HomeMy WebLinkAboutSWP272816 (2) STORM DRAINAGE CALCULATIONS
OPUS NORTHWEST L.L.C.
OAKESDALE AVENUE,S.W.
AND
MONSTER ROAD S.W.
RENTON,WASHINGTON
K. eq4
OUR JOB NO. 6686
MAY 5, 1999
OIVAL
EXPIRES
Prepared By:
BARGHAUSEN CONSULTING ENGINEERS, INC.
18215 72ND AVENUE SOUTH
FBING
OF RENTON
KENT, WASHINGTON 98032 S IV E D
�Hav (425) 251 -6222 1 8 1999
m z DIVISION
z CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTA
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1.0 PROJECT OVERVIEW
The proposed project site is located at the 1200 block of Monster Road S.W., Renton, Washington.
A warehouse building, located on approximately 7.12 acres, will be constructed on the parcel. The
developed site conditions consist of approximately 4.9 acres of impervious surface,as well 2.2 acres
of pervious area. The conveyance system is composed of a series of catch basins with ADS N12
pipe. The stormwater collected by this conveyance system is routed to the southwest corner and split
to accommodate treatment of the 2-
.year peak flow rate. Water quality is proposed through a 200-foot
biofiltration swale. Calculations for the bioswale have been included in the following pages. The
remainder of the diverted flow will bypass the biofiltration swale and will eventually be routed to an
existing drainage swale off-site. Calculations have been included for the conveyance system, based
on the 25-year peak flow rate using Mannings Equation and the rational method.
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6686.004[NM\ph\g1c]
• CONVEYANCE SYSTEM CALCULATIONS
Pit
BARGHAUSEN CONSULTING ENGINEERS-PIPE FLOW CALCULATOR
using the Rational Method&Manning Formula
KING COUNTY DESIGN FOR 25 YEAR STORM
JOB NAMEOPUS NORTHWEST NOTE:ENTER DEFAULTS AND STORM DATA BEFORE BEGINNING
JOB#: 6686 DEFAULTS C= 0.85 n= 0.013
REVISED: 4/5/99 d= 12 Tc= 6.3
A=Contributing Area(Ac) Qd=Design Flow(cfs) COEFFICIENTS FOR THE RATIONAL METHOD"Ir'-EQUATION
C=Runoff Coefficient Qf=Full Capacity Flow(cfs) STORM Ar Br
Tc=Time of Concentration(min) Vd=Velocity at Design Flow(fps) 2YR 1.58 0.58
1=Intensity at Tc(in/hr) Vf=Velocity at Full Flow(fps) 10YR 2.44 0.64 PRECIP= 3.4
d=Diameter of Pipe(in) s=Slope of pipe(%) 25YR 2.66 0.65 Ar- 2.66
L=Length of Pipe(ft) n=Manning Roughness Coefficient 50YR 2.75 0.65 Br- 0.65
D=Water Depth at Qd(in) Tt=Travel Time at Vd(min) 100YR 2.61 0.63
FROM TO A s L d Tc n C SUM A A'C SUM A'C I Qd Qf Qd/Qf D/d D Vf Vd Tt
C131 CB2 0.54 0.50 168 12 6.3 0.013 0.7 0.54 0.38 0.38 2.73 1.03 2.52 0.410 0.447 5.36 3.21 3.06 0.91
CB2 CB3 0.96 0.50 107 15 7.2 0.013 0.9 1.5 0.86 1.24 2.50 3.11 4.57 0.681 0.604 9.06 3.72 4.00, 0.45
CB3 CB4 0.96 0.65 305 15 7.7 0.013 0.85 2.46 0.82 2.06 2.41 4.95 5.21 0.952 0.773 11.60 4.25 4.80 1.06
CB4 CB5 0.41 0.50 160 18 8.7 0.013 0.85 2.87 0.35 2.41 2.21 5.33 7.43 0.717 0.627 11.29 4.21 4.58 0.58
CB8 CB7 2.06 1.00 104 15 6.3 0.013 0.75 2.06 1.55 1.55 2.73 4.22 6.46 0.654 0.592 8.89 5.27 5.62 0,31
CB7 CB6 0.20 3.38 129 15 6.6 0.013 0.75 2.26 0.15 1.70 2.65 4.49 11.87 0.378 0.426 6.38 9.68 9.01 0.24
CB6 C135 0.77 3.67 163 15 6.8 0.013 0.85 3.03 0.65 2.35 2.59 6.08 12.37 0.492 0.495 7.43 10.09 10.10 0.27
CB5 C139 0.34 1.10 15 18 9.3 0.013 0.85 0.34 0.29 5.05 2.12 10.71 11.01 0.972 0.792 14.26 6.24 7.05 0.04
CB5 BIOSWAL 0.00 0.57 23 12 6.3 0.013 0.85 0 0.00 0.00 2.73 2.26 2.69 0.840 0.700 8.40 3.43 3.84 0.10
2.26 IS EQUAL TO THE 2 YR FLOW
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Job Number �r /f Designed BIDS Desi
V' �Y 18215 72ND AVENUE SOUTH Title: CONVEYANCE BASIN MAP
6 6 8 6 V KENT, WA 98032 Drawn NJM Horizontal
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(425)251-8782 FAX Checked — "=200'
Sheet p � `
Approved DKB V
Pe- `I�r ' S CIVIL ENGINEERING, LAND PLANNING, N/A
For:
OPUS NORTHWEST, L L C
< � �� SURVEYING, ENVIRONMENTAL SERVICES Dote 4 5 99
of _1_ ENG BELLEVUE, WASHINGTON
f ilr�: I':\SD'�KFI��i,;`•��;;;,;v\� NG1NEERING\6686—X2.DWG Date/Time: 05/05/1999 10:05 Scale: 1=100 Nathan Xrefs: Z6686—T,Z6686—S,
SPLIT FLOW CONTROL STRUCTURE CALCULATIONS
5/6/99 2 : 32 :48 pm Shareware Release page 1
OPUS NORTHWEST, LLC
SPLIT-FLOW CONTROL STRUCTURE
FILE#6686 .BSN
BASIN SUMMARY
BASIN ID: Al NAME: 2YR/24HR DEVELOPED
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 7 . 12 Acres BASEFLOWS : 0 . 00 cfs_
RAINFALL TYPE. . . . : TYPEIA PERV IMP
PRECIPITATION. . . . : 2 . 00 inches AREA. . : 2 .23 Acres 4 . 89 Acres
TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00
TC. . . . : 10 . 00 min 10 . 00 min
ABSTRACTION COEFF: 0 . 20
PEAK RATE: 2 . 26 cfs VOL: 0 . 88 Ac-ft TIME: 480 min
Split Flow Control Structure Calculations
The 2yr/24hr Peak Storm event will be diverted into the Bioswale for treatment.
From WaterWorks 4 calculations, Q=2.26 cfs
Q=CA 2gH
2.26 cfs=0.62 *A 2(32.2 ft)(3 ft)
A=0.262 ft2
A=7cd2/4
0.262 ft2=7c d2/4
d=0.578 ft
d=6.93 in
d=6 15/16
Riser Calculations:
25 yr flow—2 yr flow=Flow through By-Pass System
10.81 cfs—2.26 cfs=8.55 cfs
(See figure 4.4.7J,Riser inflow curves attached)
i15"Dia.Riser Required
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KING COUNTY, WASI-IINGTON, SURFACE WATER DESIGN MANUAL
FIGURE 4.4.7J RISER INFLOW CURVES
Weir Flow --
Orifice Flow -----�-
100 .. 36
33
30
v
27 �
c
24
d U
21 C
a
w — 18 E
cz
Ir
15
W
d Mn
it
12
10VJ
10
Al Z
Ar
lzfzll
1
0.1
1.0 10.0(3.D'�
HEAD IN FEET (measured from crest of riser)
SOURCE: USDA-SCS
QwiER =9.739 DHW
"2
QoRiFicE =3.782 D 2 H
Q in cfs, D and H in feet
4.4.7-10 1/90
RIM EL=73.0t
ROUND SOLID COVER
MARKED "DRAIN" 4" ADJUSTMENT BRICKS
(12" MAX)
STANDARD GALVANIZED
STEEL LADDER STEPS
TOP SLAB W/ Z l-x27"
HOLE (6" THICK)
G ° d
� G '
d °
d
18" SD 12" CAP WITH
p RUBBER GASKET
IE=62.34 SHORT NIPPLE (LUBRICATE
a
°. .a BOTH ENDS)
A.C. OR G.P.K.
6' a MANHOLE ADAPTOR
5" MIN. MIN. a.. s ..
PVC—SDR-35 LOCATED IN
NARROW SIDE OF CB
12" SD 2 YR STORM
TO BIOSWALE
a
IE=59.34
PVC TEE W/ RUBBER
d a 18" d GASKET JOINTS
°
° a
RUBBER GASKET PLUG
ORIFICE 0 6 15/16"
CATCH BASIN TYPE II-60"
CB # 9, TYPE II-60"
SPLIT FLOW CONTROL STRUCTURE
NOT TO SCALE
�9
d d
MWA.
-PA1rSD
t tisv,o
SS
d.
Q. Q
d d.
O
d, d
d d
CB # 9, TYPE II-60�
SPLIT FLOW CONTROL STRUCTURE
1' = 2'
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BIOSWALE CALCULATIONS
Opus Northwest, BCE#6686
Worksheet for Trapezoidal Channel
Project Description
Project File c:\haestad\fmw\6686.fm2
Worksheet Bioswale worksheet
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Bottom Wdth
Input Data
Mannings Coefficient 0.350
Channel Slope 0.020000 ft/ft
Depth 0.67 ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 2.26 cfs
Results
Bottom Width 6.55 ft
Flow Area 5.74 ft2
Wetted Perimeter 10.79 ft
Top Width 10.57 ft
Critical Depth 0.15 ft
Critical Slope 3.453058 ft/ft
Velocity 0.39 ft/s
Velocity Head 0.24e-2 ft
Specific Energy 0.67 ft
Froude Number 0.09
Flow is subcritical.
05/06/99 FlowMaster v5.15
02:49:02 PM Haestad Methods, Inc 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1
Short Plat'(SHPL-#" )
REQUEST FOR PROJECT# Prclin Plat (PP# )
CAG# )
To: Technical Services Date WO# j � S Green# LUA 'T-]
From: Plan Review/Project Manager
]/TTIZfUG
Project Name 012L s G(1AI,t,Q-Y,6 c.�cA� 13cir C'OFyC�
(70 chamc(=max)
Description of Project: J&eG-RcUSC 11JSTA(.-i.Ano�-) AT �(C�/USjZ=l2 R-yA-6
i tic uw DCS WkTIE12, SNQM�y1V 'r, all
Circle Size of Waterline: 8" 10" 12" Circle One: ew or Extension
Circle Size of Sewerline: O 101, 12" Circle One: ew or Extension
Circle Size of StorTnline: 121, 015- 181, 24" Circle One: ew or Extension
Address or Street Name(s) ptJSR�R
Dvlpr/Contractor/Owner/Cnslt:: _ 1�yzC�1�{� =1.1NSy��lt.�iC,ItJti C
C70 acaaus max)
Check each discipline involved in Project Ltr Dnvg of sheets per discipline
✓ ✓
Trans-Storm ❑ O
(?oadwny/Drainagc) (Off siic impmYcn=Ls)Cincludc basin namc) (includc T SC shccts)
Transportation (Signaliza¢on,Channclizaoon,Lighting) ❑ ❑ /
XWastewater ❑ ❑
Sanitary Scwu Main(includc basin namc)
Water (Mains,Valve,Hydrants) ❑ ❑
(Includc compositc crc�il Cui$I CC LS)
l=] Suface Water ❑ ❑
Improvements (CP ONLY)(includc basin namc)
TS Use Only
cd—