HomeMy WebLinkAboutSWP271900 (2)DRAINAGE/DETENTION EVALUATION
FOR -THE PROPOSED ARCO AM/PM MINI MARKET
LOCATED AT THE INTERSECTION OF
DUVALL AVE. N.E. AND N.E. SUNSET BLVD.
RENTON, WASHINGTON
ARCO FAC NO. 5491/OUR JOB NO. 2281
DRAINAGE/DETENTION EVALUATION
FOR THE PROPOSED ARCO AM/PM MINI —MARKET
LOCATED AT THE INTERSECTION OF
DUVALL AVENUE N.E. AND N.E. SUNSET BOULEVARD
RENTON, WASHINGTON
MARCH 23, 1988
ARCO FAC NO. 5491/OUR JOB NO. 2281
RUSSELL J. QUALLS, DESIGN ENGINEER
BARGHAUSEN CONSULTING ENGINEERS, INC.
18215 — 72ND AVENUE SOUTH
KENT, WASHINGTON 98032
(206) 251-6222
REVISED JUNE 3, 1988
Rstoc
2281.16
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DRAINAGE/DETENTION EVALUATION
FOR THE PROPOSED ARCO AM/PM MINI -MARKET
LOCATED AT THE INTERSECTION OF
DUVALL AVENUE N.E. AND N.E. SUNSET BOULEVARD
RENTON, WASHINGTON
MARCH 23, 1988
ARCO FAC NO. 5491/OUR JOB NO. 2281
INTRODUCTION AND GENERAL INFORMATION:
The proposed project lies in a portion of the East half of the Southwest quarter of
Section 3, Township 23 North, Range 5 East of the Willamette Meridian in Renton,
Washington and is approximately 0.8 acres in size. The subject property is presently
used as a nursery and florist shop. The nursery occupies 1.213 acres which are to be
subdivided into two lots; the subject property will occupy the southern lot. The subject
property is approximately rectangular in shape and is bounded on two sides by public
roadway. Duvall Avenue N.E. provides approximately 145 feet of frontage along the east
property boundary, and N.E. Sunset Boulevard provides approximately 110 feet of frontage
along the south property boundary. The existing groundcover is composed of
approximately 0.2 acres of pavement and buildings and approximately 0.6 acres of gravel
with minimal vegetation. The topographic features of the subject property consist of 1
to 4 percent downward slopes from the northeast to the southwest. This topography is
consistent with the surrounding area.
The proposed project is to construct a 2,500 square foot, single -story, wood frame mini-
market facility and a new free-standing canopy with two tandem pump islands for the
retail distribution of gasoline, together with the associated underground gasoline storage
tanks. The building structure shall be located in the northwest section of the property
and the gas pumps shall be located near the mid -section of the east property line, both
of these being surrounded by appropriate parking and landscaping. Since the proposed
project will increase the impervious area, consequently increasing stormwater runoff,
detention will be required. Research of various city records has revealed that the
subject property lies within an area requiring detention design for a 25-year storm and a
release rate for a 5-year storm. The topographic survey shown on the design plans for
this project has been prepared by Barghausen Consulting Engineers, Inc.
OFF -SITE DRAINAGE CONSIDERATIONS:
From a site investigation and reference to the attached tributary maps, it is realized that
the subject property lies within a large drainage basin, which drains in a southerly
direction. The lot adjacent to the north property boundary is presently owned by the
nursery and slopes toward the subject property. Storm water runoff from its 0.1 acres
of pavement and 0.3 acres of gravel flows onto the subject property. Approximately 75
2281.16 -1-
feet north of the north property boundary lies a steep slope which rises 10-to-12 feet.
The two lots to the north of this rise slope away from the subject property towards S.E.
107th Place. Storm -water runoff from these two lots and from the remainder of the
upland basin is intercepted by grass -lined swale in S.E. 107th Place and is conveyed
downstream, bypassing the subject property. Similarly, stormwater runoff from Duvall
Avenue N.E. is intercepted via curb and gutter. Stormwater runoff from the 14-foot
strip adjacent to the eastern property boundary and within the right-of-way of Duvall
Avenue N.E. is collected in the catch basin near the southeast corner of the property
boundary. Thus stormwater runoff from the east also bypasses the subject property. By
noting the topography of the subject property, it is obvious that stormwater runoff shall
not drain onto the subject property from either the west or the south. Consequently,
the only off -site drainage comes .from the 0.4 acre lot immediately to the north of the
subject property. This off -site drainage is considered in the following drainage computa-
tions.
ON -SITE DRAINAGE CONSIDERATIONS:
The subject property consists of one drainage basin which currently discharges storm -
water runoff as sheet flow to the south as dictated by topography. The project site will
be regraded to minimize pavement slope and to maintain the existing drainage patterns.
The storm drainage provided for the project will be in accordance with the City of
Renton standards and guidelines. The system, as it is designed, will be relatively
maintenance -free and provide the necessary detention for stormwater flows on this
project. The tightlined drainage system which will be constructed per the Grading/Storm
Drainage Plan will ensure that storm drainage from the developed area will be conveyed
through the detention system as required by the City of Renton. The detention facility
shall be equipped with an oil/water separator and a multiple -orifice outlet control
structure. Stormwater flows shall discharge from the flow-restrictor control structure
into the existing conveyance system located in the north margin of N.E. Sunset Boulevard
at the 5-year pre -developed release rate. The proposed storm drainage system will be
sized to adequately to handle runoff produced by a 25-year storm. Please reference the
drainage and pipe sizing calculations provided in this report.
DOWNSTREAM DRAINAGE ANALYSIS:
As previously discussed, stormwater runoff shall discharge from the subject site through
a flow restrictor device into an existing 12-inch CMP pipe. Storm drainage flows will
travel west approximately 500 feet through an existing storm drainage conveyance system
located on the north side of N.E. Sunset Boulevard. Storm drainage flows thus travel
south underneath N.E. Sunset Boulevard through a 15-inch cmp culvert. Runoff continues
to flow in a southerly direction underneath the Ernst Home Center parking lot and joins
Honey Creek, which is tightlined underneath this development. Storm drainage flows
then travel west underneath Anacortes Avenue N.E. and "daylight" just west of an
existing McDonald's restaurant into what appears to be a regional detention pond.
Stormwater exits the detention pond through a 48-inch arch culvert and travels in a
westerly direction through an open ditch approximately four feet wide and six feet deep.
Stormwater is then collected into twin 36-inch diameter culverts and routed underneath
Whitman Court N.E. and N.E. Sunset Boulevard. Storm drainage flows "daylight" on the
north side of N.E. Sunset Boulevard and travel via a road side ditch to the intersection
of Union Avenue and N.E. Sunset Boulevard. At this point, storm drainage flows are
2281.16 -2-
routed underneath Union Avenue through twin 48-inch arch culverts. Storm drainage
flows "daylight" on the west side of Union Avenue into a large drainage swale ap-
proximately 15 wide by 10 feet deep, which is named Honey Creek. Honey Creek
meanders in a northwesterly direction until it intersects with May Creek. This point is
located well beyond one -quarter mile downstream of the subject site. Once again, the
proposed drainage system is designed to detain all on -site storm drainage runoff and
release stormwatef at a rate no greater than the existing discharge rate for a 5-year
storm. Therefore, the downstream drainage system as described will not be affected by
the increase of on -site stormwater runoff produced by this project. No downstream
capacity problems were observed.
2281.16 -3-
DETENTION CALCULATION
7j-Z9 -88 Job No.. ZZF(
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IDetenti0V') I-c.tl,dVI
A. a e'xIST C 1) [� iZ C� Ex 5T) A Cr� ('EXIST)
A,= ,,(= 60
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2. CR (Fzrsr� ` use e 7 E 1)
C =C� >�e( = 0.75
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= G. 79
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(o 77)(C) 76) 1, 300 GFS / Ac 1,,przRv
SincZ
Qo > 0.3 CF$ detentIon volum¢ shall be, da.t¢.rm1'ned
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ORIFICE SIZING
CALCULATIONS
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PIPE SIZING CALCULATIONS
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FEILD'S HYDRAULICS CALCULATOR I
FOR GRAVITY FLOW IN PIPES CopY69h, 1950, J--, W. Fefld
BASED ON THE MANNING FORMULA �� �A 4 , ct.
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FEILD'S HYDRAULICS CALCULATOR
FOR GRAVITY FLOW IN PIPES
C opyrighi 1950, Jame. W. Fuld
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APPENDIX
TABLE 1
RUNOFF FACTORS -FOR STORM
SEWERS
(VALUES FOR "C" IN .Q=CIA)
FLAT
ROLLING
0-So
iSa
UNDEVELOPED LAND
Wood & Forest . . .
0.05
0.10
Sparse Trees & Ground Cover . . . . .
. 0.10
0.15
Light Grass to Bare Ground . . . . .
. 0.1S
0.20
DEVELOPED AREA
Pavement $ Roofs . . . . . . . . .
0.9 -C2 =Cy
0.90
Gravel Roads & Parking Lots . . . . .
. 0.7 =C,
0.80
City Business . . . . . . . . . . . .
. 0.8S
0.90
Apartment Dwelling Areas . . . . . .
. 0.80
0.8S
Industrial Areas (Heavy) . . . . . .
. 0.70
0.80
Industrial Areas (Light) . . . . . .
. 0.60
0.70
Earth Shoulder, . . . . .
. O.SO
0.50
Playground . . . . . . .
Pastures
0 2S
0.2 - C,
0.30
0.2S
Lawns, Meadows & . . . . .
. .
Parks & Cemetery . . . . . . . . .
. . 0.15
0.20
SINGLE FAMILY RESIDENTIAL
(Dwelling Unit/Gross Acre)
1.0-1.S
'DU/GA . . . . . . ...
. . . . . . . 0.30
1 . S-3.0
DU/GA . . . . . . . .
. . . . . ... 0. 3S
3.0-3.S
DU/GA . . . . . . . .
. . . . . . . 0.40-
3. S-4.0
DU/GA . . . ... . . .
. . . . . . . 0.4S
4 .0-6.0
DU/GA . . . . . . .
. . . . . . . . 0. SO
6.0-9.0
DU/GA . . . . . . .
. . . . . . . . 0.60
9.0-1S.0
DU/GA . . . . . . .
. . . . . . . 0.70
18
S/79
STORAGE REQUIREMENTS FOR MULTIPLE ORIFICES
AREA
Type* and
Number of
Outlets
10-Year_Design Storm
25-Year Des n Storm
Peak Storage -
Time(Minutes)-
Maximum Storage
Volume (Cu.Ft/Ac)
Pea torage
Time(Minutes)
Maximum Storage
Volume (Cu.Ft/Ac)
Seattle/
Renton
One
T = -25+Nn62
Vs = 2820T - 40QoT
i+25
T = -25+ 2138
Vs = 3420T - 40QoT
o
Qo
1+25
Seattle/
Renton
Two
T = -25+ 70500
d29.9Qo
Vs = 282OT-29.9QoT
2+25
T = -25+ 85500
Vs = 3420T-29.9QoT
d 29.9Qo
Seattle/
Renton
Three
T = -25+ 70500
26.4Qo
Vs = 282OT-26.4QoT
T = '-25+ 85500
Vs = 3420T-26.4QoT
T+25
26.4Qo
T+25
Seattle/
Renton
Four
T = -25+ 70500
25—.IQo
Vs 282OT-25.1QoT
T+25
T = -25+ 85500
Vs = 3420T-25.lQoT
25.IQo
T+25
Seattle/
Renton
Five
T = -25+ 70500
24-IQo
Vs 2820T-24.lQoT
7+25
T = -25+ r85500
Vs = 3420T-24.1QoT
'T+25
24 o
* Orifices with equal head pressure between adjacent orifices.
M.Tseng/L.Gibbons/7/19/85
Im
r
M
N
7 �7_27_ 7777 7�
ELEV.
oi5
N/
EXHIBIT A
PRE -DEVELOPMENT
TRIBUTARY. AREA MAP
SCALE 1"=40'
BARGHAUSEN CONSULTING ENGINEERS, INC.
1821.5 72'ND AVENUE SOUTH
KENT, WASHINGTON 98032
0
S 68'02'38' E
_ --- _ -- S1321'
41s
1
W�III {
m S 86'02'38' E
a Co
c II m
r_
O" W
?® �4 / Z\
I �OOIL uj
•f lam' ® 1 �Y •� �' ' �
I �® W V
Si oo � Z
0.2.3 �/
1I
� 6, q3• a0
EXHIBIT B
0
C 1 4.2'
• 22'30'31'
•—'L - 100.90'— —
CH S 37'56'22
cB # 2 �� 1002 ° r I POST -DEVELOPMENT
TRIBUTARY AREA MAP
E x CB o CB 3 .
- — o
JO _ SCALE SCALE 1 "=40'
• 01.47'38'
/ CHS 63'49'44' W
46Jo• BARuHAUSEN CONSULTING ENGINEERS, INC.
4•5s»' W 16.44' ° 18215 72ND AVENUE SOUTH
KENT, WASHINGTON 98032