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY
PROCEDURES FOR ALL WATER SERVICE INTERRUPTIONS, HYDRANT SHUTOFFS,
STREET CLOSURES OR OTHER ACCESS RESTRICTIONS. CONTRACTOR SHALL NOT
RELOCATE OR ELIMINATE ANY HYDRANTS WITHOUT FIRST OBTAINING WRITTEN
APPROVAL FROM THE FIRE MARSHAL.
27, COORDINATE AND ARRANGE FOR ALL UTILITY CONNECTIONS, UTILITY
RELOCATIONS AND/OR SERVICE INTERRUPTIONS WITH THE AFFECTED OWNERS
AND APPROPRIATE UTILITY COMPANIES. CONNECTIONS TO EXISTING UTILITIES
SHALL BE MADE ONLY WITH ADVANCE WRITTEN APPROVAL OF THE AUTHORITIES
GOVERNING SAID UTILITIES.
28. EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO
CONSTRUCTION WORK SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE AND
INSPECTED AND ACCEPTED BY CITY OF EDMONDS AND OWNER'S REPRESENTATIVE
PRIOR TO BACKFILLING.
29. NEW UTILITY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO
DIMENSIONS ARE INDICATED, LOCATIONS MAY BE SCALED FROM DRAWINGS. FIELD
ADJUSTMENTS SHALL BE APPROVED BY OWNER'S REPRESENTATIVE AND CITY.
30. WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6" OR LESS,
PLACE POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN THE UTILITIES.
31. SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF
SITE UTILITIES WITHIN THE BUILDING.
32. SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL
WORK.
33. SEE LANDSCAPE DRAWINGS (WHERE . APPLICABLE) FOR SITE IRRIGATION
SYSTEM.
CONSTRUCTION SEQUENCE
1. SCHEDULE AND HOLD A PRE -CONSTRUCTION MEETING WITH CITY ENGINEERING
DIVISION AT 425-771-0220, EXT. 1326. TWO DAY (48 HR) NOTICE IS REQUIRED.
2. REVIEW TEMPORARY EROSION AND SEDIMENT CONTROL NOTES. FLAG OR
FENCE CLEARING LIMITS
3. CALL FOR UTILITY LOCATES.
4. INSTALL TESC MEASURES AND MAINTAIN DUST CONTROL WHILE PREVENTING
DISTURBANCE OF ANY AREAS OF VEGETATION OUTSIDE THE CONSTRUCTION ZONE.
INSTALL CATCH BASIN PROTECTION, IF REQUIRED.
5. GRADE AND INSTALL CONSTRUCTION ENTRANCE(s).
6. INSTALL PERIMETER PROTECTION (SILT FENCE, BRUSH BARRIER, ETC).
7. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY OF EDMONDS CITY
ENGINEERING INSPECTOR. ALL TEMPORARY SEDIMENTATION AND EROSION
CONTROL MEASURES MUST BE IN PLACE AND INSPECTED PRIOR TO ANY
CONSTRUCTION OR SITE CLEARING. EROSION - AND SEDIMENTATION CONTROL
PRACTICES AND/OR DEVICES SHALL BE MAINTAINED UNTIL PERMANENT
VEGETATION IS ESTABLISHED.
8. INSTALL STORM DRAINAGE SYSTEM.
9. ROUGH GRADE SITE AS REQUIRED.
10. INSTALL SEWER AND WATER IMPROVEMENTS.
11. MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH CITY OF
EDMONDS STANDARDS AND MANUFACTURER'S RECOMMENDATIONS.
12. RELOCATE EROSION CONTROL MEASURES, OR INSTALL NEW MEASURES SO
THAT AS SITE CONDITIONS CHANGE, THE EROSION AND SEDIMENT CONTROL IS
ALWAYS IN ACCORDANCE WITH THE CITY OF EDMONDS STANDARDS.
13. COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THAN SEVEN DAYS
DURING THE DRY SEASON OR TWO DAYS DURING THE WET SEASON WITH STRAW,
WOOD FIBER MULCH, COMPOST, PLASTIC SHEETING, OR EQUIVALENT.
14. STABILIZE ALL AREAS WITHIN SEVEN DAYS OF REACHING FINAL GRADE.
15. SEED, SOD, STABILIZE, OR COVER ANY AREAS TO REMAIN UNWORKED FOR
MORE THAN 30 DAYS. REVEGETATE DISTURBED AREAS NOT SUBJECT TO
ADDITIONAL SURFACE DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING.
16. ESTABLISH LANDSCAPING AND PERMANENT VEGETATION. ALL TEMPORARY
EROSION CONTROL MEASURES SHALL BE REMOVED UPON FINAL SITE
STABILIZATION AND APPROVAL BY CITY INSPECTOR.
GRADING QUANTITIES
Site Grading: 69 CY Cut & 191 CY Fill
Unsuitable material export to license site.
NOTES:
1. NO CORRECTION FOR SOIL EXPANSION OR UNSUITABLE MATERIAL HAS BEEN
MADE. CONTRACTOR IS RESPONSIBLE FOR ALL EARTHWORK ESTIMATES USED
FOR COST PURPOSES.
2. EXCESS CUT YARDAGE NOT USED FOR FILL PER THE APPROVED PLANS
SHALL BE DISPOSED OF AT A PERMITTED SITE OR COMMERCIAL TOPSOIL
COMPANY.
A
0 10 20
L--#=:�
(IN FEET)
1 inch = 20 ft.
UTILITY PURVEYORS
Snohomish County PUD:
Mary McAllister
(425)
670-3214
Puget Sound Energy (Gas):
(888)
321-7779
Frontier (Phone):
Jeremy Follt
(425)
263-4023
Comcast:
Comcast
(425)
263-5363
Olympic View Water & Sewer
District: Steve Dunphy
(425)
774-7759
SHEET L-IST
SHEET 1 Cover Sheet
.SHEET 2 Grading and Erosion Control Plan
SHEET 3 Grading Cross Sections
SHEET 4 Paving and Storm Drainage Plan
SHEET 5 Storm Profiles
SHEET 6 Drainage Details
SHEET 7 City of Edmonds Details
VICINITY MAP
Not to Scale
LEGAL DESCRIPTION
APN: 004911-000-001-08
THE NORTH 200 FEET, MEASURED kONG THE WEST LINE OF THAT PORTION OF
TRACT 1, LAKE MCALEER FIVE ACRE�iRACTS, ACCORDING TO THE PLAT THEREOF
RECORDED IN VOLUME 5 OF PLATS, PAGE 48, RECORDS OF SNOHOMISH COUNTY,
WASHINGTON, LYING WESTERLY OF STATE ROAD NO. 1.
EXCEPT PORTION THEREOF CONVEYED TO STATE OF WASHINGTON FOR SECONDARY
STATE HIGHWAY 5-A BY DEED DAIED AUGUST 12, 1963, RECORDED UNDER
RECORDING NO. 1639919,
EXCEPT COUNTY ROAD ALONG WEST CNE,
AND EXCEPTING THE FOLLOWING DESCRIBED PORTION THEREOF HERETOFORE TAKEN
BY THE STATE OF WASHINGTON UNDER CONDEMNATION CAUSE NO. 110464 IN
SUPERIOR COURT OF THE STATE OF WASHINGTON FOR SNOHOMISH COUNTY
(COMMONLY REFERRED TO AS PARCE;-.NI0 1-7581, TO WIT:
ALL THAT PART OF THE ABOVE DE�,�('IRIBED PARCEL LYING EASTERLY OF A LINE
BEGINNING ON THE 240TH LINE OF Slj'f,,VEY OF SR 1 ' 04, 236TH STREET SOUTHWEST
TO MERIDIAN AVENUE AT HIGHWAY �'.-I,�.GINEER'S STATION (HEREINAFTER REFERRED
TO AS H.E.S.) 8+60;
THENCE SOUTHERLY AT RIGHT ANGLE': A DISTANCE OF 30 FEET,
THENCE EASTERLY, PARALLEL WITH �ID CENTERLINE TO A POINT OPPOSITE H.E,S.
9+00;
THENCE SOUTHEASTERLY TO A POINT -OPPOSITE H.E,S. SR 99 13+00 AND A
DISTANCE OF 85 FEET NORTHWESTERLY FROM SR 99 CENTERLINE SURVEY OF SAID
SIR 104;
THENCE SOUTHWESTERLY TO A POI'N,� OPPOSITE OF H.E,S. SR 99 9+35 AND A
DISTANCE OF 155 FEET NORTHWESTERLY THEREFROM AND END OF THIS LINE
DESCRIPTION.
SITUATE IN THE COUN-TY OF SNOHOMISH, STATE OF WASHINGTON.
REFERENCE:
LEGAL DESCRIPTION BASED ON CORRE-"TED QUIT CLAIM DEED FURNISHED BY JOHN
MCMASTERS, RECORDED IN SNOHOMSH COUNTY UNDER INSTRUMENT NUMBER
201202150143, DATED FEBRUARY 15, !012.
APN: 004911-000-001-09
ALL THAT PORTION OF LOT 1, LAKE FIVE ACRE TRACTS, ACCORDING TO
THE PLAT THEREOF RECORDED IN VCLUME 5 OF PLATS, PAGE 48, RECORDS OF
SNOHOMISH COUNTY, WASHINGTON, DE-:CRIBED AS FOLLOWS:
BEGINNING AT A POINT 200 FEET SOUTH OF THE NORTHWEST CORNER OF SAID
LOT 1;
THENCE EAST PARALLEL TO NORTH LNE OF SAID LOT 1 TO WESTERLY MARGIN OF
STATE HIGHWAY;
THENCE SOUTHWESTERLY ALONG WESFERLY MARGIN OF STATE HIGHWAY 50 FEET,
MORE OR LESS TO NORTHEAST CORIIER OF TRACT CONVEYED TO SIGRID M DAL
BOSCO, ET AL, BY DEED RECORDED U�DER RECORDING NO. 1181299;
THENCE SOUTH 89*55'15" WEST ALOING NORTH LINE OF SAID DAL BOSCO TRACT
157.7 FEET TO WEST LINE OF SAID L& 1;
THENCE NORTH ALONG SAID WEST LIW TO PCINT OF BEGINNING;
EXCEPT COUNTY ROAD ALONG WEST 6�E THEREOF;
AND EXCEPT THAT PORTION CONDEMNED FOR STATE HIGHWAY SR-104 IN
SNOHOMISH COUNTY SUPERIOR COURT CAUSE NO, 109936.
SITUATE IN THE COUNTY OF SNOHOW�H, STATE OF WASHINGTON.
VERTICAL DATUM
Site Benchmarks: (NAVD 88)
GENERAL INFORMATION OWNER
Site Address: Campbell Nelson VW
20415 240th St SW 24325 Highway 99
Edmonds, WA 98026 Edmonds, Wa 98026
Parcel Area: 25,468 Sf (0.58 Acr'�.S) (425) 778-1131
Proposed Impervious Area: 20,04C Sf
(See E72 Worksheet on Sheet 7 of 7)
SURVEYOR ENGINEER
GeoDimensions RMS Engineering
Edwin Green, PLS 15025 R. Michael Spano, PE #19201
10801 Main Street, Suite 102 21101 80th Ave W #9
Bellevue, WA 98004 Edmonds, WA 98026
(425) 458-4488 (206) 999-8452
APPROVED FOR CONSTRUCTION
Date: REEIBUB
jUN o2 2014
IRUILDING DEPA101=
C;1V or r
By: SM
City Engin*ridg Divi�sjon
Harold Mayo
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Q Remove Utility Pole and Overhecd Power. All utilities to be
moved underground.
Remove Existing Chain Link Fencing
Install Silt Fence per C.O.E. E1.1
G) Install Temporary Construction I.ntrance per C.O.E. E1.2
Install Temporary Sediment Trap per C.O.E. E1.3
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DATE:
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Call 81 1: 48 Hours
-PROJECT NO:
13-255
SCALE:
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PROJECT NO. 13-255
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. . ,,� I
�N 1, - / / . . . . . Storm Dr
�� ., . . . .... . . .. 4 ,ainage
�� , -- I I / - ", . .. .� I . . Profile oh Sheet 5 - .
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\ 41'! ... / / � fA A f (�-� 9vy
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/ - I . .. Extruded
/ . .. Concrete
i Grass Seed per I V)hael -�
I I ! P laz�- Pecs A
�'s
- Existing I
/ \\'�-G�oldiTd- - .. .: - - - - - - - - - - -
, .
/ ,
. ----
"I , 1. T7 - V, & R,
.1 . I
SwW Mixes Suitable for ,
Swale Treatment Areas
. AUX 1 .
Nflx 2
75-80 percent
taU or meadow fescue
60-70 percent
�
tall fescue .
1045percent
� -
seasidetoolonial
-bentgrm
10-15 percent
seaside/colonid bentgmss
.
5-10 percent
RcftD
10-15 percent
meadow foxtail
. ..... I . I ... 1. ...
-- ��
-
6-1 0 percent
alsflce clover
*� 1;
�.�., .-.... �� , -�.
� . .1 -
... .." �i 1=
I
� -7.
1-5 percent
marshfield bigtrefoill
'kT-- -I - -
-
. . . . - - .
1-6 Lercent
- -
Redto _111111 11
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2f-011 ] 2 -0" 1 X-01-
Bloswale Section
NOTTO SCALE
-.1
- - --- I MMZFI-A��- e.
� � I � A 11 6
1
2" Compacted Depth CL'B'Asphalt
I L 411 Compacted Depth CSTC
1'V1 r,-- -f-=irl M= th klnijve� Soil
11 11
(Compaction to 95%)
, (�A ,,,,A 4,,&,A� 'D-e-Q-�' -
I
. Pavement Section :Foiz- kof k9k S �w 5 W �,o V3 -
Q�) ALL DETENTION PIPE SHALL BE ACSP of ALUM I'll .... I .CORRUGATED STEEL
I I
_--- � I �
I
. I
� I
I 4EWO A*ro-DESIGNATED M274 dfift* � 1. .� � . . .. I
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. . �, � -1 � I I'll - .
I
.
I
.
� .
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, �-'- - / .
� INSTALL 4-INCH ROOF AND -F����E TO OJJTLET INTO CB # 4
1
Q . . cwne& -tO 6�wm
` I f0c* I �Y) d rel i V1,5 W. huzud '911W .
--1 - � I 1. �
I
. .
�
111 . . - - . . 1 s&om a�k� fhe,
I � INSTALL 40 L F. (12 Meters) of 6-INCH CHANNEL DRAIN OF .
0 - * - - ---- - I
. I .
I - I
I
.1 I - . &4,C,Wt0;q 0 r
. -ACO pOWERDRAIN 11 MODEL I'S I OOK" SERIES w/
.
.
: DUCTILE IRON GRATES orMMoved Equal by DesigLi or City Engmeer. ALL 5ha,"- 06no'�
.
. -46 0 dA� WWL
; INSTALLATION SHALL BE COMPLETED PER MANUFACTURES
I
. RECOMMENDATIONS
I
�
@) � INSTALL 52 L. F. of 6-INCH PVC PIPE AT 2% MR,HM1UM SLOPE -P f jr5 It VIL
I 7 (-
@ I ALL MEDIA FOR CONTECH STORMWATER. FILTERS SHALL BE 7X-P,t1TE"
I
I 0 ALL GRASS SEEDING IN THE BOTTOM 3-INCHES OF THE BIOSWALE SHALL j
BE EITHER MEK 1 or MIX 2 OF TABLE 9.3 VOLUME V OF
AS SHOWN ON TFUS SHEET. THE SWALE SURFACE ABOVE THE WATER
LINE SHALL BE PLANTER KDROUGHT TOLERANT GRASSES OF "HARD .
FESCUE" OR " TURF FESCUE?'PER TABLE 9.4 OF THE,SAME DOE. MANUAL.
n - :1, I -- I
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1. I - :1i - �
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NOT TO SCALE
��5
AECW�Erl
SEP 0 2 2014
awslon
, ENGINEERING DIVISION
I
� �4� ED AS NOTED
--- -/M�A,tj Date: 2:L--1,q
-01---- . ,-- , i
Call 811: 48 Hours
Before You Dig
101.
414b+!--S0 .........
A PORTION OF THE SW 1/4 OF THE SE 1/4 SECTION 31, TOWNSHIP 27 NORTH, RANGE 4 EAST" W.M., SNOHOMISH COUNTY, WASHINGTON
11+00 10+00 9+00
........................... ................ ... ....................................... ......................................................... . ................................................ .................................................. 8+00
....................................................................................................................................................................................................... . .................................................................................................. . ................................................ ...................... 7+00
............. .................. ................................. ................ .......
..............................................................................
3 in
4 ui
+
W
3- V
............ ...... ...... ......................... .......... ............... ..................... ...... ........................ ..................... ...... .......
438: ..................... ................... ........... ............ ............................. ................... ...... ....................................... .......................
............ .......... ................................................. . .................................................................................................. ............... ..................... .............................. ...........................
. .................................. _..0.3,57P .......
Existing Ground
00%
Finished
Pavement Surface
....................... ................................................. .......... ........... .............. .......................
..... ..............................................................................
......................................... . .............................................. ....
. .................... ..................... .......... ........... ....................... ....................... .............. ... .............. ................
. ............... ..
. ......... ............... . ..................
4361 . ............ ...... .................... ....... ................................. 31 LF 8" PVC
0 ...... .....
5� ig ci-.-74%
N,
TA LJ,
0.627.
<\
2.00
01, Inlet
N,
1 '77% Outlet
11.5
7
7 18" Min Sta 7+42; Sta 7+
\'7\
IE W 4
Cover (typ) - -4, 36.67 8"
434 . .................................................... .......... ....... ............. .......... ............. .......................... ... ........ ....................... ........... ....................................... .. ... ............. ................................................... ... ....... ........................... ........ ...... ......................................... ...... IE E 436.44 8$p
............. ................ .............. ....... ....... ........................
................................. .....................
......................... ... . ..................... ......................... ...............................
N.
Finished Grade
(Bottom of Bloswale)
..... ...........
....................................... .......................................................... - ....... ................ ........... ... . .......... .. ..................... .................................................. ..................................... ....................................
4321
. ........................... .................... .......... ................. ...............................................................................
............ .................... ........ ... ......................................
Inlet
Sta 9+44
IE S 432.90 8"
.................................................................... .............. ........ ..................................... ...........
301:
4 .... . ... ... ... .... . . . ........ ......... ............. ...................... ......... . .. .................... . ....... ................ .............................. ........ ........................
. ......................... ...................................................................................................................................
CB Type 114��(' 9MF*1Z
.................... ........... .. ........... ............ ........ ...............
Sta 9+70 (-Sec_ 51ELOW Dr:r4i
GE 434.150;
'S;7 IE N 432.00.A` (I n)
IE S 432.0!0 8" (Out)
428:: ............... .............................................................................. ..... ............ . ..... .... . ......... ........... ..... ........... ................................ ........ ..................................................
................... .............. .................
...... ................
........ 415 ... IF .... 6 a 0. 0 70
ALL DETENTION PIPE SHALI�BE ACSP of ALUMRaZED CORRUGATED STEEL
(2) 2 LF 24' C P 0
0-00%
0. 0 (2) I-wAffW57. A-WMDESIGNATED M274 arakkft
2 LF 24"
CMP @ AA5HTO VVI 9jq A,�Tllfl: A q 7-
CB Type 2-54" #2
........ .................... ...................................................... ........ ........... CB Type 2-5.4" #3
426: .... ............... .. ..... ........ .. ...... .................. ................... ................................................................................................. .................... ...... .....................
....................................................... ................................ ......... ................. ...... ................................
C13 Type 2-54" # Sto 10+30
Sta 10+93 GE 435.34 GE 435.19
GE 435.96 IE NE 428.60: 24" (in) IE N 430.00 8" (In)
:Existing Ground
IE SW 428,60 24" (dut) IE W 428.60 t4" (Out) IE E�428.60 24" (in)
IC* kAl A -Zn n r2�
117 \A/ Aop ar) Q11
[7 IA/ A In 4. Finished Grade
U �Iiij
I ..VV lu
�In)
U
4241:
0
in
00
00
Lrl
Lni
in
A!
Lni
M
................
11+50
............... .. . ......... .................. ............... ..............................
11+00
.............. ................................ ....... ....................................................................
................... .......... ........ .................................... ....................................
10 0
.............................
.......... .......... ........... ........................
........... ................ ........ ............................................
9+00
................................... ...........................
Swale & St
-orm
Drainage Profile
25 0+00
44% ............. ..................... ....................................................................................
...................................................................................................
1+00
...................................................................
1+5
............................... : 0
:4
Scale: V =
20' Horizontal
CB Type 2-54"
#2
1" =
2'Vertical
Sta 10+00=Sta
1+44.��
-20 0
10 20 40
GE 435.15
IE N 430.00 8"
(In)
43 8: ........... ................. ................
............. ...... ............. ........................
JE E 428-60 24"
1
(1 N
FEET)
....... ........................ .......... . ......
..................................... ..........
IE W 428.60 8"
............ ... .... :438
(Out)
1 inch
20 ft.
t`0 T
1 1
XE ft
Sta 1+25.8
GE 433.50
436:: .......... ......... .......................................... ........... ............. ................ ................... ............................................................ .................................. ............... ........................... ........ ........... 436
IE E 428.48 8" (In)
IE S 428:48 8" (Out)
':Replace Ex. CB Typej- Onished Grade IA
L
.......... .......... ....... .............. ................ ....... ........... .................. .......... ............ .................. . ............. .
:w :434
........... ............. ........... ....
434:: _F[44�J 'amp
CB Type
Sta 0+00 EXIsting Gro nd
GE 429.68
4321.
Sow Avc-m 0 1 11 10- 19 LF 8"
:DO o b.6,3%--\
430: ............................................ .... ... ....... ...... ..........................................
.......... ................ .................... ...
1>
428 ....... .... 0,50%.
. . .............. ................ ...... ........... ............... ......
TO
-.Existing Ground
Ex. C8 Type 1
Sta 0+00
GE 499.68
.................. ...........
426 ............... ................................................... ............. ............................... .................... .................... .... .. ............... ........... ...........
N
M m
N
.................. ........................... .............. ............... ........ . ..... ................................................... . ....................... .................................
-0+25 0+00 1+00
Outfall Profil e
Scale: 1" = 20' Horizontal
V = 2'Vertical
-20 0 10 20 40
(IN FEET)
I inch = 20 ft.
......... ....
:432
Af p(M-A
by�wk Tcp KCP
....... .... :430
CPL-',T (w8yK00* �j or
?V0
CvksTw Aciz�9)
74
M I5TeFL,% AA 5H1 D
ML�_,
426
1+50
16+58
; 440
4 3 8
436
0
-0 Lq 0
INS r
+
6 M
LU
:434
432
430
off."]
:426
:424
CO
M
C01
6
V fy)
....................................... ................ .......... ...................... ..................... ............... ........ .............................. .................................
7+00 6+57.54
STORMFILTER CATCHBASIN DESIGN NOTES
STORMFILTER TREATMENT CAPACITY IS A FUNCTION OF THE CARTRIDGE SELECTION AND THE NUMS�R OF CARTRIDGES. 2 CARTRIDGE CKrCHSASIN
HASAMAXIIUMOFTWOCARTFWGES. SYSTMISsHowr4V4THA2rCARTFUDG�-MOIS ALSO AVAILABLE WITH AN 18- CARTRIDGE. STORMFILTER
CATCH1=14 CONFIGURATIONS ARE AVAILABLE WITH A DRY INLET BAY FOR VECTOR CONTROL
VANED INLET GRATE PEM HYORAUUC CAPACITY PER TABLE BELOW, IF THE SITE CONOMONS EXCEED PEAK HYDRAULIC CAPACITY, AN UPSTREAM BYPASS STRUCTURE IS
(SOLID COVER CONCRETE COLLAR REQUIRED.
AND FLEV TO MEET
OPTIONAL) "_.S." P.:ASLEBY CARTRIDGE SELECTION
CONTRACTOR CARTRICIOE �%,T
I NY UL. IS'
DROP fH) 4 N 3.3"
SPFCIF1CF PRA.11ET
A
CARmuu� W 2 gamat In ft
-7 A PEAK HYDRAULIC CAPACITY 16
4: 1
X INLET PERMANO POOL LEVEL JA) to
OVERALL STRUCTURE HEIGHT (8) V-0.
41W 3.q.
IDE RIM OUTLE ET(
T STUB IS 8 INCHES IN DIAMETER MAXIMUM OUTLET STLIS 18 1 S INCHES IN DIAMETER. CONNECTION TO COLLECTION PIPING CAN BE MADE
ROVIDE ALL MATERIALS UNLESS NOTE D OTHERWISE,
2. FOR S1M SPECIFIC DRAWINGS WITH OETAILEDSTCAMPILTER CATCHSMIN STRUCTI IRE F
NSIONSANOM FASPfInNTA�ffYOUR
CONTECM SMINEERED SOLUTIONS LLC REPMENTATrVE. w
3. STORMFIL7ERCATOflSASIN WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE wrm ALL DESIGN DATA AND INp
THIS DRAWINO ORMATION CONTAINED IN
ACCESS COVER 4. INLET SHOULDNOT BE LOWER.-RiAN OUTLET. INLET �F APPLICABLE) AND OUTLET PIPING TO BE SPECIFIED BY ENGINEER AND PROVIDED BY
CONTRACTOR.
2*-4' IM_ __INS2-V 5, STORMFILT' R CATCHSAS[N EQUIPPED INITH 4 INCH (APPROXIMATE) LONG STUBS FOR INL IF APPLICABLE) AND OUTLET PIPING. STANDARD
ICE RIM INSIDE I,
USING FLEXOILE COUPLING BY CONTRACy0FL
6. STEEL STRUCRIRE TO BE MANUFACTURED OF 114 INCH STEEL PLATE. CASTINGS allALL MEET 0 M L T TO E T 20L
OUTSIDE RM RATING ON SIRUCTURS, A CONCRETE COLLAR IS REQUIRED. WHENREQUIRED. CONCRETE C AAZHT 3a CAD PA ING. M F HS OAD
BE PROVIOCOBY CONTRACTOR. OLLAR WITH OU%N[TfTY C2) M4 REINFORCING SAgS To
PLAN VIEW 7. FILTER CARTRIDGES RADIAL FLOW, AND SELF GLEANING RADIAL MEDIA DEPTH SH BE
wt V1
40,
74NCH�S. FILTER MENA ca aT TIM SHALL EA LEAST 376ECONft�
B. SPECIFICRONRATSSgrTOTH I LTtRJL T "F
E FI AT _trCAI1ACrrY(,;n DIVIDED SME FILTER CONTACT SURFACE AREA (9q fl�
��MC.FILL DEPTH. ANWR ANTWLOTATION PROVISIONS ARE SITE -SPECIFIC DESIGN CONSIDERATICKS AND SH ALL OF SPECIFIED By
ENOINEEROFRECORD.
B. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE CATCHBASIN (LIFTING CLUTCHES
PROVIDED).
C. CONTRACTOR TO TAKE APPROPRIATE MEASURES To PROTECT CARTRIDGES FROM CONSTRUCTION -RELATED EROSION RUNOFF.
OPTIONAL SLOPED LIU
CORNER ELEVATION$ TO BE KOLATABLES BAFFLE 2-CARTRIDGE DEEP CATCHBASIN
SPECIFIED BY ENGNE5R
PERMANENT STORMFILTER DATA
POOL LEVEL STR CTUREID _Z?X_
V
LQUALITY FLOW RATE LcLs) XXX
I FINISHEOGRADS BE " RAT,
RE I
6 �Rl PIR I.IWIF FL XXX -
T I .G I X��
E
-7 AR R FL _ E Xx I
LIFTING EYE X)O=
PERMANENT FILTRATION 9YP.0P4) RIM rl FVA-"QN
POOL ELEVATION BAYINLET _S* WEIRWALL I PIPE DATA-,
5
SIORMFILTER
CARTRIDGE TYP. FLOW
FILTRATION a
SAYINLETTYP. CARTRIDGE INLETSTUB OUTLET STUB
FLO SUPPORT TYP. (OPTIONAL)
KIT n. . OUTLET PIPE
FROM 1OW11
CATCHBASIN FOOT f
ACCE U. OF 4) ZI DE
ON WEIR WALL CATCHBASIN FOOT
(TYP. OF 4)
OUTSIDE
SECTION A -A SECTION B-13
FAX
R es U
ENGINEEF31NG DIVISION JUN 3 0 201
A NOTED E141,
AS N JV
MON 8
Date: 80ILDING DEPA N 8
dM11-y OF ED
\j
C.a 11 811: 48 Hours
Before You Dig
Harold Mayo
CAD Draftin,� ,5ervtce,5
for Civil EnqjineerF),
5urveyors, Planner!:, 4'�
Wetlanci Biolo(�ji!5t:5
hrim C(5)hmalayc),con-1
z
Z
0
0
w
w
(f)
LL
LL
Z
0
0
0
U5
5;
L,J
w
w
ly-
Z
Z
0
0
V)
in