21429 84TH AVE W.PDF111111111111
7910
21429 84TH AVE W
0
ADDRESS: 2&f- n)"ll
TAX ACCOUNT/PARCEL NUMBER: 0037 ??�oO03 60 7 0 2-
BUILDING PERMIT (NEW STRUCTURE):
COVENANTS (RECORDED) FOR:
CRITICAL AREAS:-O'?-000-,7- DETERMINATION: 0 Conditional Waiver F-1 Study Required Waiver
DISCRETIONARY PERMIT #'S:
DRAINAGE PLAN DATED:
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORDED FOR:
PERMITS (OTHER):
PLANNING DATA CHECKLIST DATED:
SCALED PLOT PLAN DATED:
SEWER LID FEE $:
SHORT PLAT FILE:
SIDE SEWER AS BUILT DATED:
SIDE SEWER PERMIT(S) #:
GEOTECH REPORT DATED:
STREET USE / ENCROACHMENT PERMIT #:
WATER METER TAP CARD DATED:
OTHER
LOT:
LID #:
BLOCK:
LATEMP\DS'Ps\F,orms\Strcet File Checklist.doc
�_j rm�
84th Ave. W
APPROVED AS AD
erINEERING
7at e: - a
GRAPHIC SCALE
0 15 JO 50
IN FEET
1 inch = 30 ft.
CONTOUR INTERVAL 1 FOOT
PROPERTYOWWER:
ANNA MA TUSZEUSKI
PROPERTYADDRESS.-
21429 84 TH A VE. W EDMONDS, WA SHING TON 98OJ6
TAXACC0b7VTANTPARCEL#
007J600300702
b Vl PP, E WO US S L TR FA CE CA L CS..'
BUILDING
J, 708
PA TIO
200
DRI"A Y
810
TOTAL
4,718
LOT AREA: 19,822 Sq. Ft.
LOT COVERAGE: 7 4 4W. 6,94
3 -7
HEIGHT CALCS.:
A. +94.75'
B. +94.75'
C. +9Z50'
D. +9Z50'
AVERAGE GR.4DE.- +96.125'
�CTUAL = +120.125'
MAXIMUM = +121.125'
LOT SLOPE .037.
"ain St Sw
CD L
gn
2121h S
p
3-
Z-2ft-WSW
221st 11
STREET FILE
Zone 3 --- Corner Fla&,
Setbacks Reauired Actual
Front
SidesYb 77-5- 7—.5--
Rear
Odler
—2--j 77-5--
APPROVED BY PLA INY
0
. . . ...... .......
SHEET TITLE:
WCE V= A f"
C-
r'l
RESUB
MAR 19 2009
BUILDING DEPARUMENT
CITY OF EDMONDS
PLOT PLAN
CLIENT: Tom Matuszeuski
21429 - 84th Avenue W
Edmonds, WA.
PLANNING DATA
(N 11 STREET FILE 11
SINGLE FAMILY RESIDENTIAL
Name: /V1 OJ S�kf Date:
------------
Site Address: Plan Check # -. 2_60c? c9O
Project Description: /\ew 0
Reduced Site Plan Provided: NO) zorlifig
Map Page: Corner Lot: (YES 00 Flag Lot: (YES
Critical Areas Determination #: o on
Ow -7
11 Study Required
"-Waiver
SEPA Determination:
P—fkxempt
El Needed (for over 500 cubic yards of grading)
C1 Fee 0 Checklist C1 APO List with notarized form
RequIre-W S�21backs
Side:
Street- 'Ve-- Rear:
2-S— -7. S_
Actual Setbicks
Street: Side: L Sid Rear:
Detached Structures:
Rockeries:
Fences[Trellises:
El Bay Windows/Projecting Modulation:
El Stairs/Deck:
Height
DatUfn Point: *6/7 u Daturn Elevation:
4_�, P
-
Maximum Height Allowed: Actual Height:
��_ - J ( (
-
Other
Parking Required:
Parking Provided: 3+
Lot Area: 151
Maximum Lot Coverage: 35% Proposed:1 6. 7
Lot Coverage Calculations: AOL/ C�ra�e C-0 V4_rd
ADU Created: (YES 100
Subdivision -
Legal Nonconforming Land Use Determination tssued- (YES
, i I -I- �, I Comments
14r,,171" I-( -, 16-(15-
A-1
" f 3_��4
C q7- 'y ( �7:�
Plan Review By: V. /-a k �
Pldrm.q Data fo, m 04 -11,06.doc
APPLICATION
- �, 1
ST for
� P F- r- - �!� n
The City of Edmonds SIDE SEWER PERAHT EASEMENT No . ..........................................
NEW CONSTRUCTION E] REPAIRS 0
324-06000
OWNER........... Hev ...... Xinfr.e-d .... C.a-rt.e-r ..................................... CONTRACTOR .................................................................................................. PERMIT No . ......................
ADDRESS ........ 2.1..4.2.9 .... 8..4.t.h ---- Av-e.n.ue .... W ...................................... LEGAL DESCRIPTION: LOT No . .............................................. BL()CK No . ..... ......................................
.. .. .. .. ...... .. .. ......
Ll
0
to
00
NAMEOF ADDITION .........................................................................................................................................
Dye Tested On Sewer 1972
Approved:
DATE................................................ By ......................................................................
/1-/ -2 c7
December 2000 Page 614-17
Figure 6H-6. Shoulder Work with Minor Encroachment (TA-6)
77 mr
FREE ILE
A
" I Note: See Tables 61-1-2 and 61-1-3
for the meaning of the
symbols and/or letter
codes used in this figure.
24 HR. NOTiCE REQ.
FOR WSPE=ON
3 m `.i
(10 ft
MIN.:;
OWNER/CONTRACTOR IS RESPONSIBLE
r-OR EROSION CONTROL AND DAMAGE
'optionat)
pplicant Mall repair/repiace all damage to.,
UtIftles or frontage Improvements in City 1/3 L
right-of-way per CRY standards that is cause,
occurs durinq the permitted project.
A
Typical Application 6
A . p DBY ENGMEERING Sect. 6H.01
PP
0
LO
Fit C
PER
AT:
Occupancy established by this certificate:
No. Stories:— 2 Basement:
Owner of building: Anna Matuszewski-.-
The Sinc 1429 84"
ile Family Residence at 2 e.
of the 2006 edition of the International Residential Co
the proposed occupancy is classified.
By:
�4RTIVIENT OF BUILDINGS
MAL RESIDENTIAL CODE SECTION R110
..—,Building P\qrmit M BLD2009-0041
Dwelling Units:
Alt
i,�, Type of Construction: VB
1 711
nspe�d and approved complying with the requirements
adbpt6d1iy-the City'for-1hd group and division of occupancy and the use for which
Issued this 5 th day of November, 2009
13
Chief Building Official
Any change of occupancy or use requires a bdildinji permit and a now Certificate of Occupancy issued by the City of Edmonds Building Official.
x
EX. 6' WOOD FNC
*7f
�Knockout for 4"PVC
Iff
,9
CONM4CTOR'S NOTES.
1. FOO71tVG 04fiVS-SHAL-EBE-DIRECTED-
- bl-RYeCY TO THE INFILTRA77ON TRENCH.
2 ELEVA77ONS ARE APPROXIAM7E ONLY NERiCOMMCTo.;�i, !IS i-"ESPONSIBLE FORI,
PROWDED BY 7HE OWNER. MIS LOT T x
NOT BEEN SURVEYED EROSION CON, RUL AND DRAINAGE
CO. (TYP)
Cli
0
z
12' x 6' x 5.4(D),
CONCRETE
DDENRON TAUK
_6
A
__95
DS (TYP)
V_
UJI
62'
0
0
65 LEVEL SfiRbDER W--'5-
JNF7LM77ON-4" PERF PVC
25'-4 P PERF PVC
1J'-4" PVC @1Z
PROPOSED HOUSE
FINISH FLOOR = 97.5
0 2417 SQ.FT (1ST FLR.)
24' -0 591 SQ. FT. (2ND FLR.)
96—
ACO TROUG
DRAIN (25'
-OR-EQUAL
RIM = 96 SI
IE= 96.4+/- C
RIGHT -
EX. WATER
METER
�:_ �_o I
2
a� GARAGE
�IlqISH FLOOR = 97.41
755 SQ. Fr.
4
U)
U)
J
r Co��'ng,'7�
Z, PERMIT
74 "IF-AA)RIED Cq
D
-CONCRETE DRIVE
V)
w ......
B
00
F2000-GAL DETEN77ON TANK
2000-GA
np f)r C
OP OF SLAB 97
T T
OE= 95.80
1E (IN) = 95 0
1E (OUT) =92.4
VL
I
ORIF EL= 91.9 DIA= 1!li6"
.
BOT = 90.90
GRAPHIC SCALE
0 10 20 40
IN FEET
1 inch 20 ft.
CONTOUR INTERVAL = 1 FOOT
CONTOURS ARE ESTIMA7ED BASED
UPON FIELD ELEVAT16NS PROWDED BY
THE OWNER. THIS SITE HAS NOT BEEN
SURVEYED. ELEVATIONS ARE
APPROXIMA TE ONLY.
OVERFLOW V
ELEV. = 95.8—.*
4- RISER W/ PIPE SUPPORT
4* PVC
OUTLET PIPE
T
IN VER T
ORIFICE EL E V. = 9 2. 43
11116- 11AIMETER
ELEV=91.9 +/-
60
1 ACCEPTABLE TIGHTLINE
MATERIA1_
SDR 35
SCH 40
N-12
D 35 F810 HANCOR
Applicant shall repair/replaoe all damage to
utilities or frontage imprvImments In City
right-of-way per City standards that IB caused
C or oocurs during the permMed projed.
EX. PICKET FNC 9 5
Access Hole to
Accept 24'Dia
Hatch.
IE(IN) = 95.0'
Knockout for 4"PVC
PLAN VIEW
in
CLEANOUT GATE
'SZ — — — —
.. Z,
+ - 'ELEV. �--25.5'.
" PVC FABRICATE
LOW RESTRICTOR
)P OF LID= 970
OT OF LID= 96.3
E =95.8
=92.4 (OUT)
.- 95. 0 (IN)
OTTOM= 90.9
C,4
FLOW RESTRICTOR SECTION VIEW
NOT TO SCALE nvrpvi rprnAT TIATTTrP
cl-�
r� YOIRES 101113f T57-
571
74 he-
4e�x_r e- 00?,eXr4w
CUZ Utility Vault CCP612(or equal)
2,000 Gallon (69" x 57"x 65"D)
APPROVED)-k§ NOTED
RING
SIbEET FILE
Date://"" 11� v11 I I
SBEET TME:
SFR DRAINAGE PLAN
BLD 20090041
CLEENT: Tom Matuszewski
21429 - 84th Avenue W
Edmonds,, WA.
I OF 2
gzexot 4; &_ %.re-eze-�4— f *ot ee.0, 4 2-5. 2 ?/. cjzX57
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7
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PLAN
mm
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gaVemed brjLss L-D 1'40[
1--; P-ITZP —'ALOV,
Vxi:"� I - . a
pre;wure d.7
0 f%4 4P'orEP perhrated
Ward i3 9 .9 pipe laid iw
. 1 .1 F a
j
-4' x 4'm
dew �559v" f mem)
IW- `W "w-whed mok
-CP
fker*P.briG ' — lato—
flov m*W%veter fpalty
SECTIONA-A
urs
lew m smoorid
disper3al 'remb
if neczeruairr
B
;own r
fbwiao*cr
br.wvlh hS C; EP:g
T L
board noftte3
N 0 TE Gt
1. This lierch shall te ccrmmecl so
az t; pmmnt paim diva twigm- wAh r
a FD6Dn.
2. Trenr:l-e3: rra:y be p1med no c b3er
ihaa 60 f5ml -b one amalhe r. (100 15ei
,ab rq tbwl ra)
3. Trenr-h mid!3 mcle bcL!Lrd must be
krkem L A fgn iD fDl Lw cor*oumofmilm.
4.,%p pc>rt poatzpaoing ac mq drad by
:coil candtims to erizu P!g mda ba=
rerrtmin3 level.
C -
EXPIRES 101131 IA*
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F. 0
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413
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V 16
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pa I Cf pw 7w-sq- a-
J. C*.Mc DONNELL & ASSOCIAES
CONSULTING CIVIL ENGINEERS
P.O. Box 13199
Mill Creek, WA. 98082
STORM DRAINAGE STUDY
For
MATUSZEWSKI SFR
Located at
21429-84 T' AVENUE WEST
Edmonds, WA. 98020
DEVELOPER:
Mr. Tom Matuszewski
P.O. Box 95 PMB 553
Stanwood, WA. 98292
LEGAL DESCRIPTION
AMMWOMI NtkkO.:tCgBIKOD3D-02-LOT7-=3=E4MFr&=N?5'FT&EMS-i5ET
PREPARED BY:
J. C. McDonnell, PE
Surveyor of Record:
NONE
Issue Date: March 13, 2009
Revision Date: /7),jr&
�* 2
rEXPIRES 10M
3 / 2- &
SIVA
1 r1it
A OVED AS NOTED
ENGINEERING
��at
EXISTING CONDITIONS
21429-84 TH AVENUE WEST
Edmonds, WA. 98020
The proposed project is th an undeveloped lot located on the east side of 84 1h Avenue W.
mid block between 214 Place SW and 215th Street SW in Edmonds, WA. 98020. The
Legal Description places the property in NE 1/4Section 30, Township 27N, and Range 04
WM. The lot was previously the original farmhouse of the area and was recently
destroyed by fire. The proposed building will replace the original house.
The old house and supporting surfaces have been removed. Sewer, water, telephone and
power utilities are available in the street. However, because the site requires detention
and sits below the elevation of the public storm drain, it is necessary to consider using
infiltration or level spreading to dispose of the rooftop runoff. Detention will be used to
reduce the length of level spreader/infiltration trench required in order to take advantage
of the limited field size of suitable soils. Detention for this Single Family residence will
be conventional underground concrete utility vault modified to support a 50-SF level
spreader/infiltration field to be constructed in 36 to 42 inches of Alderwood series GSL.
The alternative appears to be to pump stormwater after detention to the Public Storm
Drain in 84d. The goal is to eliminate the use of pumping with the need for external
power and to meter the rooftop stormwater after detention into the soil.
The Snohomish County Soil Survey lists the site soil type as Alderwood Gravely Sandy
Loam with 2 to 8 percent slopes. The Gravely Sandy Loam corresponds to a type "C" soil
with CN's of 81 to 85 depending upon the vegetation and cover conditions. A soil log
was prepared within the proposed infiltration area revealing an Alderwood soil depth of
36" to 42" GSL underlain by the conventional hard layer, a combined gray sandy clay
layer with seepage across the till layer. The Snohomish Soil Survey provides an average
permeability range of 2.0 to 6.0 in/hr.
J.C.McDonnell Engineering, PS 2
0 0
DEVELOPED SITE CONDITIONS
The proposed project will construct approximately 4,400 SF of new rooftop and driveway
surfaces to 0.455 acres of land. The development requires detention but not water quality
treatment since the paved surfaces will be a 25-foot x 30-foot driveway and a covered
garage. Total exposed driveway surface will be 750 SF. Driveway runoff will be
collected into a small trough drain and diverted into the roof drain system. It the site
could reach the public conveyance by gravity, the detention could be sized from Tables
provided by the City of Edmonds providing standard storage volumes based upon the
square footage of impervious to be constructed. However, since such access is currently
not available, an onsite system is proposed.
By the pertinent Edmonds regulation for a house of this size (4.400 SF new impervious)
detention from a standard table would be required with an internal restrictor and gravity
pipe conveyance to the public storm drain in 84th Avenue W. According to City
publications, this site would normally require the pipe equivalent of 40 LF of 30" pipe
(196 CF or 1,466 GAL) and a 7/8" orifice to discharge to the public storm drain.
However, since gravity to the storm drain cannot be achieved due to the low site
elevation, we can either:
I . Pump the stormwater to the street.
2. Provide a drywell of sufficient size to handle all the runoff from the rooftop of the
new structure or
3. We can detain the runoff and meter it into a smaller drainfield at a restricted flow
rate or a level spreader as allowed by DOE, 2005.
In this case, the availability of some soil in excess of 36" in depth is limited, so flow will
be restricted to a level spreader/infiltration field of 100 — 150 SF (i.e. 50 - 75LF of level
spreader/ 2-foot trench). The trench section will be conventional 2' x 2' trench with a 4"
perforated PVC pipe buried in drain rock or equal. The detention size is increased to
allow a reduction in the release rates within this drywell structure. The trench will be
open to the surface to allow storm overflows to be released to the downstream as a sheet
flow as permitted by the City of Edmonds. The surrounding conditions suggest that this
can occur without damage to neighboring properties.
Soil Logs:
SL-1
0 — 8" Topsoil
8 "- 4 1 " Alderwood GS L
41 " Plus Hardpan
SL-2
0 — 36" Alderwood GSL
36"+ Hardpan
SL-3
0- 29" Alderwood GSL
29"+ Hardpan
SL-4
0- 27" Alderwood GSL
27"+ Hardpan
J.C.McDonnell Engineering, PS 3
SITE HYDRAULIC ANALYSIS
The detention for the site will be conventional concrete tank, a 2,000 Gal utility vault,
modified to serve as a detention structure with a restrictor, an overflow 4" stand pipe and
an outlet orifice per Edmonds standards. The restrictor will be small diameter pipe and
can be fabricated from 4" PVC pipe and fittings.
Total Property Area 0.455 Acres,
Development Area 0.455 Acres
Existing Pervious 0.455 Acres
Existing Impervious Area 0.000 Acres
New House Footprint
2,417 SF
New Garage
755 SF
New Walks, Drive & Stuff
1,239 SF
New Surface Area
4,411 SF 0.101AC
Proposed Impervious
0. 10 1 Acres
Proposed Pervious =
0.359 Acres
A. DESIGN CRITERIA
The City of Edmonds Drainage Ordinance requires that storm water from new
impervious surfaces created by development must be detained. The Drainage System
Standard Plans further provides that if impervious development is less that the 5,000 sf
threshold, a standard pre -tabulated City Drainage table can be used to develop the
required storage volume. This site is eligible for the Standard Plans. Since the site cannot
drain to the public conveyance by gravity, 100-year 24-hour detention is provided with a
release to a level spreader in the rear yard area. The 2005 DOE Stormwater Manual Page
3-12 provides design criteria for a dispersion trench downstream from the detention vault
which will dissipate the stormwater to a sheet flow. The published design criteria are
provided on a following page.
B. DETENTION VOLUME
With Impervious area= 4,411 SF
Detention Req'd Per Edmonds Table 1= 112 CF =838.76Gal.
"2,000" Gal Detention Tank (Modified Utility Vault CCP 612 per CUZ Conc.)
Inside L = 12'
Inside W = 6 6
Depth = 5.4'
Gal/ft 538.6
Volume 388 CF = 2,908 Gal 'available
Air Space 0. 5' = 134 Gal
Detention Volume= 3.9'=2,10OGal
Dead Storage = 1.0' = 538.6 Gal
Restrictor size = 7/8" per City of Edmonds
Restrictor size per SBUH Engineered Design = 11/16".
J.C.McDonnell Engineering, PS 4
0 0
SITE HYDRAULIC ANALYSIS
Design Criteria for Dispersion Trenches
A vegetated flowpath of at least 25 feet in length must be
maintained between the outlet of the trench and any property line,
structure, stream, wetland, or impervious stu-face. A vegetated
flowpath of at least 50 feet in length must be maintained between
the outlet of tile trench and any steep slope. Sensitive area buffers
may count towards flowpath lengths.
2. Trenches serving up to 700 square feet of roof area may be simple
1 0-foot-long by 2-foot wide gravel filled trenches as slio-%Aqi in
Figure 3.5. For roof areas larger than 700 square feet, a dispersion
trench with notched grade board as shown in Figure 3.6 may be used
as approved by the local jurisdiction. The total length of this design
must not exceed 50 feet and must provide at least 10 feet of trench
per 700 square feet of roof area.
3. A setback of at least 5 feet should be maintained between any edge
of the trench and any structure or property line.
4. No erosion or flooding of downstream properties may result.
5. Runoff discharged towards landslide hazard areas must be evaluated
by a geotechnical engineer or a licensed geologist, hydrogeologist,
or engineering geologist. The discharge point may not be placed on.
or above slopes greater than 20% or above erosion hazard areas
without evaluation by a geotechnical engineer or qualified geologist
andjurisdiction approval.
J.C.McDonnell Engineering, PS
0 0
SITE HYDRAULIC ANALYSIS (cont.)
Level Spreader Detail 3.5 per DOE
TME HWMN-
CAP -
Wo ]Cfpw?W Wt
A ^4
MN VEW W AMF
Flnure &5 T*ckaf 0ownwood UkDomim TA-nca
Sw-ft, Xlqcd-my
J.C.McDonnell Engineering, PS
SITE HYDRAULIC ANALYSIS (cont.)
Level Spreader Detail 3.6 per DOE
ard cap at plu3 Immswarid
dispet-Aiterch
V . .
010"ricutw1oflom pip.-- if
6
WorWparl:mUd p" Uku ftVIM121
r. oto hLd
a
mdo t-=rd
ViTrimirr"
9
trp: 10 9 %Vzold we r (Ioc �ngj
Type I CR
A
+%-V:sdid
coe r
04
imllmmt,lp V..qn
4kiw-1,0S0F5VertrenrN
d
't
i5-0124A
outwpfpDm Poo
PLAN
urs
")eMed boVs
V-D 11.0
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a Ir
Pm=ure
trmz=9=Q
4� or F? perkto-ed
toard
.9
pipe Im ikm
A1x 4=pport post
4W—Tt"w�hrd rk
met 6bk
1:m fffix (Ly flou mmmuter
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SECTIONA-A
Ws
fLw io A-c r
br."h N r. E?G
as nxamaq
le 0.0.
2"
T
N 0 Tr- st
I. T%merch shW1 be omsmedsD
a3b preient Poirt il�xhmu-- erdbr
0 IDZIDD.
2. TrermFes m!W be p1wed no c b---r
ftm 60 *Del t) One aixilbe: r. (IDO fWl
ab rq fbwl nm)
3. Tmnrh Mid 9 mde bmid mir-A be
bNe L A bn ID ful bw comDumofzie.
4. aip port p= zpaoing = raq drad by
=11 cordkitmc to aru 10 9 rada bozm
fernahs
Figure 3.6 Standard INspersion Trench with Notched Grade Board
J.C.McDonnell Engineering, PS 7
40.
SITE HYDRAULIC ANALYSIS
QrMell Sizing Calculation
Rooftop Area = 3,172 SF divides by 700 SF = 4.53
Pavement Area = 1,239 SF/700 = 1.77
Length of Level Spreader = 6.30 x 10 LF = 63.0 LF minimum
Let the Level Spreader/ Drywell be a minimum of 65.0 feet in length. Since all rooftop
area runoff will be directed through one outlet from the detention, it is reasonable to keep
the spreader as a single trench with a single run of pipe.
DOWNSTREAM CONDITIONS
Site detention will discharge by a 4" pipe conveyance to a drywell in the rear yard area as
described above. There is no piped outlet available on the downstream property.
Currently the rear yard drops in elevation to a low point at or slightly east of the property
line. The grade begins to rise in the neighbor's yard to the east. The overall terrain slopes
North & east. Since the rear yards are lower than the respective houses, it seems
reasonable to suppose that any surface flows that may occur during highly intense storm
events might pond in the yard areas without harming any structures.
The proposed design under foreseeable conditions including an isolated 100-year peak
event will be dissipated into the soil without a noticeable impact on downstream
properties. The project is small relative to the lot size in question and the neighborhood is
currently designed to a density of 1 unit per 0.4 acres. Therefore, we do not expect the
stormwater to appear on the surface in foreseeable conditions as long as reasonable care
& maintenance is taken to prevent'the drywells from silting up or plugging. The soils
were examined on a winter day in early March 2009 when winter high water table
conditions would reasonably be expected to apply. The soils were observed to be well
draining down to the hard pan layers as indicated.
J.C.McDonnell Engineering, PS 8
ENGINEERING REPORT APPENDICES
J.C.McDonnell Engineering, PS
0 0
1. Site Vicinity Map
J.C.McDonnell Engineering, PS 10
0 0
VICINITY MAP
0
U
h 4�N i�w ."102th-PI S1
Mwn St
iAi UfPh
2 Sk
pt sw
112th St�
'61
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21 Pi
i'f L /<
215,tUhl St
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a
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Q!2009wpowginc.-� 04 _P�i" 7009 HAV_
Jr,6. M600NNO-1- 6N61N&591N6 P6
4onsulfing 4ivil Cngineers
W06- zap` 5\q, $to _30(p
Mountlaice Torraco, WK W43
(42.5) 144-oqi5 (Tot) (42-5) -144-oq4(p (FAY,)
e -mail: jocdonz@vorizon.not
Tom Matuszeuski
21429 — 84th Avenue W
Edmonds, WA
SCALE: None DATE: SHEET:
JOB NUMBER: FILE NAME:
BY: I Photobase I
2. Aerial Topography Map
J.C.McDonnell Engineering, PS I I
USGS BASIN TOPOGRAPHY
M
.7
N.
V
. 6
J;
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Tom Matuszeuski
J'6. MCPQNNC1_L CNWNCC,9� 21429 — 84"' Avenue W
6onsulfing,Civil Cagineers Edmonds, WA
(0(006- 21(pl, cow, 5to -30(p
tftuntlalco Torraco, WA. W413
(4?-5) 144 - oqi5 (Tol) (4?-5) -144 - oq4(p (FAY.) SCALE: None DATE: SHEET:
6 -mail: jt0rdon?_@v0rizon.net JOB NUMBER: FILE NAME:
BY: Photobase 2
9 1 0
BUILDING SITE
47
'A—
_4L"k 4do
Ic
X16. M-1PONNeu cN61Nccp1tN6 Pic
40"Sulfing 4ivil Cngineers
wpos- %1(01 sw, Cato -30(p
Mountlalce Torrace, WK qSo43
(4z5) 144-oq15 (Tol) (42-5) 144-oq4(o (FAY.)
e -mail: j4%cdon-z@verizon.net
Tom Matuszeuski
21429 — 84th Avenue W
Edmonds, WA
SCALE: None DATE: SHEET:
JOB NUMBER: FILE NAME:
BY: I Photobase 3
-7 MF
uga
13
0 0
DOWNSTREAM OF DRYWELL SITE 2
Jr1c. WPONN61-1- 6N611V60Z1N6 P4
4onsulfing civif Cn9ineers
(Apos- 21V" 15w, Ste 30(p
tAountlaVe Terrace, w1k. qSO43
(4?-5)144-oql5 (Tol) (4z5) -144-oq4(p (FA)()
6 -mail: jocdon"verizon.net
4* . At-
Tom Matuszeuski
21429 — 84h Avenue W
Edmonds, WA
SCALE: None DATE: SHEET:
JOB NUMBER: FILE NAME:
BY: I Photobas.e 5
0 0
I Edmonds Drainage Calculations & Exhibit
a. Detention Sizing Calculations
J.C.McDonnell Engineering, PS 12
3/16/09 2:59:43 pm J.C. McDonnell & Associates page I
MATUSZEWSKI SINGLE FAMILY
Edmonds Rooftop 200OG Detention
March 16, 2009
BASIN SUMMARY
BASIN ID: B002 NAME: 2 YEAR UNDEVELOPED
SBUH METHODOLOGY
TOTAL AREA ....... 0.10 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... TYPElA PERV IMP
PRECIPITATION .... 1.50 inches AREA..: 0.10 Acres 0.00 Acres
TIME INTERVAL .... 10.00 min CN .... 85.00 0.00
TC .... 17.89 min 0.00 min
ABSTRACTION COEFF: 0.20
TcReach - Sheet L: 187.00 ns:0.1500 p2yr: 1.50 s:0.0400
impTcReach - Sheet L: 50.00 ns:0.0110 p2yr: 1.50 s:0.0200
impTcReach - Sheet L: 137.00 ns:0.1500 p2yr:l 1.50 s:0.0500
PEAK RATE: 0.01 cfs VOL: 0.00 Ac-ft TIME: 490 min
BASIN ID: B010 NAME: 10 YEAR UNDEVELOPED
SBUH METHODOLOGY
TOTAL AREA ....... 0.10 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... TYPElA PERV IMP
PRECIPITATION .... 2.20 inches AREA..: 0.10 Acres 0.00 Acres
TIME INTERVAL .... 10.00 min CN .... 85.00 0.00
TC .... 17.89 min 0.00 min
ABSTRACTION COEFF: 0.20
TcReach - Sheet L: 187.00 ns:0.1500 p2yr: 1.50 s:0.0400
impTcReach - Sheet L: 50.00 ns:0.0110 p2yr: 1.50 s:0.0200
impTcReach - Sheet L: 137.00 ns:0.1500 p2yr: 1.50 s:0.0500
PEAK RATE: 0.02 cfs VOL: 0.01 Ac-ft TIME: 480 min
BASIN ID: B025 NAME: 25 YEAR UNDEVELOPED
SBUH METHODOLOGY
TOTAL AREA ....... 0.10 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... TYPElA PERV IMP
PRECIPITATION .... 2.80 inches AREA..: 0.10 Acres 0.00 Acres
TIME INTERVAL .... 10.00 min CN .... 85.00 0.00
TC .... 17.89 min 0.00 min
ABSTRACTION COEFF: 0.20
TcReach - Sheet L: 187.00 ns:0.1500 p2yr: 1.50 s:0.0400
impTcReach - Sheet L: 50.00 ns:0.0110 p2yr: 1.50 s:0.0200
impTcReach - Sheet L: 137.00 ns:0.1500 p2yr: 1.50 s:0.0500
PEAK RATE: 0.03 cfs VOL: 0.01 Ac-ft TIME: 480 min
J.C.McDonnell Engineering, PS 13
0
E
3/16/09 2:59:43 pm J.C. McDonnell & Associates page 2
MATUSZEWSKI SINGLE FAMILY
Edmonds Rooftop 200OG Detention
March 16, 2009
BASIN SUMMARY
BASIN ID: B100
NAME: 100 YEAR UNDEVELOPED
SBUH METHODOLOGY
TOTAL AREA .......
0.10 Acres
BASEFLOWS:
0.00 cfs
RAINFALL TYPE ....
TYPElA
PERV
IMP
PRECIPITATION ....
3.30 inches
AREA..:
0.10 Acres
0.00 Acres
TIME INTERVAL ....
10.00 min
CN .... 85.00
0.00
TC .... 17.89
min
0.00 min
ABSTRACTION COEFF:
0.20
TcReach - Sheet L:
187.00 ns:O..1500 p2yr: 1.50
s:0.0400
impTcReach - Sheet
L: 50.00 ns:0.0110 p2yr:
1.50 s:0.0200
impTcReach - Sheet
L: 137.00 ns:0.1500 p2yr:
1.50 s:0.0500
PEAK RATE: 0.03 cfs
VOL: 0.02
Ac-ft TIME:
480 min
BASIN ID: D002
NAME: 2 YEAR
DEVELOPED
SBUH METHODOLOGY
TOTAL AREA .......
0.10 Acres
BASEFLOWS:
0.00 cfs
RAiNFALL TYPE ....
TYPElA
PERV
IMP
PRECIPITATION ....
1.50 inches
AREA..:
0.00 Acres
0.10 Acres
TIME INTERVAL ....
10.00 min
CN ....
0.00
98.00
TC ....
0.00 min
7.00 min
ABSTRACTION COEFF:
0.20
PEAK RATE: 0.03 cfs
VOL: 0.01
Ac-ft TIME:
480 min
BASIN ID: D010
NAME: 10 YEAR DEVELOPED
SBUH METHODOLOGY
TOTAL AREA .......
0.10 Acres
BASEFLOWS:
0.00 cfs
RAINFALL TYPE ....
TYPElA
PERV
IMP
PRECIPITATION ....
2.20 inches
AREA..:
0.00 Acres
0.10 Acres
TIME INTERVAL ....
10.00 min
CN ....
0.00
98.00
TC ....
0.00 min
7.00 min
ABSTRACTION COEFF:
0.20
PEAK RATE: 0.04 cfs
VOL: 0.02
Ac-ft TIME:
480 min
BASIN ID: D025
NAME: 25 YEAR DEVELOPED
SBUH METHODOLOGY
TOTAL AREA .......
0.10 Acres
BASEFLOWS:
0.00 cfs
RAINFALL TYPE ....
TYPElA
PERV
IMP
PRECIPITATION ....
2.80 inches
AREA..:
0.00 Acres
0.10 Acres
TIME INTERVAL ....
10.00 min
CN ....
0.00
98.00
TC ....
0.00 min
7.00 min
ABSTRACTION COEFF:
0.20
PEAK RATE: 0.06 cfs
VOL: 0.02
Ac-ft TIME:
480 min
J.C.McDonnelI Engineering, PS 14
3/16/09 2:59:43 pm J.C. McDonnell & Associates page 3
MATUSZEWSKI SINGLE FAMILY
Edmonds Rooftop 200OG Detention
March 16, 2009
BASIN SUMMARY
BASIN ID: D100 NAME: 100 YEAR DEVELOPED
SBUH METHODOLOGY
TOTAL AREA ....... 0.10 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... TYPElA PERV IMP
PRECIPITATION .... 3.30 inches AREA..: 0.00 Acres 0.10 Acres
TIME INTERVAL .... 10.00 min CN .... 0.00 98.00
TC .... 0.00 min 7.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.07 cfs VOL: 0.03 Ac-ft TIME: 480 min
J.C.McDonnell Engineering, PS 15
3/16/09 2:59:43 pm J.C. McDonnell & Associates page 4
MATUSZEWSKI SINGLE FAMILY
Edmonds Rooftop 200OG Detention
March 16, 2009
HYDROGRAPH SUMMARY
PEAK
TIME
VOLUME
HYD
RUNOFF
OF
OF
CONTRIB
NUM
RATE
PEAK
HYDRO
AREA
CFS
MIN.
CF\ACFT
ACRES
UNDEVELOPED
1
0.006
490
166
CF
0.10
2-YEAR
2
0.016
480
346
CF
0.10
10-YEAR
3
0.026
480
521
CF
0.10
25-YEAR
4
0.034
480
676
CF
0.10
100-YEAR
DEVELOPED
5
0.030
480
469
CF
0.10
2-YEAR
6
0.045
480
723
CF
0.10
10-YEAR
7
0.058
480
942
CF
0.10
25-YEAR
8
0.069
480
1125
CF
0.10
100-YEAR
DETENTION VAULT
PERFORMANCE
9
0.012
540
397
CF
0.10
2-YEAR
10
0.017 '
550
651
CF
0.10
10-YEAR
11
0.020
560
870
CF
0.10
25-YEAR
12
0.023
560
1053
CF
0.10
100-YEAR
J.C.McDonnell Engineering, PS 16
0
9
3/16/09 2:59:43 pm J.C. McDonnell & Associates page 5
MATUSZEWSKI SINGLE FAMILY
Edmonds Rooftop 200OG Detention
March 16, 2009
STAGE STORAGE TABLE
RECTANGULAR VAULT ID No. 200OG
Description:
Length: 12.00 ft. Width: 6.00 ft. voids: 1.000
STAGE --STORAGE STAGE -STORAGE- STAGE --STORAGE ---- >
STAGE -STORAGE--
(FT) --- CF--- --AC-FT-
(FT)
--- CF--- --AC-FT-
(FT)
--- CF--- --AC-FT- (FT) --- CF--- --AC-FT-
91.40
0.0000 0.0000
92.70
93.600 0.0021
94.00
187.20 0.0043
95.30
280.80 0.0064
91.50
7.2000 0.0002
92.80
100.80 0.0023
94.10
194.40 0.0045
95.40
288.00 0.0066
91.60
14.400 0.0003
92.90
108.00 0.0025
94.20
201.60 0.0046
95.50
295.20 0.0068
91.70
21.600 0.0005
93.00
115.20 0.0026
94.30
208.80 0.0048
95.60
302.40 0.0069
91.80
28.800 0.0007
93.10
122.40 0.0028
94.40
216.00 0.0050
95.70
309.60 0.0071
91.90
36.000 0.0008
93.20
129.60 0.0030
94.50
223.20 0.0051
95.80
316.80 0.0073
92.00
43.200 0.0010
93.30
136.80 0.0031
94.60
230.40 0.0053
95.90
324.00 0.0074
92.10
50.400 0.0012
93.40
144.00 0.0033
94.70
237.60 0.0055
96.00
331.20 0.0076
92.20
57.600 0.0013
93.50
151.20 0.0035
94.80
244.80 0.0056
96.10
338.40 0.0078
92.30
64.800 0.0015
93.60
158.40 0.0036
94.90
252.00 0.0058
96.20
345.60 0.0079
92.40
72.000 0.0017
93.70
165.60 0.0038
95.00
259.20 0.0060
96.30
352.80 0.0081
92.50
79.200 0.0018
93.80
172.80 0.0040
95.10
266.40 0.0061
96.30
352.80 0.0081
92.60
86.400 0.0020
93.90
180.00 0.0041
95.20
273.60 0.0063
J.C.McDonnell Engineering, PS 17
0 0
3/16/09 2:59:43 pm J.C. McDonnell & Associates page 6
MATUSZEWSKI SINGLE FAMILY
Edmonds Rooftop 200OG Detention
March 16, 2009
STAGE DISCHARGE TABLE
MULTIPLE ORIFICE ID No. 200OGx
Description: Design 25 yr
Outlet Elev: 92.40
Elev: 91.90 ft Orifice Diameter: 0.6880 in.
STAGE <DISCHARGE> STAGE <DISCHARGE> STAGE -DISCHARGE- STAGE DISCHARGE>
(FT) --- CFS -- ------- (FT) --- CFS -- ------- (FT) --- CFS -- ------- (FT) --- CFS -- -------
92.40
0.0000
93.40
0.0128
94.40
0.0182
95.40
0.0222
92.50
0.0041
93.50
0.0135
94.50
0.0186
95.50
0.0226
92.60
0.0057
93.60
0.0141
94.60
0.0191
95.60
0.0230
92.70
0.0070
93.70
0.0146
94.70
0.0195
95.70
0.0233
92.80
0.0081
93.80
0.0152
94.80
0.0199
95.80
0.0237
92.90
0.0091
93.90
0.0157
94.90
0.0203
95.90
0.0240
93.00
0.0099
94.00
0.0162
95.00
0.0207
96.00
0.0244
93.10
0.0107
94.10
0.0167
95.10
0.0211
96.10
0.0247
93.20
0.0115
94.20
0.0172
95.20
0.0215
96.20
0.0250
93.30
0.0122
94.30
0.0177
95.30
0.0219
96.30
0.0254
3/16/09 2:59:43 pm J.C. McDonnell & Associates page 7
MATUSZEWSKI SINGLE FAMILY
Edmonds Rooftop 200OG Detention
March 16, 2009
STAGE DISCHARGE TABLE
RISER DISCHARGE
ID No.
Risl
Description:
Riser Diameter (in):
4.00
elev: 95.80 ft
Weir Coefficient ...
9.739
height: 96.30 ft
Orif Coefficient ...
3.782
increm: 0.10 ft
STAGE <-DISCHARGE- STAGE <-DISCHARGE--> STAGE <-DISCHARGE-> STAGE <DISCHARGE --- >
(ft) --- cfs -- ------- (ft) --- cfs -- ------- (ft) --- cfs -- ------- (ft) --- cfs -- -------
95.80 0.0000 95.90 0.1329 96.10 0.2302 96.30 0.2971
95.80 0.0000 96.00 0.1879 96.20 0.2658 96.30 0.2971
J.C.McDonnell Engineering, PS 18
E
3/16/09 2:59:43 pm J.C. McDonnell & Associates page 8
MATUSZEWSKI SINGLE FAMILY
Edmonds Rooftop 200OG Detention
March 16, 2009
STAGE DISCHARGE TABLE
COMBINATION DISCHARGE ID No. combol
Description:
Structure: 200OGx Structure:
Structure: Risl Structure:
Structure:
STAGE <--DISCHARGE- STAGE -DISCHARGE STAGE -DISCHARGE STAGE -DISCHARGE
(FT) --- CFS -- ------- (FT) --- CFS -- ------- (FT) --- CFS -- ------- (FT) --- CFS -- -------
92.40
0.0000
93.70
0.0146
95.00
0.0207
96.30
0.3225
92.50
0.0041
93.80
0.0152
95.10
0.0211
96.40
0.3512
92.60
0.0057
93.90
0.0157
95.20
0.0215
96.50
0.3776
92.70
0.0070
94.00
0.0162
95.30
0.0219
96.60
0.4022
92.80
0.0081
94.10
0.0167
95.40
0.0222
96.70
0.4�53
92.90
0.0091
94.20
0.0172
95.50
0.0226
96.80
0.4472
93.00
0.0099
94.30
0.0177
95.60
0.0230
96.90
0.4680
93.10
0.0107
94.40
0.0182
95.70
0.0233
97.00
0.4879
93.20
0.0115
94.50
0.0186
95.80
0.0237
97.10
0.5070
93.30
0.0122
94.60
0.0191
95.90
0.1569
97.13
0.5126
93.40
0.0128
94.70
0.0195
96.00
0.2123
93.50
0.0135
94.80
0.0199
96.10
0.2549
93.60
0.0141
94.90
0.0203
96.20
0.2908
J.C.McDonnell Engineering, PS 19
0
3/16/09 2:59:45 PM J.C. MCDONNELL & ASSOCIATES PAGE 9
MATUSZEWSKI SINGLE FAMILY
EDMONDS ROOFTOP 200OG DETENTION
MARCH 16,2009
LEVEL POOL TABLE SUMMARY
MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE
< -------- DESCRIPTION --------- > (CFS) (CFS) --ID- --ID- <-STAGE> ID (CFS) VOL (CF)
2-YEAR ......................
0.01
0.032000GCOMBOI
93.28 9
0.01
135.66CF
10-YEAR ......................
0.02
0.04 200OG CONMOI
94.10 10
0.02
194.58 CF
25-YEAR ......................
0.03
0.062000GCOMBOI
94.8911
0.02
251.01CF
100-YEAR .....................
0.03
0.072000GCOMBOI
95.5812
0.02
301.09CF
J.C.McDonnell Engineering, PS 20
4. Available Soil Data
J.C.McDonnell Engineering, PS 21
0
rj
VI
0
K
M
--I
M
�U
ch
M
W
C,
C
C
c
�� Mn -
M
M
CO
M
X
Ul
0)
0
This soll I survey map was compiled by the U S.DeDertment a I Agriculture. Sol I Cons owe tion Semi ce, and cooperating agencies. .
Base MDP. are wthapholographa prepared bythe State of Washington. Department of Natural Resources from 1973 and.1974 serial photography.
Coordinate and ticks and land division cornets, It shown. are DDPfDXIMO[elY positituied.
183
Snohomish County Area, Washington
TABLE 14.--PHYSICAL AND CHEMICAL -PROPERTIES OF SOILS
[The symbol < means less than; > means more than. Entries under "Erosion factors--T" apply to the entire
apply only to the surface laYer. Absence of an entry indicates
profile. Entries under "Organic mattei
that data were not available or were not estimated]
Soil name and jDepthjClay <2mmj Permeability
map symbol i
In
ct
n/hr
1 0-7 1
1, 2, 3 ---------- I
5-10
1
2.o-6.o
Alderwood 1 7-351
5-10
1
2.0-6.0
1 35 1
---
4*:
Alderwood ------- 1 0-7 1
5-10
2.0-6.o
1 7-351
5-10
2.0-6.0
1 35 1
---
Everett --------- 1 0-6 1
5-10
2.0-6.0
1 6-181
5-10
6.0-20
118-601
o-5
6.0-20
5*, 6*:
Alderwood ------- 1 0-7 1
5-10
i
2.0-6.0
1 7-351
5-10
1
2.0-6.0
1 35 1
---
Urban land.
7 -----------------1 0-9 1
15-30
1
0.2-0.6
Bellingham 9-601.
40-60
1
0.06-0.2
8 ---------------- 1 0-6
27-35
1
0.2-0.6
Bellingham 1 6-421
35-45
12-30
1
1
0.06-0.2
0.2-0.6
Variant 142-601
9, 10, 11 -------- 0-8
0 6-2.0
Cathcart 1 8-351
0:6-2.0
135-601
0.6-2.0
12*.
Cryohemists
13 --------------- 1 0-9 1
1 9 -351
10-15
0 -10
1
1
2.0-6.0
0.2-0.6
Custer
135-601
0-10
i
>20
14 --------------- 1 0-2 1
0.6-2.0
Elwell 1 2-231
0.6-2.0
123-27:
0.6-2.0
1 27
15*:
Elwell ---------- 1 0-2
0.6-2.0
1 2-231
0.6-2.0
1123-27,
1
0.6-2.0
1 27
Olomount -------- 1 0-2
o.6-2.0
1 2-181
o.6-2.0
1118-321
---
0.6-2..0
32
16*:
ElwVll ---------0-2
---
0.6-2.0
1 2-.231
o.6-2.0
123-271
0.6-2.0
27
See footnote at end
of table.
i I
Available 1 Soil I Shrink -swell
water capacity !reaction! potential
Erosion i
factors jOrganic
matter
K It T I —
2
0.07-0-11 15.1-6.5 !Low ------------ 10.201
0.07-0.11 1-5.6-6.5 !Low ------------ 10.201,
--------------- : ---- !
Is 11
It It 11
10.201 2
0.07-0-11 15.1-6.5 Mow ------------
0.07-0-11 15.6-6.5 tLow ------------ 10.201
--------------- 1
0.08-0.12 15.6-6.5 Mow ------------ 10-171 1
0.05-0.08 15.6-6.5 Mow ------------ 10.10',
0.02-0.05 15.6-6.5 !Low ------------ 10.10,
I It
10.201 2
0.07-0-11 15.1-6.5 !Low ------------
0.07-0-11 15.6-6.5 !Low ------------ 10.201
--------------- 1
0.20-0.24 15.6-6.5 !Low ------------ 10-321, 5
0.20-0.24 16.1-7.3 !High ----------- 10.24-,
0.19-0.21 15.1-5.5 IModerate ------- 10-321 5
14.5-5.5 !High ----------- 10-321
0.14-0.16 14.5-5.0 !Moderate ------- 10-321
S It 1 1
0.18-0.20 114.5-6.0 !Low ------------ 10-371 5
0.13-0-17 15.1-6.5 !Low ------------ 10.431
0.14-0.17 15.1-6.5 !Low ------------ 10-371
0.13-0-15 15.6-6.0 !Low ------------ 10.281 5
0.06-0.08 15.1-5.5 !Low ------------ 10.241
0.06-0.09 15.6-6.0 Mow ------------ 110.101,
2
0.22-0.26 13.6-5.5 !Low ------------ 10.371
0.19-0.23 15.1-5.5 !Low ------------ 10:431
0.09-0.13 115.1-5-5 -',Low ------------- 10.2811
i---------------
0.22-0.26 13.6-5.5 !Low ------------ 10-371 2
0.19-0.23 15.1-5.5 !Low ------------ 10.431
0.09-0.13 15.1-5.5 !Low ------------ 10.2811
---------------
0.13-0-16 15.1-5.5 !Low ------------- 10.241 2
0.11-0.14 15.6-6.0 !Low ----------- �10.281
0.08-0-10 15.6-6.5 !Low ------------ 10.281
0.22-0.26 13.6-5.5 !Low ------------ 10-37, 2
�0.19-0.23 15.1-5.5 !Low ------------ 10.431
0.09-0.13 15.1-5.5 Mow ------------ 10.281
---------------
J. CO.MC D ONNEL L & ASS 0 CIAES
CONSULTING CIVIL ENGINEERS
P.O. Box 13199
Mill Creek, WA. 98082
STORM DRAINAGE STUDY
For
MATUSZEWSKI SFR
Located at
21429-84 T" AVENUE WEST
Edmonds, WA. 98020
DEVELOPER:
Mr. Tom Matuszewski
P.O. Box 95 PMB 553
Stanwood, WA. 98292
LEGAL DESCRIPTION
AWMWOM M42NOR C9 3EK OS r,02 - LOT 7 ME E 430 FT & OX N 75 Fr & EM S 75 �Tl
Issue Date: March 13, 2009
Revision Date:
PREPARED BY:
J. C. McDonnell, PE
Surveyor of Record:
NONE
SIRE15 f IVE
Ze".
MAR 19 2009
SU""'(' 'EA41R?TWN-r
CITY OF E0'W0jVQ
EXISTING CONDITIONS
21429-84 T' AVENUE WEST
Edmonds, WA. 98020
The proposed project is an undeveloped lot located on the east side of 84 th Avenue W.
mid block between 214th Place SW and 215'h Street SW in Edmonds, WA. 98020. The
Legal Description places the property in NE 1/4 Section 30, Township 27N, Range 04
WM. The lot was previously the original farmhouse of the area and was recently
destroyed by fire. The proposed building will replace the original house.
The old house and supporting surfaces have been removed. Sewer, water, telephone and
power utilities are available in the street. However, because the site requires detention
and sits below the elevation of the public storm drain, it is necessary to consider using
infiltration to dispose of the rooftop runoff. Detention will be used to reduce the length of
infiltration trench required in order to take advantage of the limited field size of suitable
soils. Detention for this Single Family residence will be conventional underground
concrete utility vault modified to support a 200-SF infiltration field to be constructed in
36 to 42 inches of A.1derwood series GSL. The alternative appears to be to pump
th
stormwater after detention to the Public Storm Drain in 84 . The hope is to eliminate the
use of pumping with the need for external power and to meter the rooftop stormwater
after detention into the soil.
The Snohomish County Soil Survey lists the site soil type as Alderwood Gravely Sandy
Loam with 2 to 8 percent slopes. The Gravely Sandy Loam corresponds to a type "C" soil
with CN's of 81 to 85 depending upon the vegetation and cover conditions. A soil log
was prepared within the proposed infiltration area revealing an Alderwood soil depth of
36" to 42" GSL underlain by the conventional hard layer, a combined gray sandy clay
layer with seepage across the till layer. The Snohomish Soil Survey provides an average
permeability range of 2.0 to 6.0 in/hr.
Given the small size of the proposed construction, the cost of geotechnical evaluating this
soil with falling head percolation is considered unwarranted. It is reasonable to assume
for the purposes of this design that the average percolation rate of this site's soil is at least
4.0 in/hour. We will apply a Safety Factor of 2 to the minimum average permeability,
which will allow us to develop a reasonable drywell size with a conservative percolation
rate of 2.0 in/hour (i.e. 30 min/in). Since the Alderwood series GSL is 36-42 inches deep
in the proposed drywell area, the proposed drywell will be set 12-inches or more above
the hardpan layer with a design depth of 24-inches. Additional fill of topsoil depths of 12-
inches or so may be used over the top landscaping and site grading.
J.C.McDonnell Engineering, PS 2
0
DEVELOPED SITE CONDITIONS
The proposed project will construct approximately 4,400 SF of new rooftop and driveway
surfaces to 0.455 acres of land. The development requires detention but not water quality
treatment since the paved surfaces will be a 25-foot x 30-foot driveway and a covered
garage. Total exposed driveway surface will be 750 SF. Driveway runoff will be
collected into a small trough drain and diverted into the roof drain system. It the site
could reach the public conveyance by gravity, the detention could be sized from Tables
provided by the City of Edmonds providing standard storage volumes based upon the
square footage of impervious to be constructed. However, since such access is currently
not available, an onsite system is proposed.
By the pertinent Edmonds regulation for a house of this size (4.400 SF new impervious)
detention from a standard table would be required with an internal restrictor and gravity
pipe conveyance to the public storm drain in 84th Avenue W. According to City
publications, this site would normally require the pipe equivalent of 40 LF of 30" pipe
(196 CF or 1,466 GAL) and a 7/8" orifice to discharge to the public storm drain.
However, since gravity to the storm drain cannot be achieved due to the low site
elevation, we can either:
1. Pump the stormwater to the street.
2. Provide a drywell of sufficient size to handle all the runoff from the rooftop of the
new structure or
3. We can detain the runoff and meter it into a smaller drainfield at a restricted flow
rate.
In this case, the availability of some soil in excess of 36" in depth is limited; so now will
be restricted to an infiltration field of 200 SF (i.e. 100 LF of 2-foot trench). The trench
section will be conventional 2' x 2' trench with a 4" perforated PVC pipe buried * in drain
rock or equal. The detention size is increased to allow a reduction in the release rates
within this drywell structure. According to the hydraulic analysis, the infiltration bed will
absorb the 25-year storm volume at a depth of 1.5-foot. The 100-year event will be
absorbed at 1.81 foot depth in a 2' trench. Any excess flows will exit the system at the
yard drain gate and sheet flow into the rear yard area. The surrounding conditions
suggest that this can occur without damage to surrounding properties.
Soil Logs:
SL-1
0 — 8"
Topsoil
8"- 41"
Alderwood GSL
41 " Plus Hardpan
SL-2
0 — 36"
Alderwood GSL
36"+
Hardpan
SL-3
0- 29"
Alderwood GSL
29"+
Hardpan
SL 4
0- 27"
Alderwood GSL
27"+
Hardpan
J.C.McDonnell Engineering, PS 3
SITE HYDRAULIC ANALYSIS
The detention for the site will be conventional concrete tank, a 2,000 Gal utility vault,
modified to serve as a detention structure with a restrictor, an overflow 4" stand pipe and
an outlet orifice per Edmonds standards. The restrictor will be small diameter pipe and
can be fabricated from 4" PVC pipe and fittings.
Total Property Area 0.455 Acres,
Development Area 0.455 Acres
Existing Pervious 0.455 Acres
Existing Impervious Area 0.000 Acres
New House Footprint
2,417 SF
New Garage
755 SF
New Walks, Drive & Stuff
1,239 SF
New Surface Area
4,411 SF 0.101AC
Proposed Impervious
0. 10 1 Acres
Proposed Pervious =
0.359 Acres
A. DESIGN CRITERIA
The City of Edmonds, Drainage Ordinance requires that storm water from new
impervious surfaces created by development must be detained. The Drainage System
Standard Plans further provides that if impervious development is less that the 5,000 sf
threshold, a standard pre -tabulated City Drainage table can be used to develop the
required storage volume. This site is eligible for the Standard Plans. Specifically, the
ordinance requires that "a retention control device must be provided in order to maintain
surface water discharge rates at or below the 25-year, 6-hour rainfall event." It is further
requires that the "retention/detention facility must be constructed to store the runoff from
a 100-year, 12- hour rainfall event." The code allows the City Engineer to accept
different but equivalent standards. The King Count Small Project Drainage Requirement
(Appendix C) has been suggested as a possible reference.
B. DETENTION VOLUME
With Impervious area= 4,411 SF
Detention Req'd Per Edmonds Table 1= 112 CF = 838.76 Gal.
"2,000" Gal Detention Tank (Modified Utility Vault CCP 612 per CUZ Conc.)
Inside L = 12'
Inside W = 6
Depth = �A'
Gal/ft 538.6
Volume 388 CF = 2,908 Gal available
Air Space 0. 5' = 134 Gal
Detention Volume= 3.9'=2,10OGal
Dead Storage = 1.0' = 538.6 Gal
Restrictor size = 7/8" per City of Edmonds
Restrictor size per SBUH Engineered Design 11/16"
J.C.McDonnell Engineering, PS 4
E
0
SITE HYDRAULIC ANALYSIS
Drywell Sizing Calculation
The intent is to provide for infiltration of the rooftop stormwater from this building up to
the 100-year event. This is done be selecting an infiltration system of sufficient size to
dissipate the metered flow from the detention vault. We have previously selected a design
appl ication rate of 2.0 in/hour after including a Safety Factor of 2.0. A Stage Storage
table was developed for a drywell field of 100 LF of 2' x 2' trench. The Staged Storage
table was entered into the Santa Barbara Unit Hydrograph model routines. The
performance hydrographs for the detention tank were then routed through the drywell
system. The I 00-foot drainfield was determined to absorb the released hydrographs up to
the 100-year event. The model results and the Stage Storage Table are provided in the
appropriate section of the Appendix.
DOWNSTREAM CONDITIONS
Site detention will discharge by a 4" pipe conveyance to a drywell in the rear yard area as
described above. There is no piped outlet available on the downstream property.
Currently the rear yard drops in elevation to a low point at or slightly east of the property
line. The grade begins to rise in the neighbor's yard to the east. The overall terrain slopes
North & east. Since the rear yards are lower than the respective houses, it seems
reasonable to suppose that any surface flows that may occur during highly intense storm
events might pond in the yard areas without harming any structures.
The proposed design under foreseeable conditions including an isolated 100-year peak
event will be * dissipated into the soil without a noticeable impact on downstream
properties. The project is small relative to the lot size in question and the neighborhood is
currently designed to a density of I unit per 0.4 acres. Therefore, we do not expect the
stormwater to appear on the surface in foreseeable conditions as long as reasonable care
& maintenance is take to prevent the drywells from silting up or plugging. The soils were
examined on a winter day in early March 2009 when winter high water table conditions
would reasonably be expected to apply. The soils were observed to be well draining
down to the hard pan layers as indicated.
J.C.McDonnell Engineering, PS 5
ENGINEERING REPORT APPENDICES
J.C.McDonnell Engineering, PS
0
0
1. Site Vicinity Map
J.C.McDonnell Engineering, PS
VICINITY MAP
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21429 — 84h Avenue W
Edmonds, WA
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J.C.McDonnell Engineering, PS
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21429 - 80Avenue W
Edmonds, WA
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21429 — 84th Avenue W
I Edmonds, WA
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3. Edmonds Drainage Calculations & Exhibit
a. Detention Sizing Calculations
b. Infiltration Sizing Calculations
J.C.McDonnell Engineering, PS
9
a. Detention Sizing Calculations
J.C.McDonnell Engineering, PS 10
9 0
3/16/09 2:59:43 pm J.C. McDonnell & Associates page 1
MATUSZEWSKI SINGLE FAMILY
Edmonds Rooftop 200OG Detention
March 16, 2009
BASIN SUMMARY
BASIN ID: B002 NAME: 2 YEAR UNDEVELOPED
SBUH METHODOLOGY
TOTAL AREA ....... 0.10 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... TYPElA PERV
PRECIPITATION .... 1.50 inches AREA..: 0.10 Acres
TIME INTERVAL .... 10.00 min CN .... 85.00
TC .... 17.89 min
ABSTRACTION COEFF: 0.20
TcReach - Sheet L: 187.00 ns:0.1500 p2yr: 1.50 s:0.0400
impTcReach - Sheet L: 50.00 ns:0.0110 p2yr: 1.50 s:0.0200
impTcReach - Sheet L: 137.00 ns:0.1500 p2yr: 1.50 s:0.0500
PEAK RATE: 0.01 cfs VOL: 0.00 Ac-ft TIME: 490 min
BASIN ID: B010 NAME: 10 YEAR UNDEVELOPED
SBUH METHODOLOGY
TOTAL AREA ....... 0.10 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... TYPElA PERV
PRECIPITATION .... 2.20 inches AREA..: 0.10 Acres
TIME INTERVAL .... 10.00 min CN .... 85.00
TC .... 17.89 min
ABSTRACTION COEFF: 0.20
TcReach - Sheet L: 187.00 ns:0.1500 p2yr: 1.50 s:0.0400
impTcReach - Sheet L: 50.00 ns:0.0110 p2yr: 1.50 s:0.0200
impTcReach - Sheet L: 137.00 ns:0.1500 p2yr: 1.50 s:0.0500
PEAK RATE: 0.02 cfs VOL: 0.01 Ac-ft TIME: 480 min
BASIN ID: B025 NAME: 25 YEAR UNDEVELOPED
SBUH METHODOLOGY
TOTAL AREA ....... 0.10 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... TYPElA PERV
PRECIPITATION .... 2.80 inches AREA..: 0.10 Acres
TIME INTERVAL .... 10.00 min CN .... 85.00
TC .... 17.89 min
ABSTRACTION-COEFF: 0.20
TcReach - Sheet L: 187.00 ns:0.1500 p2yr: 1.50 s:0.0400.
impTcReach - Sheet L: 50.00 ns:0.0110 p2yr: 1.50 s:0.0200
impTcReach - Sheet L: 137.00 ns:0.1500 p2yr: 1.50 s:0.0500
PEAK RATE: 0.03 cfs VOL: 0.01 Ac-ft TIME: 480 min
IMP
0.00 Acres
0.00
0.00 min
IMP
0.00 Acres
0.00
0.00 min
IMP
0.00 Acres
0.00
0.00 min
J.C.McDonnell Engineering, PS I I
9
0
3/16/09 2:59:43 pm J.C. McDonnell & Associates page 2
MATUSZEWSKI SINGLE FAMILY
Edmonds Rooftop 200OG Detention
March 16, 2009
BASIN SUMMARY
BASIN ID: B100 NAME: 100 YEAR UNDEVELOPED
SBUH METHODOLOGY
TOTAL AREA ....... 0.10 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... TYPElA PERV IMP
PRECIPITATION .... 3.30 inches AREA..: 0.10 Acres 0.00 Acres
TIME INTERVAL .... 10.00 min CN .... 85.00 0.00
TC .... 17.89 min 0.00 min
ABSTRACTION COEFF: 0.20
TcReach - Sheet L: 187.00 ns:0.1500 p2yr: 1.50 s:0.0400
impTcReach - Sheet L: 50.00 ns:0.0110 p2yr: 1.50 s:0.0200
impTcReach - Sheet L: 137.00 ns:0.1500 p2yr: 1.50 s:0.0500
PEAK RATE: 0.03 cfs VOL: 0.02 Ac-ft TIME: 480 min
BASIN ID: D002 NAME: 2 YEAR DEVELOPED
SBUH METHODOLOGY
TOTAL AREA ....... 0.10 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... TYPElA PERV IMP
PRECIPITATION .... 1.50 inches AREA..: 0.00 Acres 0.10 Acres
TIME INTERVAL .... 10.00 min CN .... 0.00 98.00
TC .... 0.00 min 7.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.03 cfs VOL: 0.01 Ac-ft TIME: 480 min
BASIN ID: D010 NAME: 10 YEAR DEVELOPED
SBUH METHODOLOGY
TOTAL AREA ....... 0.10 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... TYPElA PERV IMP
PRECIPITATION .... 2.20 inches AREA..: 0.00 Acres 0.10 Acres
TIME INTERVAL .... 10.00 min CN� .... 0.100 98.00
TC .... 0.00 min 7.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.04 cfs VOL: 0.02 Ac-ft TIME: 480 min
BASIN ID: D025 NAME: 25 YEAR DEVELOPED
SBUH METHODOLOGY
TOTAL AREA ....... 0.10 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... TYPElA PERV IMP
PRECIPITATION .... 2.80 inches AREA..: 0.00 Acres 0.10 Acres
TIME INTERVAL .... 10.00 min CN .... 0.00 98.00
TC .... 0.00 min 7.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.06 cfs VOL: 0.02 Ac-ft TIME: 480 min
J.C.McDonnell Engineering, PS 12
3/16/09 2:59:43 pm. J.C. McDonnell & Associates page 3
MATUSZEWSKI SINGLE FAMILY
Edmonds Rooftop 200OG Detention
March 16, 2009
BASIN SUMMARY
BASIN ID: D100 NAME: 100 YEAR DEVELOPED
SBUH METHODOLOGY
TOTAL AREA ....... 0.10 Acres BASEFLOWS:
RAINFALL TYPE .... TYPElA
PRECIPITATION .... 3.30 inches AREA..:
TIME INTERVAL .... 10.00 min CN ....
TC ....
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.07 cfs VOL: 0.03 Ac-ft TIME
0.00 cfs
PERV IMP
0.00 Acres 0.10 Acres
0.00 98.00
0.00 min 7.00 min
480 min
J.C.McDonnell Engineering, PS 13
0- 0
3/16/09 2:59:43 pm J.C. McDonnell & Associates page 4
MATUSZEWSKI SINGLE FAMILY
Edmonds Rooftop 200OG Detention
March 16, 2009
HYDROGRAPH SUMMARY
PEAK
TIME
VOLUME
HYD RUNOFF
OF
OF
CONTRIB
NUM RATE
PEAK
HYDRO
AREA
CFS
MIN.
CF\ACFT
ACRES
UNDEVELOPED
1 0.006
490
166 CF
0.10
2-YEAR
2 0.016
480
346 CF
0.10
10-YEAR
3 0.026
480
521 CF
0.10
25-YEAR
4 0.034
480
676 CF
0.10
100-YEAR
DEVELOPED
5
0.030
480
469
CF
0.10
2-YEAR
6
0.045
480
723
CF
0.10
10-YEAR
7
0.058
480
942
CF
0.10
25-YEAR
8
0.069
480
1125
CF
0.10
100-YEAR
DETENTION VAULT
PERFORMANCE
9
0.012
540
397
CF
0.10
2-YEAR
10
0.017
550
651
CF
0.10
10-YEAR
11
0.020
560
870
CF
0.10
25-YEAR
12
0.023
560
1053
CF
0.10
100-YEAR
INFILTRATION APPLICATION
RATES
TO SOIL
SURFACE Q= ZERO
CFS
J.C.McDonnell Engineering, PS 14
3/16/09 2:59:43 pm J.C. McDonnell & Associates page 5
MATUSZEWSKI SINGLE FAMILY
Edmonds Rooftop 200OG Detention
March 16, 2009
STAGE STORAGE TABLE
RECTANGULAR VAULT ID.No. 200OG
Description:
Length: 12.00 ft. Width: 6.00 ft. voids: 1.000
STAGE --STORAGE STAGE -STORAGE- STAGE --STORAGE ---- > STAGE -STORAGE--
(FT) --- CF--- --AC-FT- (FT) --- CF--- --AC-FT- (FT) --- CF--- --AC-FT- (FT) --- CF--- --AC-FT-
91.40
0.0000 0.0000
92.70
93.600 0.0021
94.00
187.20 0.0043
95.30
280.80 0.0064
91.50
7.2000 0.0002
92.80
100.80 0.0023
94.10
194.40 0.0045
95.40
288.00 0.0066
91.60
14.400 0.0003
92.90
108.00 0.0025
94.20
201.60 0.0046
95.50
295.20 0.0068
91.70
21.600 0.0005
93.00
115.20 0.0026
94.30
208.80 0.0048
95.60
302.40 0.0069
91.80
28.800 0.0007
93.10
122.40 0.0028
94.40
216.00 0.0050
95.70
309.60 0.0071
91.90
36.000 0.0008
93.20
129.60 0.0030
94.50
223.20 0.0051
95.80
316.80 0.0073
92.00
43.200 0.0010
93.30
136.80 0.0031
94.60
230.40 0.0053
95.90
324.00 0.0074
92.10
50.400 0.0012
93.40
144.00 0.0033
94.70
237.60 0.0055
96.00
331.20 0.0076
92.20
57.600 0.0013
93.50
151.20 0.0035
94.80
244.80 0.0056
96.10
338.40 0.0078
92.30
64.800 0.0015
93.60
158.40 0.0036
94.90
252.00 0.0058
96.20
345.60 0.0079
92.40
72.000 0.0017
93.70
165.60 0.0038
95.00
259.20 0.0060
96.30
352.80 0.0081
92.50
79.200 0.0018
93.80
172.80 0.0040
95.10
266.40 0.0061
96.30
352.80 0.0081
92.60
86.400 0.0020
93.90
180.00 0.0041
95.20
273.60 0.0063
J.C.McDonnell Engineering, PS 15
3/16/09 2:59:43 pm J.C. McDonnell & Associates page 6
MATUSZEWSKI SINGLE FAMILY
Edmonds Rooftop 200OG Detention
March 16, 2009
STAGE DISCHARGE TABLE
MULTIPLE ORIFICE ID No. 200OGx
Description: Design 25 yr
Outle�t Elev: 92.40
Elev: 91.90 ft Orifice Diameter: 0.6880 in.
STAGE <DISCHARGE> STAGE <DISCHARGE> STAGE -DISCHARGE- STAGE DISCHARGE>
(FT) --- CFS -- ------- (FT) --- CFS -- ------- (FT) --- CFS -- ------- (FT) --- CFS -- -------
92.40
0.0000
93.40
0.0128
94.40
0.0182
95.40
0.0222
92.50
0.0041
93.50
0.0135
94.50
0.0186
95.50
0.0226
92.60
0.0057
93.60
0.0141
94.60
0.0191
95.60
0.0230
92.70
0.0070.
93.70
0.0146
94.70
0.0195
95.70
0.0233
92.80
0.0081
93.80
0.0152
94.80
0.0199
95.80
0.0237
92.90
0.0091
93.90
0.0157
94.90
0.0203
95.90
0.0240
93.00
0.0099
94.00
0.0162
95.00
0.0207
96.00
0.0244
93.10
0.0107
94.10
0.0167
95.10
0.0211
96.10
0.0247
93.20
0.0115
94.20
0.0172
95.20
0.0215
96.20
0.0250
93.30
0.0122
94.30
0.0177
95.30
0.0219
96.30
0.0254
3/16/09 2:59:43 pm J.C. McDonnell & Associates page 7
MATUSZEWSKI SINGLE FAMILY
Edmonds Rooftop 200OG Detention
March 16r 2009
STAGE DISCHARGE TABLE
RISER DISCHARGE ID No. Risl
Description:
Riser Diameter (in): 4.00 elev: 95.80 ft
Weir Coefficient ... 9.739 height: 96.30 ft
Orif Coefficient ... 3.782 increm: 0.10 ft
STAGE <-DISCHARGE- STAGE <-DISCHARGE--> STAGE <-DISCHARGE-> STAGE <DISCHARGE --- >
(ft) --- ds -- ------- (ft) --- ds -- ------- (ft) --- ds -- ------- (ft) --- ds -- ------- -
95.80 0.0000 95.90 0.1329 96.10 0.2302 96.30 0.2971
95.80 0.0000 96.00 0.1879 96.20 0.2658 96.30 0.2971
J.C.McDonnell Engineering, PS 16
3/16/09 2:59:43 pm J.C. McDonnell & Associates page 8
MATUSZEWSKI SINGLE FAMILY
Edmonds Rooftop 200OG Detention
March 16, 2009
STAGE DISCHARGE TABLE
COMBINATION DISCHARGE ID No. combol
Description:
Structure: 200OGx Structure:
Structure: Risl Structure:
Structure:
STAGE <--DISCHARGE- STAGE -DISCHARGE STAGE -DISCHARGE STAGE -DISCHARGE
(FT) --- CFS -- ------- (FT) --- CFS -- ------- (FT) --- CFS -- ------- (FT) --- CFS -- -------
92.40
0.0000
93.70
0.0146
95.00
0.0207
96.30
0.3225
92.50
0.0041
93.80
0.0152
95.10
0,0211
96.40
0.3512
92.60
0.0057
93.90
0.0157
95.20
0.0215
96.50
0.3776
92.70
0.0070
94.00
0.0162
95.30
0.0219
96.60
0.4022
92.80
0.0081
94.10
0.0167
95.40
0.0222
96.70
0.4253
92.90
0.0091
94.20
0.0172
95.50
0.0226
96.80
0.4472
93.00
0.0099
94.30
0.0177
95.60
0.0230
96.90
0.4680
93.10
0.0107
94.40
0.0182
95.70
0.0233
97.00
0.4879
93.20
0.0115
94.50
0.0186
95.80
0.0237
97.10
0.5070
93.30
0.0122
94.60
0.0191
95.90
0.1569
97.13
0.5126
93.40
0.0128
94.70
0.0195
96.00
0.2123
93.50
0.0135
94.80
0.0199
96.10
0.2549
93.60
0.0141
94.90
0.0203
96.20
0.2908
J.C.McDonnell Engineering, PS 17
0
3/16/09 2:59:45 PM J.C. MCDONNELL & ASSOCIATES PAGE 9
MATUSZEWSKI SINGLE FAMILY
EDMONDS ROOFTOP 200OG DETENTION
MARCH 16,2009
LEVEL POOL TABLE SUMMARY
MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE
< -------- DESCRIPTION --------- > (CFS) (CFS) --ID- --ID- <-STAGE> ID (CFS) VOL (CF)
2-YEAR ......................
0.01
0.032000GCOMBOI
93.28 9
0.01
135.66CF
10-YEAR ......................
0.02
0.04 200OG COMBOI
94.10 10
0.02
194.58 CF
25-YEAR ......................
0.03
0.062000GCOMBOl
94.8911
0.02
251.01CF
100-YEAR .....................
0.03
0.072000GCOMBOI
95.5812
0.02
301.09CF
J.C.McDonnell Engineering, PS 18
0 0
a. Infiltration Sizing Calculations & Staged
Storage Table
J.C.McDonnell Engineering, PS 19
3/16/09 3:19:0 pm J.C. McDonnell & Associates
MATUSZEWSKI SINGLE FAMILY
Edmonds Rooftop 200OG Detention
March 16, 2009
BASIN SUMMARY
BASIN ID: B002 NAME: 2 YEAR UNDEVELOPED
SBUH METHODOLOGY
TOTAL AREA ....... 0.10 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... TYPElA PERV
PRECIPITATION .... 1.50 inches AREA..: 0.10 Acres
TIME INTERVAL .... 10.00 min CN .... 85.00
TC .... 17.89 min
ABSTRACTION COEFF:- 0.20
TcReach - Sheet L: 187.00 ns: ' 0.1500 p2yr: 1.50 s:0.0400
impTcReach - Sheet L: 50.00 ns:0.0110 p2yr: 1.50 s:0.0200
impTcReach - Sheet L: 137.00 ns:0.1500 p2yr: 1.50 s:0.0500
PEAK RATE: 0.01 cfs VOL: 0.00 Ac-ft TIME: 490 min
BASIN ID: B010 NAME: 10 YEAR UNDEVELOPED
SBUH METHODOLOGY
TOTAL AREA ....... 0.10 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... TYPElA PERV
PRECIPITATION .... 2.20 inches AREA..: 0.10 Acres
TIME INTERVAL .... 10.00 min CN .... 85.00
TC .... 17.89 min
ABSTRACTION COEFF: 0.20
TcReach - Sheet L: 187.00 ns:0.1500 p2yr: 1.50 s:0.0400
impTcReach - Sheet L: 50.00 ns:0.0110 p2yr: 1.,50 s:0.0200
impTcReach - Sheet L: 137.00 ns:0.1500 p2yr: 1.50 s:0.0500
PEAK RATE: 0.02 cfs VOL: 0.01 Ac-ft TIME: 480 min
BASIN ID: B025 NAME: 25 YEAR UNDEVELOPED
SBUH METHODOLOGY
TOTAL AREA ....... 0.10 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... TYPElA PERV
PRECIPITATION .... 2.80 inches AREA..: 0.10 Acres
TIME INTERVAL .... 10.00 min CN .... 85.00
TC .... 17.89 min
ABSTRACTION COEFF: 0.20
TcReach - Sheet L: 187.00 ns:0.1500 p2yr: 1.50 s:0.0400
impTcReach - Sheet L: 50.00 ns:0.0110 p2yr: 1.50 s:0.0200
impTcReach - Sheet L: 137.00 ns:0.1500 p2yr: 1.50 s:0.0500
PEAK RATE: 0.03 cfs VOL: 0.01 Ac-ft TIME: 480 min
page 1
IMP
0.00 Acres
0.00
0.00 min
IMP
0.00 Acres
0.00
0.00 min
IMP
0.00 Acres
0.00
0.00 min
J.C.McDonnell Engineering, PS 20
0 0
3/16/09 3:19:0 pm J.C. McDonnell & Associates page 2
MATUSZEWSKI SINGLE FAMILY
Edmonds Rooftop 200OG Detention
March 16, 2009
BASIN SUMMARY
BASIN ID: B100
NAME: 100 YEAR UNDEVELOPED
SBUH METHODOLOGY
TOTAL AREA .......
0.10 Acres
BASEFLOWS:
0.00 cfs
RAINFALL TYPE ....
TYPElA
PERV
IMP
PRECIPITATION ....
3.30 inches
AREA..:
0.10 Acres
0.00 Acres
TIME INTERVAL ....
10.00 min
CN .... 85.00
0.00
TC .... 17.89
min
0.00 min
ABSTRACTION COEFF:
0.20
TcReach - Sheet L:
187.00 ns:0.1500 p2yr: 1.50
s:0.0400
impTcReach - Sheet
L: 50.00 ns:0.0110 p2yr:
1.50 s:0.0200
impTcReach - Sheet
L: 137.00 ns:0.1500 p2yr:
1.50 s:0.0500
PEAK RATE: 0.03 cfs
VOL: 0.02
Ac-ft TIME:
480 min
BASIN ID: D002
NAME: 2 YEAR
DEVELOPED
SBUH METHODOLOGY
TOTAL AREA .......
0.10 Acres
BASEFLOWS:
0.00 cfs
RAINFALL TYPE ....
TYPElA
PERV
IMP
PRECIPITATION ....
1.50 inches
AREA..:
0.00-Acres
0.10 Acres
TIME INTERVAL....':
10.00 min
CN ....
0.00
98.00
TC ....
0.00 min
7.00 min
ABSTRACTION COEFF:
0.20
PEAK RATE: 0.03 cfs
VOL: 0.01
Ac-ft TIME:
480 min
BASIN ID: D010
NAME: 10 YEAR DEVELOPED
SBUH METHODOLOGY
TOTAL AREA .......
0.10 Acres
BASEFLOWS:
0.00 cfs
RAINFALL TYPE ....
TYPElA
PERV
IMP
PRECIPITATION ....
2.20 inches
AREA..:
0.00 Acres
0.10 Acres
TIME INTERVAL ....
10.00 min
CN ....
0.00
98.00
TC ....
0.00 min
7.00 min
ABSTRACTION COEFF:
0.20
PEAK RATE: 0.04 cfs
VOL: 0.02
Ac-ft TIME:
480 min
BASIN ID: D025
NAME: 25 YEAR DEVELOPED
SBUH METHODOLOGY
TOTAL AREA .......
0.10 Acres
BASEFLOWS:
0.00 cfs
RAINFALL TYPE ....
TYPElA
PERV
IMP
PRECIPITATION ....
2.80 inches
AREA..:
0.00 Acres
0.10 Acres
TIME INTERVAL ....
10.00 min
CN ....
0.00
98.00
TC ....
0.00 min
7.00 min
ABSTRACTION COEFF:
0.20
PEAK RATE: 0.06 cfs
VOL: 0.02
Ac-ft TIME:
480 min
J.C.McDonnell Engifieering, PS 21
3/16/09 3:19:0 pm J.C. McDonnell & Associates page 3
MATUSZEWSKI SINGLE FAMILY
Edmonds Rooftop 200OG Detention
March 16, 2009
BASIN SUMMARY
BASIN ID: D100 NAME: 100 YEAR DEVELOPED
SBUH METHODOLOGY
TOTAL AREA ....... 0.10 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... TYPElA PERV IMP
PRECIPITATION .... 3.30 inches AREA..: 0.00 Acres 0.10 Acres
TIME INTERVAL .... 10.00 min CN .... 0.00 98.00
TC .... 0.00 min 7.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.07 cfs VOL: 0.03 Ac-ft TIME: 480 min
J.C.McDonnell Engineering, PS 22
3/16/09 3:19:0 pm J.C. McDonnell & Associates
MATUSZEWSKI SINGLE FAMILY
Edmonds Rooftop 200OG Detention
March 16, 2009
HYDROGRAPH
SUMMARY
PEAK
TIME
VOLUME
HYD
RUNOFF
OF
OF
CONTRIB
NUM
RATE
PEAK
HYDRO
AREA
CFS
MIN.
CF\ACFT
ACRES
UNDEVELOPED ROOFTOP RUNOFF
1
0.006
490
166
CF
0.10
2
0.016
480
346
CF
0.10
3
0.026
480
521
CF
0.10
4
0.034
480
676
CF
0.10
DEVELOPED ROOFTOP RUNOFF
5
0.030
480
469
CF
0.10
6
0.045
480
723
CF
0.10
7
0.058
480
942
CF
0.10
8
0.069
480
1125
CF
0.10
DETENTION VAULT
PERFORMANCE
9
0.012
540
397
CF
0.10
27year
10
0.017
550
651
CF
0.10
10-year
11
0.020
560
870
CF
0.10
25-year
12
0.023
560
1053
CF
0.10
100-year
INFILTRATION APPLICATION
RATES
TO SOIL
SURFACE Q= ZERO
CFS
14
0.011
620
397
CF
0.10
2-year
15
0.014
730
651
CF
0.10
10-year
16
0.016
810
870
CF
0.10
25-year
17
0.017
850
1053
CF
0.10
100-year
page 4
J.C.McDonnell Engineering, PS 23
9 0
3/16/09 3:19:0 pm J.C. McDonnell & Associates page 5
MATUSZEWSKI SINGLE FAMILY
Edmonds Rooftop 200OG Detention
March 16, 2009
STAGE STORAGE TABLE
CUSTOM STORAGE ID No. 2'
Description: 100' - 2-foot trench
STAGE < ---- STORAGE--- STAGE -STORAGE- STAGE < ---- STORAGE--- STAGE <STORAGE->
(FT) --- CF--- --AC-FT- (FT) --- CF--- --AC-FT- (FT) --- CF--- --AC-FT- (FT) --- CF--- --AC-FT-
92.00
0.0000 0.0000
92.10
0.9000 0.0000
92.20
1.8000 0.0000
92.30
4.1240 0.0001
92.40
6.8040 0.0002
92.50
10.544 0.0002
92.60
14.990 0.0003
92.70
19.969 0.0005
92.80
26.191 0.0006
92.90
32.590 0.0007
93.00
40.590 0.0009
93.10
48.590 0.0011
93.20 58.192 0.0013
93.30 67.972 0.0016
93.40 78.996 0.0018
93.50 90.552 0.0021
93.60 102.82 0.0024
93.70 116.15 0.0027
93.80
130.24 0.0030
93.90
147.37 0.0034
94.00
164.50 0.0038
94.00
164.50 0.0038
3/16/09 3:19:0 pm J.C. McDonnell & Associates page 6
MATUSZEWSKI SINGLE FAMILY
Edmonds Rooftop 200OG Detention
March 16, 2009
STAGE DISCHARGE TABLE
DISCHARGE LIST ID No. 2'
Description: 100' - 2-foot trench
STAGE <--DISCHARGE- STAGE <--DISCHARGE-STAGE <--DISCHARGE- STAGE DISCHARGE -
(FT) --- CFS -- ------- (FT) --- CFS -- ----- (FT) --- CFS -- ----- (FT) --- CFS -- -------
92.00
0.0000
92.60
0.0117
93.11
0.0140
93.70
0.0166
92.10
0.0045
92.67
0.0120
93.20
0.0144
93.78
0.0170
92.20
0.0091
92.70
0.0121
93.30
0.0149
93.80
0.0172
92.22
0.0100
92.80
0.0126
93.33
0.0150
93.90
0.0181
92.30
0.0104
92.89
0.0130
93.40
0.0153
94.00
0.0190
92.40
0.0108
92.90
0.0130
93.50
0.0157
94.00
0.0190
92.44
0.0110
93.00
0.0135
93.56
0.0160
92.50
0.0113
93.10
0.0140
93.60
0.0162
J.C.McDonnell Engineering, PS 24
3/16/09 3:19:2 pm J.C. McDonnell & A ' ssociates page 7
MATUSZEWSKI SINGLE FAMILY
Edmonds Rooftop 200OG Detention
March 16, 2009
LEVEL POOL TABLE SUMMARY
MATCH INFLOW -STO-
-DIS- <-PEAK->
OUTFLOW
STORAGE
< --- DESCRIPTION --- >
(CFS)(CFS) --ID-
--ID- <-STAGE> ID (CFS) VOL (CF)
DISCHARGE TO GROUND SURFACE WILL BE ZERO IN THE 100-YEAR EVENT
2-YEAR ....................... 0.01 0.01 2'
2' 92.47 14
0.01 9.42 CF
10-YEAR ......................
0.01 0.02 2'
2' 93.05 15
0.01 44.73 CF
25-YEAR ......................
0.01 . 0.02 2'
2' 93.48 16
0.02 88.42 CF
100-YEAR .....................
0.01 0.02 2'
2' 93.81 17
0.02 131.72 CF
J.C.McDonnell Engineering, PS 25
Design Parameters:
Trench Width (W)=
Trench Depth =
Trench Length =
Void Ratio (V,) =
Field Pere Rate =
Safety Factor =
Bottom Trench Elevation =
Trench Area
Velocitv of infiltration (v) =
2
2
100
40
15
2
100
MATUSZEWSKI SINGLE FAMILY
EDMONDS, SNOHOMISH COUNTY, WA.
reet VOID SPACE 40%
reet
reet Alderwood GSL Permeabilitv
percent
minutes/in h
AVERAGE
MAXIMUM
DESIGN
200 fe
4.62963E-05 feet I second = 1/(Field Pere Rate rate x Safetv Factnrl
IN/HR
2.0-6.0
15 min/in
10 min/in
30 MfN/fN
Design
Depth
(H)
ft
Trench
x-section
(0.5)*2H+W
ft
Total
Surface Area
(A)
ft 2
Wetted
Trench volume
(Vw)
ft,
Actual
Volume
V, * Vw
ft 3
Qflow
into ground
Qfl. = v*A
W/sec
Elevation
0.00
0
0
0
0.00
0
2.0
0.22
2.22
222.22
44.44
17.78
0.010
2.2
0.44
2.44
244.44
88.88
35.55
0.011
2.4
0.67
2.67
266.66
133.32
53.33
0.012
2.7
0.89
2.89
288.88
177.76
71.10
0.013
2.9
1.11
3.11
311.1
222.20
88.88
0.014
3.1
1.33
3.33
333.32
266.64
106.66
0.015
3.3
1.56
3.56
355.54
311.08
124.43
0.016
3.6
1.78
3.78
377.76
355.52
142.21
0.017
3.8
2.00
4.00
399.98
399.96
159.98
0.019
4.0
0
0
0 0
4. Available Soil Data
J.C.McDonnell Engineering, PS 26
0
K
M
rn
SO
ch
an,
M
V)
(7
C
I
0
cn
M
M
—i
z
CO
rn
X
0i)
0
This soll's—ey map Was compiled'by the'U.S.'DeDertment afAgriculture,,Soll Conservation Service, and cooperating agencies.
Bona maps wo wthaphotoatophs prepared by the State of Washington, Department of Natural Resources from 1973 and,1974 serial photography.
Coordinate grid tic" and land division corners. It shown. are approximately positioned.
183
Snohomish County Area, Washington
TABLE 14.--PHYSICAL AND'CHEMICAL PROPERTIES OF SOILS
[The symbol < means less than; > means more than. Entries under "Erosion factors--T" apply to the entire
profile. Entries under "Organic matter" apply only to the surface 1 . ayer. Absence of an entry indicates
that data were not available or were not estimated]
swell i factors Organic
matter
soil name and IDepth,Clay <2mmj Permeability Available Soil I Shrink -
water capacity Ireaction! potential I
map symbol K T
n Pct
19 29 3 ---------- 1 o-7 1 5-10
Alderwood 1 7-351 5-10
1 35 1
4*:
Alderwood ------- 1 0-7 1 5-10
1 7-351 5-10
1 35 1 --- A,
Everett --------- 1 0-6 1 5-10 1
1 6-181 5-10 1
118-601 o-5
5*, 6*:
Alderwood ------- 1 0-7 1 5-10 i
1 7-351 5-10
1 35 1
N Urban land.
-9 15-30 1
7 ---------------- 0 1
Bellingham 1 9-601 40-60 1
-6 1 -35
-------- 1 0 , . 27
am 1 6-421 35-45
-601 12-30
Variant 142
9, 10, 11 -------- 0-8 i ---
4 Cathcart 8-351
135-601,
I
12*.
Cryohemists
13 --------------- 1 0-9 1 10-15 1
custer 1 9-351 0-10 1
135-601 0-10 1
0-2
14 --------------- 1
Elwell 1 2-231 ---
123-273'
27 1
15-:
Elwell ---------- 1 0-2 1
1 2-231
123-271
27 1 ---
Olomount -------- 1 0-2 1
1 2-181
118-321 ---
32 1
16*-
-2
ElwVll ---------- 1 0 1
1 2-231
123-271
1 27 1 ---
See footnote at end of table.
2.0-6.0
0.07-0-11
2.0-6 0
0.07 -0-11
.2.o-6.0
0.07-0-11
2.0-6.0
. -0
0 07 .11
2.0-6.0
0.08-0.12
6.0-20
0.05-0-08
6.0-20
0.02-0.05
2.o-6.0
0.07-0-11
2.o-6.0
1
0.07-0-11
0.2-0.6
0.20-0.24
0.06-0.2
0.20-0.24
0.2-0.6
0.19-0.21
0.06-0.2
0.18-0.21
0.2-0.6
0.14-0.16
0.6-2.0
0.18-0.20
o.6-2.0
0.13-0-17
0.6-2.0
0.14-0.17
2.0-6.0
0.13-0-15
0.2-0.6
0.06-0.08
>20
0.06-0.09
0.6-2.0
0.22-0.26
0.6-2.0
0.19-0.23
0.6-2.0
0.09-0-13
0.6-2.0
0,22-0.26
0.6-2.0
0.19-0.23'
0.6-2.0
0.09-0.13
0.6-2.0
0.13-0-16
o.6-2.0
i
0.11-0.14
0.6-2.0
0.08-0.10
0.6-2.0 0.22-0.26
o.6-2.0 .0.19-0.23
0.6-2.0 0.09-0.13
P 1 11 1.
15.1-6.5 !Low ------------ 10.201 2
,-5.6-6.5 Mow ------------ 10.201
1 --------------- 1
15.1-6.5 !Low ------------ 10.201 2
15.6-6.5 !Low ------------ 10.201
i--------------- 1
15.6-6.5 !Low ------------ 10.1711 1
15.6-6.5 !Low ------------ 10-101
15.6-6.5 !Low ------------ 10.101,
15.1-6.5 !Low ------------ 10.201 2
15.6-6.5 !Low ------------ 10.201
i--------------- 1
15.6-6.5 Mow ------------ 10-321 5
16.1-7.3 !High ------------ 10.241,
15.1-5.5 IModerate ------- 10.321 5
14.5-5.5 Nigh ----------- 10.321
14.5-5.0 !Moderate ------- 10-321
14.5-6.o !Low ------------ 10-371 5
15.1-6.5 !Low ------------ 10.431
15.1-6.5 !Low ------------- 10-371
1
11
15.6-6.0 !Low ------------ 10.281 5
15.1-5.5 Mow ------------ 10.241
15.6-6.0 !Low ------------ 10.101,
13.6-5.5 !Low ------------ 10.371 2
15.1-5.5 Mow ------------ 10:431
15.1-5.5 !Low ------------ 10.281
i--------------- 1
13.6-5.5 !Low ------------ 10-371 2
15.1-5.5 !Low ------------ 10.431
1
.5.1-5.5 .,'Low ------------ 110.281
---------------
2
15
1 .1-5.5 ',Low ------------- so.241
15.6-6.0 !Low ------------ 10.281
15.6-6.5 !Low -------------- 0.28,
--------------- 1
13.6-5.5 !Low ------------ 10-371 2
15.1-5.5 Mow ------------ 10.431
15.1-5.5 Mow ------------ 10.28,
---------------
5-10
5-10
10-15
03-12-2009 02:45PM FROWCUZ CONCR ODUCTS
360-435-6575 T-238 P-002/002 F-986
f"N.,
P_ -5531 Fax (360) 435-8575
19604 - 67th Ave NE Arlington. Wa_ 98223 Tel.ephOne (360) 435
152'
I
62,011 12'- 0#1 51.5.1
., Sig
71-511 6-
• CONCRETE ; 25 DAY COMPRESSIVE STRENGTH
Vc - 4600 pal
• REBAR : #4 ASTM A-GIS GRADE 60
MESH ; ASTM A-185 GRADE 88
DESIGN ; ASTM "57 116UNIMUM STRUCTURAL
DESION LOADING FOR UNDERGROUND PRECA3T
CONCRETF. UTILITY STRUCTURES-
LOAoS : H-2a TRUCK WHEEL wl 30% PAPACT
FOR AASHTO
RFMFORCELKQ FLACWENT : P4 REBAR 121 O.C.
THROUGHOUT. IN BASE AND TOP SECTIONS.
4x4 / 4 GAUGE MESH AROUND wl 2 44 REGAR
RUNMNG PARALLEL ALONG BELL JOINT$
jOjNT MATERIAL MEETS FEDERAL SPECIFICATIONS
66-S-00210. ASHTO M-1950 AND ASTM C990
HATCHES PER DISTRICT SPECIFICATIONS
I OfInO02