HomeMy WebLinkAboutSWP272083(3) LCAGH
REQUEST FOR PROJECT# lim. Plat (PP#
To: Technical Services Date l 2-22-`f' 2 WO# Q 7 d 3 1 Green#
I
From. Plan Review/Project Manager // a ll IL Ca ray
Project Name JET V151A / T,4YLd9, AVBNyt STI>9M SYSTEM Rr-Pt.gCg�, tAlr
(70 characters maz)
Description of Project: 14-c e. 12 CYir j Z 1/-/��� .d bcJ U„ 4r J 6p VrrQ
/7d rr'trrravi-{J end T.�y/tom- /7tlrhuc W N
Circle Size of Waterline: 8" 10" 12" Circle One: New or Extension
Circle Size of$ewerline: 8" 10" 12" Circle One: New or Extension
Circle Size of Stormline: /el�a 12" 15" 18" 24" Circle One: Ne or Extension
Address or Street Name(s) 2 D i Ta,)e k r Ave vl w.e,
Dvlpr/Contractor/Owner/CnsIC Ow„w - izo "t S f'q'i'
(70 cluracte,
Check each discipline involved in Project Ltr Drw #
g of sheets per discipline
II� J J
Trans-Storm Ve Sf L t l« V gy4n, Ts7 b4,sin _� ✓ d"- ty' �� - -
(Rwdw y/Drainage) (()it SI-rinprovc M")(mclu a basin name) -rN
(include TESC shttls)
O Transportation (ST-lizad0n.Channelization,Lighting)
O Wastewater
(Sanitary Sewer Main)(include basin name)
O Water (Mains,Valves,Hydrants)
(Includescomp-ne&Horizontal Clrl Sheets)
TS Use Only � 1 t7� cZ� �rtyn.,
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Approved by TSM
Date:
l0m1S/misd92-090.DpC/CDibh
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JET VISTA APARTMENTS
PROPOSED STORM DRAINAGE
IMPROVEMENT ANALYSIS
Technical Information Report
CITY OF RENTON
200 Mill Avenue South
Renton, WA 98055
Planning/Building/Public Works Department
Prepared by: John Hobson and Ron Straka
Checked by: Randall Parsons, P.E.
January, 1992
Jet Vista Apartments
Technical Information Report
Page 2
SECTION I: PROJECT OVERVIEW
A. Location: Taylor Avenue South at NW 2nd Street
B. Project Purpose:
A realignment of the existing storm drainage system beneath the Jet
Vista Apartments located at 201 Taylor Avenue NW was deemed
necessary because of severe flood damage caused by the failure of
the existing system and because of it's poor condition and location
under the apartments.
SECTION II: PRELIMINARY CONDITIONS SUMMARY
A. During the Thanksgiving storm of 1990, the storm drainage pipe in
question, which drains approximately 276 acres of the West Hill area
of Renton and King County, was partially plugged by debris causing
water to flow across the apartment's parking lot, around the
apartment building, across Taylor Avenue NW, and across the
Assembly of God Church parking lot. The flooding damaged Taylor
Avenue NW, the sidewalk, severely undermined the church's parking
lot, which caused pavement failure, and resulted in flooding of Rainier
Avenue South.
While cleaning and inspecting the storm line it was discovered that it
was severely cracked and deflected. It was then decided that the
existing pipe needed to be replaced. This basin analysis was
performed to calculate the flows that then new pipe would, therefore,
be required to accommodate to meet City of Renton drainage code
standards.
Jet Vista Apartments
Technical Information Report
Page 3
SECTION III: OFF-SITE ANALYSIS
A. Upstream Tributary Drainage Area:
The upstream drainage area for this system is approximately 276
acres (see Figure "A"). The area is generally low to medium density
single family residential. The existing upstream drainage systems are
a mixture of ditches and pipe systems which drain into a deep,
natural ravine with a defined drainage swale. Sub-basins 1 through 6
must drain through a 42" CMP culvert at Thomas Avenue which was
also included in the analysis. The soils for the entire basin were
assumed to be of Class "C" because of the lack of information
provided by the King County soil survey.
B. Downstream System:
The system below the proposed storm line begins in a manhole/vault
and travels east 258 feet through a 48" concrete pipe to another
manhole, thence south 13 feet through a 48" concrete pipe to a
manhole, thence east 180 feet through a 48" concrete pipe to a
manhole, thence east 280 feet through a 48" concrete pipe to a
manhole, thence east 280 feet through a 48" concrete pipe to a
manhole, thence north 450 feet through a 60" concrete pipe which is
the beginning of the Black River culvert (see Figure "B").
SECTION IV: RETENTION/DETENTION ANALYSIS AND DESIGN
Not applicable.
SECTION V: CONVEYANCE SYSTEM PAGE
A. Basin Information 4
B. Tc and Cn Calculations 4 to 6
C. Adding and Shifting Hydrographs 7
D. Computer Basin Analysis (using Water Works) 8 to 22
E. Inlet Control Analysis for Culvert Sizing 22
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11/26/91 City of Renton - Public Works Dept page 1
JET VISTA APARTMENTS BASIN ANALYSIS
25 YEAR 24 HR STORM
REVISED
-----------------------------------------------------------------
----
---------------------------------------------------------------------
HYDROGRAPH SUMMART,
PEAK TIME VOLUME
HYD RUNOFF OF OF Contrib
NUM RATE PEAK HYDRO Area
cfs min. cf-AcFt Acres
---------------------------------------------
---------------------------------------------
1 36.988 520 827624 cf 97.00
2 19.426 490 449180 cf 46.00
3 12.873 480 275479 cf 32.00
4 13.878 490 282776 cf 33.00
5 7.733 480 160564 cf 21 .00
6 8.200 480 172059 cf 22.00
7 4. 122 480 91737 cf 14.00
8 2.870 490 81538 cf 11 .00
11 32.022 500 724659 cf 78.00
12 38.955 500 896718 cf 100.00
13 42.264 520 988188 cf 118.00
14 76.632 520 1884906 cf 218.00
15 86.547 530 2167682 cf 251.00
16 6.977 490 173275 cf 25.00
17 86.228 550 2167682 cf 251 .00
18 91 .055 550 2340957 cf 276.00.47—iNt&-7-0F/APF fl yy�sysr�M
-ef--- --276.00
PA 6,E?- 9
11/26/91 City of Renton - Public Works Dept page 1
JET VISTA APARTMENTS BASIN ANALYSIS
25 YEAR 24 HR STORM
REVISED
---------------------------------------------------------------------
---------------------------------------------------------------------
REACH SUMMAR)k
Network Reach 25YR
REACH <-AREA> <-DIA> LENGTH SLOPE < n > DSGN Q % PIPE Ndepth %Depth Vact
ID (Ac) (ft) (ft) ft/ft ------ (cfs) ------ (ft) ------ (fps)
-------------------------------------------------------------------------
PROP1 276.00 3.50 145.00 0.0570 0.0120 91 .06 34.90 1 .43 40.84 24.70
PROP2 276.00 3.50 89.02 0.0576 0.0120 91 .06 34.71 1 .43 40.72 24.80
EX3 276.00 4.00 257.66 0.0071 0.0120 91 .06 69.44 2.45 61 .32 11 .27
EX4 276.00 4.00 13.00 0.0131 0.0120 91 .06 51.03 2.02 50.61 14.27
EX5 276.00 4.00 180.07 0.0286 0.0120 91 .06 34.51 1 .62 40.54 19.07
EX6 276.00 4.00 280.18 0.0286 0.0120 91 .06 34.51 1 .62 40.54 19.06
EX7 276.00 4.00 280.40 0.0141 0.0120 91 .06 49. 11 1 .98 49.48 14.69
EX8 276.00 5.00 450.00 0.0050 0.0120 91 .06 45.52 2.37 47.34 9.95
Network Reach EXIST
REACH <-AREA> <-DIA> LENGTH SLOPE < n > DSGN Q % PIPE Ndepth %Depth Vact
ID (Ac) (ft) (ft) ft/ft ------ (cfs) ------ (ft) ------ (fps)
----- ----------------------------------------------------------------------------
EX1 276.00 2.00 133.00 0.0437 0.0120 95.56 >=100% Pressure flow 30.42
EX2 276.00 2.00 101.00 0.0437 0.0120 95.56 >=100% Pressure flow 30.42
11/26/91 City of Renton - Public Works Dept page 3
JET VISTA APARTMENTS BASIN ANALYSIS
25 YEAR 24 HR STORM
REVISED'
--------------------------------- ------------------------------------
------------ ------------------------------------
REACH SUMMARM
LEVEL POOL REACH ID No. DET1
In & Out Hydrograph No. : 15
Storage Structure Id. . . : 1S
Discharge Structure Id. : 1DIS
Outflow Hydrograph Peak: 90.43 cfs
Outflow Peak Time. . . . . . : 9.00 hrs
Peak Detention Stage. . . : 6.06 ft
Maximum Storage Volune. : 16703.54 cf
PIPE REACH ID No. EX1
From: To: EXMH
Pipe Diameter: 2.00 ft n: 0.0120
Pipe Length 133.00 ft s: 0.0437
Up invert 51 .52 ft down invert: 45.71 ft
Collection Area: 276.00 Ac.
Design Flow 95.56 cfs Dsgn Depth: ft
Pipe Capacity 51.37 cfs
Design Vel 30.42 fps Travel Time: 0.07 min
Pipe Full Vel 16.35 fps (surcharged tt)
PIPE REACH ID No. EX2
From: EXMH To:
Pipe Diameter: 2.00 ft n: 0.0120
Pipe Length 101 .00 ft s: 0.0437
Up invert 45.71 ft down invert: 41 .30 ft
Collection Area: 276.00 Ac.
Design Flow 95.56 cfs Dsgn Depth: ft
Pipe Capacity 51 .37 cfs
Design Vel 30.42 fps Travel Time: 0.06 min
Pipe Full Vel 16.35 fps (surcharged tt)
PIPE REACH ID No. EX3
From: EXMH2 To: EXMH3
Pipe Diameter: 4.00 ft n: 0.0120
Pipe Length 257.66 ft s: 0.0071
Up invert 37.79 ft down invert: 35.97 ft
Collection Area: 276.00 Ac.
Design Flow 91.06 cfs Dsgn Depth: 2.45 ft
Pipe Capacity 131. 14 cfs
Design Vel 11.27 fps Travel Time: 0.38 min
Pipe Full Vel 10.44 fps
11/26/91 City of Renton - Public Works Dept page 4
JET VISTA APARTMENTS BASIN ANALYSIS
25 YEAR 24 HR STORM
REVISED
---------------------------------------------------------------------
REACH SUMMARY
PIPE REACH ID No. EX4
From: EXMH3 To: EXMH4
Pipe Diameter: 4.00 ft n: 0.0120
Pipe Length 13.00 ft s: 0.0131
Up invert 35.97 ft down invert: 35.80 ft
Collection Area: 276.00 Ac.
Design Flow 91 .06 cfs Dsgn Depth: 2.02 ft
Pipe Capacity 178.43 cfs
Design Vel 14.27 fps Travel Time: 0.02 min
Pipe Full Vel 14.20 fps
PIPE REACH ID No. EX5
From: EXMH4 To: EXMH5
Pipe Diameter: 4.00 ft n: 0.0120
Pipe Length 180.07 ft s: 0.0286
Up invert 35.61 ft down invert: 30.46 ft
Collection Area: 276.00 Ac.
Design Flow 91 .06 cfs Dsgn Depth: 1 .62 ft
Pipe Capacity 263.88 cfs
Design Vel 19.07 fps Travel Time: 0.16 min
Pipe Full Vel 21 .00 fps
PIPE REACH ID No. EX6
From: EXMH5 To: EXMH6
Pipe Diameter: 4.00 ft n: 0.0120
Pipe Length 280.18 ft s: 0.0286
Up invert 30.46 ft down invert: 22.45 ft
Collection Area: 276.00 Ac.
Design Flow 91 .06 cfs Dsgn Depth: 1.62 ft
Pipe Capacity 263.82 cfs
Design Vel 19.06 fps Travel Time: 0.24 min
Pipe Full Vel 20.99 fps
PIPE REACH ID No. EX7
From: EXMH6 To: EXMH7
Pipe Diameter: 4.00 ft n: 0.0120
Pipe Length 280.40 ft s: 0.0141
Up invert 22.45 ft dawn invert: 18.49 ft
Collection Area: 276.00 Ac.
Design Flow 91.06 cfs Dsgn Depth: 1.98 ft
Pipe Capacity 185.43 cfs
Design Vel 14.69 fps Travel Time: 0.32 min
Pipe Full Vel 14.76 fps
' PA�iZ
11/26/91 City of Renton - Public Works Dept page 7
JET VISTA APARTMENTS BASIN ANALYSIS
25 YEAR 24 HR STORM
REVISED
---------------------------------------------------------------------
--------------------------------------------------- - -
STRUCTURE REPORT
STRUCTURE REACH ID No. EXMH
Location : UNDER APARTMENTS North 0.0000
Descrip : TO SIMULATE PIPE BEND LOSSES East 0.0000
Data File: Rim Elev 0.0000
Data Pnt : Bottom El : 0.0000
Cont Area: Hgrade El : 0.0000 ft
Bend. . . . . : Curved or Deflected
Ent type. : Conc Square edge w/headwall
Ent Loss: 0.000 Exit: 0.000 App Vel : 0.000 Junct: 0.000 Bend: 0.000
Reach <Invert> <Diam> < n > <End>
EX1 45.710 24.00 0.012 Lower
EX2 45.710 24.00 0.012 Upper
STRUCTURE REACH ID No. EXMH2
Location VAULT IN PARKING LOT North 1685.0000
Descrip East 1290.0000
Data File: Rim Elev 0.0000
Data Pnt : Bottom El : 0.0000
Cont Area: Hgrade El : 40.5924 ft
Bend. . . . . : No special shape
Ent type. : Conc grooved end or CMP w/HW
Ent Loss: 0.000 Exit: 0.000 App Vel : 1 .391 Junct: 0.000 Bend: 1 .673
Reach <Invert> <Diam> < n > <End>
PROP2 38.700 42.00 0.012 Lower
EX3 37.790 48.00 0.012 Upper
STRUCTURE REACH ID No. EXMH3
Location SE CORMER PARKING LOT North 1900.0000
Descrip East 1148.0000
Data File: Rim Elev 0.0000
Data Pnt : Bottom El : 0.0000
Cont Area: Hgrade El : 38. 1282 ft
Bend. . . . . : No special shape
Ent type. : Conc grooved end or CMP w/HW
Ent Loss: 0.000 Exit: 0.000 App Vel : 0.815 Junct: 0.000 Bend: 0.465
Reach <Invert> <Diam> < n > <End>
EX3 35.970 48.00 0.012 Lower
EX4 35.970 48.00 0.012 Upper
11/26/91 City of Renton - Public Works Dept page 8
JET VISTA APARTMENTS BASIN ANALYSIS
25 YEAR 24 HR STORM
REVISED
----------------
---------------------------------------------------------------------
STRUCTURE REPORT
STRUCTURE REACH ID No. EXMH4
Location : RENTON EXT North 1900.0000
Descrip : East 1135.0000
Data File: Rim Elev 0.0000
Data Pnt : Bottom El : 0.0000
Cont Area: Hgrade El : 38.3214 ft
Bend. . . . . : No special shape
Ent type. : Conc grooved end or CMP w/HW
Ent Loss: 0.000 Exit: 0.000 App Vel : 0.815 Junct: 0.000 Bend: 1 .049
Reach <Invert> <Diam> < n > <End>
EX4 35.800 48.00 0.012 Lower
EX5 35.610 48.00 0.012 Upper
STRUCTURE REACH ID No. EXMH5
Location : INT RENTON AV AND HARDIE AV North 2080.0000
Descrip : East 1130.0000
Data File: Rim Elev 0.0000
Data Pnt : Bottom El : 0.0000
Cont Area: Hgrade El : 32.1261 ft
Bend. . . . . : No special shape
Ent type. : Conc grooved end or CMP w/HW
Ent Loss: 0.000 Exit: 0.000 App Vel : 0.815 Junct: 0.000 Bend: 0.004
Reach <Invert> <Diam> < n > <End>
EX5 30.460 48.00 0.012 Lower
EX6 30.460 48.00 0.012 Upper
STRUCTURE REACH ID No. EXMH6
Location : INT RAINIER AV AND RENTON AV North 2360.0000
Descrip . East 1120.0000
Data File: Rim Elev 0.0000
Data Pnt : Bottom El : 0.0000
Cont Area: Hgrade El : 24. 1585 ft
Bend. . . . . : No special shape
Ent type. : Conc grooved end or CMP w/HW
Ent Loss: 0. 180 Exit: 0.898 App Vel : 0.815 Junct: 0.000 Bend: 0.017
Reach <Invert> <Diam> < n > <End>
EX6 22.450 48.00 0.012 Lower
EX7 22.450 48.00 0.012 Upper
PpbO
11/26/91 City of Renton - Public Works Dept page 9
JET VISTA APARTMENTS BASIN ANALYSIS
25 YEAR 24 HR STORM
REVISED
---------------------------------------------------------------------
STRUCTURE REPORT
STRUCTURE REACH ID No. EXMH7
Location : BEGINNING OF BLACK RIVER North 2640.0000
Descrip : East 1135.0000
Data File: Rim Elev 0.0000
Data Pnt : Bottom El : 0.0000
Cont Area: Hgrade El : 19.9788 ft
Bend. . . . . : No special shape
Ent type. : Conc grooved end or CMP w/HW
Ent Loss: 0.074 Exit: 0.368 App Vel : 0.815 Junct: 0.000 Bend: 1.016
Reach <Invert> <Diam> < n > <End>
EX7 18.490 48.00 0.012 Lower
EX8 18.490 60.00 0.012 Upper
STRUCTURE REACH ID No. REVPROP
Location : North 1630.0000
Descrip . East 1220.0000
Data File: Rim Elev 0.0000
Data Pnt : Bottom El : 0.0000
Cont Area: Hgrade El : 47.9999 ft
Bend. . . . . : No special shape
Ent type. : Cono Grooved end projecting
Ent Loss: 0.000 Exit: 0.000 App Vel : 1.391 Junct: 0.000 Bend: 0.407
Reach <Invert> <Diam> < n > <End>
PROP1 43.830 42.00 0.012 Lower
PROP2 43.830 42.00 0.012 Upper
11/26/91 City of Renton - Public Works Dept page 1 PA
JET VISTA APARTMENTS BASIN ANALYSIS
25 YEAR 24 HR STORM
REVISED
---------------------------------------------------------------------
----------------------------------------
REACH SUMMARY
Network Reach 25HYD
REACH <-AREA> <-DIA> LENGTH SLOPE < n > DSGN Q % PIPE Ndepth %Depth Vact
ID (Ac) (ft) (ft) ft/ft ------ (cfs) ------ (ft) ------ (fps)
--- ------------------------------------------------------------------------------
PROP1 276.00 3.50 145.00 0.0570 0.0120 91.06 34.90 1 .43 40.84 24.70
PROP2 276.00 3.50 89.02 0.0576 0.0120 91.06 34.71 1 .43 40.72 24.80
EX3 276.00 4.00 257.66 0.0071 0.0120 91.06 69.44 2.45 61 .32 11.27
EX4 276.00 4.00 13.00 0.0131 0.0120 91.06 51 .03 2.02 50.61 14.27
EX5 276.00 4.00 180.07 0.0286 0.0120 91 .06 34.51 1 .62 40.54 19.07
EX6 276.00 4.00 280. 18 0.0286 0.0120 91.06 34.51 1 .62 40.54 19.06
EX7 276.00 4.00 280.40 0.0141 0.0120 91.06 49.11 1 .98 49.48 14.69
EX8 276.00 5.00 450.00 0.0050 0.0120 91.06 45.52 2.37 47.34 9.95
Hydraulic Gradeline for Reach 250UT
<-FROM-> <--TO--> <FLOW> floss Ent HGL EntLoss ExtLoss OutLet Inlet AppHead Bn
--- cfs -loss- -Elev-- --loss- --loss- --Elev- --Elev- --loss- --
EXMH7 91 .06 0.47 tw & do <dc: Inlet Ctrl Assumed 19.78 0.82
EXMH6 EXMH7 91 .06 0.95 tw & do <dc: Inlet Ctrl Assumed 24.96 0.82
EXMH5 EXMH6 91 .06 0.95 tw & do <dc: Inlet Ctrl Assumed 32.94 0.82
EXMH4 EXMH5 91 .06 0.61 tw & do <dc: Inlet Ctrl Assumed 38.09 0.82
EXMH3 EXMH4 91 .06 0.04 tw & do <dc: Inlet Ctrl Assumed 38.48 0.82
EXMH2 EXMH3 91 .06 0.88 tw & do <dc: Inlet Ctrl Assumed 40.31 1 .39
REVPROP EXMH2 91 .06 0.62 tw & do <dc: Inlet Ctrl Assumed 48.98 1 .39
11/20/91 City of Renton - Public Works Dept page 1
JET VISTA APARTMENT BASIN ANALYSIS
100 YR 24 HR STORM
revised"
---------------------------------------------------------------------
BASIN SUMMARY
BASIN ID: 1B NAME: 100YR SUBBASIN 1 JET VISTA
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 97.00 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA
PRECIPITATION. . . . : 3.90 inches AREA. . : 64.00 Acres
TIME INTERVAL. . . . : 10.00 min CN. . . . : 90.00
TIME OF CONC. . . . . : 30.00 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0.20 AREA. . : 33.00 Acres
CN. . . . : 98.00
PEAK RATE: 51. 16 cfs VOL: 25.14 Ac-ft TIME: 480 min
BASIN ID: 2b NAME:
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 46.00 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA
PRECIPITATION. . . . : 3.90 inches AREA. . : 27.00 Acres
TIME INTERVAL. . . . : 10.00 min CN. . . . : 90.00
TIME OF CONC. . . . . : 38.00 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0.20 AREA. . : 19.00 Acres
CN. . . . : 98.00
PEAK RATE: 22.98 cfs VOL: 12. 16 Ac-ft TIME: 490 min
BASIN ID: 3b NAME:
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 32.00 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA
PRECIPITATION. . . . : 3.90 inches AREA. . : 22.00 Acres
TIME INTERVAL. . . . : 10.00 min CN. . . . : 90.00
TIME OF CONC. . . . . : 27.00 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0.20 AREA. . : 10.00 Acres
CN. . . . : 98.00
PEAK RATE: 17.37 cfs VOL: 8.23 Ac-ft TIME: 480 min
PA66'
11/20/91 City of Renton - Public Works Dept page 2
JET VISTA APARTMENT BASIN ANALYSIS
100 YR 24 HR STORM
revised
---------------------------------------------------------------------
BASIN SUMMARY
BASIN ID: 4b NAME:
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 33.00 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA
PRECIPITATION. . . . : 3.90 inches AREA. . : 23.00 Acres
TIME INTERVAL. . . . : 10.00 min CN. . . . : 90.00
TIME OF CONC. . . . . : 23.00 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0.20 AREA. . : 10.00 Acres
CN. . . . : 98.00
PEAK RATE: 18.79 cfs VOL: 8.47 Ac-ft TIME: 480 min
BASIN ID: 5b NAME:
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 21 .00 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA
PRECIPITATION. . . . : 3.90 inches AREA. . : 18.00 Acres
TIME INTERVAL. . . . : 10.00 min CN. . . . : 86.00
TIME OF CONC. . . . . : 23.00 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0.20 AREA. . : 3.00 Acres
CN. . . . : 98.00
PEAK RATE: 9.93 cfs VOL: 4.60 Ac-ft TIME: 480 min
BASIN ID: 6b NAME:
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 22.00 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA
PRECIPITATION. . . . : 3.90 inches AREA. . : 18.00 Acres
TIME INTERVAL. . . . : 10.00 min CN. . . . : 86.00
TIME OF CONC. . . . . : 24.00 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0.20 AREA. . : 4.00 Acres
CN. . . . : 98.00
PEAK RATE: 10.46 cfs VOL: 4.91 Ac-ft TIME: 480 min
PAG�yS
11/20/91 City of Renton - Public Works Dept page 3
JET VISTA APARTMENT BASIN ANALYSIS
100 YR 24 HR STORM
revised
---------------------------------------------------------------------
BASIN SUMMARY
BASIN ID: 7b NAME:
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 14.00 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE. . . . : TYPElA PERVIOUS AREA
PRECIPITATION. . . . : 3.90 inches AREA. . : 13.00 Acres
TIME INTERVAL. . . . : 10.00 min CN. . . . : 82.00
TIME OF CONC. . . . . : 24.00 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0.20 AREA. . : 1 .00 Acres
CN. . . . : 98.00
PEAK RATE: 5.25 cfs VOL: 2.60 Ac-ft TIME: 480 min
BASIN ID: 8b NAME:
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 11 .00 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA
PRECIPITATION. . . . : 3.90 inches AREA. . : 10.00 Acres
TIME INTERVAL. . . . : 10.00 min CN. . . . : 85.00
TIME OF CONC. . . . . : 55.00 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0.20 AREA. . : 1.00 Acres
CN. . . . : 98.00
PEAK RATE: 3.58 cfs VOL: 2.28 Ac-ft TIME: 490 min
P6 ��
11/21/91 City of Renton - Public Works Dept page 1
JET VISTA APARTMENT BASIN ANALYSIS
100 YR 24 HR STORM
revised
-------------------
---------------------------------------------------------------------
HYDROGRAPH SUMMARY
PEAK TIME VOLUME
HYD RUNOFF OF OF Contrib
NUM RATE PEAK HYDRO Area
cfs min. cf-AcFt Acres
===1=--=-36.988---520----827624 cf 97.00
2 22.981 490 529625 cf 46.00
3 17.365 480 358614 cf 32.00
4 18.717 490 368867 cf 33.00
5 9.927 480 200385 cf 21 .00
6 10.456 480 213690 cf 22.00
7 5.253 480 113243 cf 14.00
8 3.582 490 99287 cf 11.00
11 39.993 520 888239 cf 78.00
12 47. 110 520 1101930 cf 100.00
13 43.638 520 1028009 cf 118.00
14 90.748 520 2129939 cf 218.00
15 104. 112 520 2498806 cf 251 .00
16 8.786 490 212530 cf 25.00
17 100.019 540 2498806 cf 251 .00
18 106.375 540 2711336 cf 276.00
ig 95.755 550 _2332687 cf-- 276.00
Pi46a Zo
11/21/91 City of Renton - Public Works Dept page 1
JET VISTA APARTMENT BASIN ANALYSIS
100 YR 24 HR STORM
revised
-------------------
---------------------------------------------------------------------
LEVEL POOL TABLE SUMMARY
MATCH INFLOW -STO- -DIS- <-PEAK-> STORAGE
<--------DESCRIPTION---------> (cfs) (cfs) --id- --id- <-STAGE> id VOL (cf)
------------- ---------------
OUTLET OF 42 . . . . . . . . . . . . . . . . . 0.00 104.11 is 1DIS 7.81 17 26021 .96
A b- Z/
11/26/91 City of Renton - Public Works Dept page 1
JET VISTA APARTMENT BASIN ANALYSIS
100 YR 24 HR STORM
revised
---------------------------------------------------------------------
REACH SUMMARY
Hydraulic Gradeline for Reach HYD
<-FROM-> <--TO--> <FLOW> floss Ent HGL EntLoss ExtLoss Outlet Inlet AppHead Bn
-------- -------- cfs -loss- -Elev-- --loss- --loss- --Elev- --Elev- --loss- --
----------------------------------------------------------------------------------
----------------------------------------------------------------------------------
EXMH7 106.38 0.64 tw & do <dc: Inlet Ctrl Assumed 19.97 1. 11
EXMH6 EXMH7 106.38 1 .30 tw & do <dc: Inlet Ctrl Assumed 27.47 1. 11
EXMH5 EXMH6 106.38 1 .30 31 .51 0.22 1 . 11 32.84 35.46 1 . 11
EXMH4 EXMH5 106.38 0.84 36.40 0.22 1 .11 37.73 40.61 1 . 11
EXMH3 EXMH4 106.38 0.06 40.98 0.22 1 .11 42.32 41 .00 1 .11
EXMH2 EXMH3 106.38 1 .20 43.04 0.22 1 .11 44.37 42.83 1 .90
PROPMH EXMH2 106.38 0.84 45.60 0.38 1 .90 47.88 49.89 1 .90
Network Reach TEST
REACH <-AREA> <-DIA> LENGTH SLOPE < n > DSGN Q % PIPE Ndepth %Depth Vact
ID (Ac) (ft) (ft) ft/ft ------ (cfs) ------ (ft) ------ (fps)
----------------------------------------------------------------------------------
----------------------------------------------------------------------------------
PROP1 276.00 3.50 145.00 0.0570 0.0120 106.38 40.77 1 .56 44.53 25.74
PROP2 276.00 3.50 89.02 0.0576 0.0120 106.38 40.55 1 .55 44.40 25.84
EX3 276.00 4.00 257.66 0.0071 0.0120 106.38 81 . 12 2.73 68.35 11 .62
EX4 276.00 4.00 13.00 0.0131 0.0120 106.38 59.62 2.22 55.61 14.82
EX5 276.00 4.00 180.07 0.0286 0.0120 106.38 40.31 1 .77 44.20 19.87
EX6 276.00 4.00 280.18 0.0286 0.0120 106.38 40.32 1.77 44.20 19.87
EX7 276.00 4.00 280.40 0.0141 0.0120 106.38 57.37 2. 17 54.31 15.26
EX8 276.00 5.00 450.00 0.0050 0.0120 106.38 53. 18 2.59 51 .86 10.34
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KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
1.2.4 CORE REQUIREMENT #4: CONVEYANCE SYSTEM I
Sizing
All proposed projects must demonstrate that a conveyance system exists, or will be constructed, to
convey the peak rate runoff for the 100-year design storm originating on the project site plus any
existing upstream runoff that will be conveyed through the project site. The downstream
conveyance system must be analyzed as required in Section 122, Core Requirement #2: Off-site
Analysis. Surcharged conditions for pipe systems and culverts, and bank-full conditions for open
ditches and channels are acceptable for demonstrating the adequacy of the conveyance system to
convey the peak runoff for the 100-year, design storm provided that:
(1) runoff is contained within defined conveyance system elements without inundating or
overtopping the crown of a roadway; AND/OR
(2) no portions of a building will be flooded; AND/OR
(3) If overland sheet flow occurs, it will flow through a drainage easement.
Exemption
Permits and approvals requiring drainage review will be exempt from demonstrating that a conveyance
system exists or will be constructed when the BALD Division determines that the proposed development
contains sufficient measures to adequately protect the downstream drainage systems; AND
The project proposes to:
o construct 5,000 square feet, or less, of new impervious surface; AND
o collect and concentrate surface and storm water runoff from a drainage area of 5,000 square feet, or
less.
Conveyance system adequacy shall be demonstrated using the Backwater Analysis Methods described
in Section 4.3.4 and 4.3.7 in Chapter 4. When significant storage volume exists in the conveyance
system (such as upstream of an existing roadway embankment/cross culvert) these methods shall be
used in conjunction with the Hydrograph Routing Method described in Section 3.5.4 in Chapter 3.
In addition to demonstrating adequacy of the conveyance system to convey the peak flows for the 100-
year design storm, new conveyance systems/elements proposed by the engineering plan shall be
analyzed and sized as follows:
(1) For new pipe systems:
New pipe systems shall be designed to convey and contain at least the peak runoff rate for
the 25-year design storm using the Methods of Analysis described in Section 4.3.4 in
Chapter 4. Structures for proposed pipe systems must be demonstrated to provide a
minimum of 0.5 feet of freeboard between the hydraulic grade line and the top of the structure
for the 25 year peak rate of runoff. Structures may overtop for the 100-year peak rate of runoff
as described above. When overtopping occurs for the 100-year peak rate of runoff the
additional flow over the ground surface is analyzed using the methods described in Section
4.3.7 and added to the flow capacity of the pipe system determined by the backwater analysis.
Exceptions: The upstream end of a new pipe system that is open and receives runoff from a
natural conveyance element or the following man-made conveyance elements (ditches,
channels and retention/detention ponds) shall be analyzed and sized as a new culvert as
described in (2) below.
12.4-1 1/90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
(2) For new culverts:
New culverts shall be designed to convey the peak runoff rate for the 25-year design storm
event using the Methods of Analysis for Culverts described in Section 4.3.5 in Chapter 4 and
to meet the designated headwater requirements.
(3) For new bridges:
New bridges shall be designed to pass the 100 year runoff (estimated for facilities without
continuous flow/frequency records by using the peak runoff for the 100-year design storm)
with the clearance as specified in Section 4.3.5 in Chapter 4.
(4) For new drainage ditches or channels:
New drainage ditches or channels shall be designed to convey at least the peak runoff from
the 25-year design storm using the Methods of Analyze described in Section 4.3.7 in Chapter
4 with a freeboard to overflow of 0.5 feet. In addition, new drainage ditches or channels must
be demonstrated to convey the peak runoff from the 100-year design storm without
overtopping.
Composition
New conveyance systems shall be constructed of vegetation-lined channels, as opposed to pipe
systems, where feasible. Vegetative channels shall generally be considered feasible if: (1) the channel
gradient generally does not exceed five percent, (2) no modifications to currently adopted standard
roadway cross sections in the King County Road Standards are necessitated by the channel, AND (3)
the channel would be accessible for maintenance (see Section 1.2.6).
Pump System
Pump systems (includes the pumps, force mains, electrical equipment, structures and appurtenances)
are not allowed on storm drainage systems in King County. A variance (see Section 1.4) from this
requirement, which will usually also require a variance from Core Requirement #1: Discharge at the
Natural Location in Section 1.2.1, may be requested. Any pump system will be required to meet the
following minimum conditions:
(1) The pump system is not used to circumvent any other King County drainage requirements,
and construction and operation of the pump system will not violate any other King County
requirements.
(2) The pump system is the only alternative to solve a flooding problem impacting existing
residential or commercial structures or prohibiting reasonable access.
(3) The pump system has a storage facility (pond, tank, or vault), sized to hold 25 percent of the
total volume of runoff for the developed tributary drainage area for the 2-year, 24-hour duration
design storm event.
(4) The pump system has a dual pump (alternating) provided with an external alarm system.
(5) Pump systems that serve commercial projects or single-family homes must be maintained by
the property owner(s).
(6) Pump systems serving more than one property must be owned, operated and maintained by
King County. Prior to engineering plan approval for these pump systems, a fee must be paid
to the SWM Division equal to the capital replacement costs for the pump systems mechanical
and electrical components.
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f
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
FIGURE 3.51A HYDROLOGIC SOIL GROUP OF THE SOILS INKING COUNTY
HYDROLOGIC HYDROLOGIC
SOIL GROUP GROUP* SOIL GROUP GROUP*
Alderwood C Orcas Peat D
Arents, Alderwood Material C Oridia D
Arents, Everett Material B Ovall C
Beausite C Pilchuck C
Bellingham D Puget D
Briscot D Puyallup B
Buckley D Ragnar B
Coastal Beaches Variable Renton D
Earlmont Silt Loam D Riverwash Variable
Edgewick C Sala[ C
Everett A Sammamish D
Indianola A Seattle D
Kitsap C Shacar D
Klaus C Si Silt C
Mixed Alluvial Land Variable Snohomish D
Neilton A Sultan C
Newberg B Tukwila D
Nooksack C Urban Variable
Normal Sandy Loam D Woodinville D
HYDROLOGIC SOIL GROUP CLASSIFICATIONS
A. (Low runoff potential). Soils having high Infiltration rates, even when thoroughly wetted, and consisting
chiefly of deep, well-to-excessively drained sands or gravels. These soils have a high rate of water
transmission.
B. (Moderately low runoff potential). Soils having moderate infiltration rates when thoroughly wetted, and
consisting chiefly of moderately fine to moderately coarse textures. These soils have a moderate rate of
water transmission.
�C. (Moderately high runoff potential). Soils having slow Infiltration rates when thoroughly wetted, and
consisting chiefly of soils with a layer that impedes downward movement of water, or soils with moderately
fine to fine textures. These soils have a slow rate of water transmission.
D. (High runoff potential). Soils having very slow infiltration rates when thoroughly wetted and consisting
chiefly of clay soils with a high swelling potential, soils with a permanent high water table, soils with a
hardpan or clay layer at or near the surface, and shallow soils over nearly Impervious material. These soils
have a very slow rate of water transmission.
From SCS, TR-55, Second Edition, June 1986, Exhibit A-1. Revisions made from SCS, Sol Interpretation
Record, Form N5, September 1988.
-V Ajo So,L S IzvVy CSC-S� P%JA�L-AP,i1';— F iz- STLoY IkR-SR"
0u
HsSVM� 14417T7ALo[ZtL -JOiL. ( v..OUQ G
1
3.5.2.2 1/90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TABLE 3.5.2E SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS
l
SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982)
Runoff curve numbers for selected agricultural, suburban and urban land use for Type 1A
rainfall distribution, 24•hour storm duration.
CURVE NUMBERS BY
HYDROLOGIC SOIL GROUP
LAND USE DESCRIPTION A B C D
Cultivated land(1): winter condition 86 91 94 95
Mountain open areas: low growing brush and grasslands 74 82 89 92
Meadow or pasture: 65 78 89
Wood or forest land: undisturbed 42 64 � 81
Wood or forest land: young second growth or brush 55 72 (81J 86
Orchard: with cover crop 81 88 t�2 94
Open spaces, lawns, parks, golf courses, cemeteries,
landscaping,
good condition: grass cover on 75%
or more of the area 68 80 ® 90
fair condition: grass cover on 50%
to 75% of the area 77 85 92
Gravel roads and parking lots 76 85 89 91
Dirt roads and parking lots 72 82 87 89
Impervious surfaces, pavement, roofs, etc. 98 98 98 98
Open water bodies: lakes, wetlands, ponds, etc. 100 100 100 100
Single Family Residential (2)
Dwelling UnR/Gross Acre % Impervious (3)
1.0 DU/GA 15 Separate curve number
1.5 DU/GA 20 shall be selected
2.0 DU/GA 25 for pervious and
2.5 DU/GA 30 impervious portion
3.0 DU/GA 34 of the site or basin
3.5 DU/GA 38
4.0 DU/GA 42
4.5 DU/GA 46
5.0 DU/GA 48
5.5 DU/GA 50
6.0 DU/GA 52
6.5 DU/GA 64
7.0 DU/GA 56
Planned unit developments, % impervious
condominiums, apartments, must be computed
commercial business and
industrial areas.
(1) For a more detailed description of agricultural land use curve numbers refer to National Engineering
Handbook, Section 4, Hydrology, Chapter 9, August 1972.
(2) Assumes roof and driveway runoff is directed Into street/storm system.
(3) The remaining pervious areas (lawn) are considered to be in good condition for these curve numbers.
1 }
3.5.2.3 1)90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
The area's potential maximum detention. S, is related to its curve number, CN:
S = (1000 /CN) - 10
The combination of the above equations allows for estimation of the total runoff volume by computing the
total runoff depth, Qd, given the total precipitation depth, PR. For example, if the curve number of the area
is 70, then the value of S is 4.29. With a total precipitation for the design event of 2.0 inches, the total
runoff depth would be:
Q, _ [2.0 - 02 (4.29)12 /[2.0 + 0.8 (4.29)] = 0.24 inches
This computed runoff represents inches over the tributary area. Therefore, the total volume of runoff Is
found by multiplying Qd by the area (with necessary conversions):
Total runoff
Volume = 3,630 X Qd X A
(cu-ft) (cu-ft/ac-in) (in) (ac)
If the area Is 10 acres, the total runoff volume is:
3,630 cu. ft./acre-in. x 0.24 in. x 10 acres = 8,712 cu. ft.
When developing the runoff hydrograph, the above equation for ad is used to compute the incremental
runoff depth for each time interval from the incremental precipitation depth given by the design storm
hyetograph. This time distribution of runoff depth is often referred to as the precipitation excess and
provides the basis for synthesizing the runoff hydrograph.
3—Travel Time and Time of Concentration for Use in Hydroaraph Analysis
(based on the methods described in Chapter 3, SCS publication 210-VI-TR-55, Second Ed., June 1986)
Travel time (T,) is the time it takes water to travel from one location to another In a watershed. T, is a
component of time of concentration (T,), which is the time for runoff to travel from the hydraulically most
distant point of the watershed. T, is computed by summing all the travel times for consecutive
components of the drainage conveyance system. T, influences the shape and peak of the runoff
hydrograph. Urbanization usually decreases T,, thereby increasing the peak discharge. But T, can be
increased as a result of (a) ponding behind small or Inadequate drainage systems, Including storm drain
inlets and road culverts, or (b) reduction of land slope through grading.
Water moves through a watershed as sheet flow, shallow concentrated flow, open channel flow, or some
combination of these. The type that occurs is best determined by field inspection.
Travel time (I,) is the ratio of flow length to flow velocity:
IT, _ 60 V [Travel Time Equation)
where
T, = travel time (min)
L = flow length (ft)
V = average velocity (ft/s), and
60 = conversion factor from seconds to minutes.
Time of concentration (T,) is the sum of T, values for the various consecutive flow segments.
T, = T, + T, + ... T,
1 2 m
3.5.2-5 1/90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
where
T, = time of concentration (min), and
m = number of flow segments
Sheet Flow: Sheet flow is flow over plane surfaces. It usually occurs in the headwater of streams. With
sheet flow, the friction value (nj (a modified Manning's effective roughness coefficient that Includes the
effect of raindrop Impact; drag over the plane surface; obstacles such as litter, crop ridges, and rocks; and
erosion and transportation of sediment) is used. These n,values are for very shallow flow depths of about
0.1 foot and are only used for travel lengths up to 300 feet. Table 3.5.2.0 gives Manning's n,values for
sheet flow for various surface conditions.
For sheet flow up to 300 feet, use Manning's kinematic solution to directly compute T,:
Sheet flow: Tt = 0.42 (n,L)o.8
(P2) 0.5 (So) 0.6-_..d
where
T, = travel time (min),
n, = sheet flow Manning's effective roughness coefficient (from Table 3.52C),
L = flow length (ft),
P2 = 2-year, 24-hour rainfall (in), (see Figure 3.5.1C) and
S. = slope of hydraulic grade line (land slope, ft/ft)
Velocity Equation
A commonly used method of computing average velocity of flow, once it has measurable depth, is the
following equation:
V = k�
where:
V = velocity (ft/s)
k = time of concentration velocity factor (ft/s)
so = slope of flow path (ft/ft)
"k' Is computed for various land covers and channel characteristics with assumptions made for hydraulic
radius using the following rearrangement of Manning's equation:
k = (1.49 (R) o.ea7 )/n,
where
R = an assumed hydraulic radius
n = Manning's roughness coefficient for open channel flow (from Table 4.3.78 in Chapter 4)
3.5.2-6 1/90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TABLE 3.5.2C "n" AND "k" VALUES USED IN TIME CALCULATIONS FOR HYDROGRAPHS
'n:Shad Flow Equatbn Manni g's Values(Far the elelal 300 h d travel) 11••
Snkaoth surtaces(concrete.asphae,gravy.or bare hard packed soil) 0.01t
Fasow fields or loose sod surface(no residue) 0-05
Cullwaled soil with residue cover(s<-0.20 h/O) 0.06
CJthmed sod with residue cower(S>0.211 n/11) 0.17
Shan prattle grass and lawns _. { 0 IS q
Dense grasses 0.24
Berrlada grass 0.41
Range(natural) 0.13
Woods or forest wen light underbrush 0-40
Woods or forest weh dense underbrush 0.90
-Manning values lor sheet flow only.acm Overton and Meadows 1976(Sae TR65.1906)
'IC Values Used in Travel Tlme/1'mne of Concentration CalcJatbn
Shallow Concentrated Flow (Mar the WIIal 300 R of shay/akw,R-0-1) k,
I. Forest with heavy ground liter and meadows(11-0.10) 3
2. a ashy ground with son a trees(n-0.060) 5
3. Fanow or mlymuan talage culthadun(n.D.Oa0) 6
a. High grass in -0.035) 9
S. Short areas vastwe and lawns(n.0,0301 111 1 -
6. Nearly bar a around M.1141251 �
7. Paved and gravel areas(n-0.012) 27
Chanel Flow gntermhent)(M trap beginnug of visible channels:R-02) k•
1. Forested Swale wen heavy ground liter in -0.101 5
2 Forested cl,wnaga / fth defined channel beg( -0050) in
3. Rock lead waterway(n-0035) IS
a Grassed wwi y( -0030) 17
5. Eanheined waterway(n-0.0251 20
6. CMP pipe(n-0.0241 21
-]. Concrete pipe(0012) 42 '
a Omen waterways and Pipes 0.506/n
Channel Flaw(Continuous Weam,R-0-4) It.
9. Meandering stream wen some pods(n -0.040) 20
10. RockJined stream(n-0.035) 23
11. Grassaked stream(n-0.030) 27
12. Other streams,manmade clean els and pip 0.607/n•-
••Sea Chapter S.Table 5.3.15C br addaloral Man i gs'n vales tar Open channVIS
3.5.2-7 IryO
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
A man-made conveyance system should emulate the natural conveyance system to the extent feasible.
Inflow to the system and discharge from the system should occur at the natural drainage points as
determined by topography and existing drainage patterns.
Conveyance systems can be separated Into the following five categories:
o Pipe systems
o Culverts and bridges
o Outfalls
o Open channels
o Floodplains/floodways
4.3.2 ANALYSIS AND ROUTE DESIGN REQUIREMENTS
Analysis
o All existing and proposed conveyance systems shall be analyzed and designed using the peak flows
from the hydrographs developed using the procedures described in Chapter 3.
.ram AuA Z:G,A�Exception: For drainage subbaslns 25 acres or less, and have a time of concentration of less
than 100 minutes, the capacity of conveyance elements shall be determined using the Rational
_r-1 L 'FC_ - z" —,^- Method described in Section 4.3.3. Refer to Figure 3.2A in Chapter 3 to determine appropriate
computation method and limits of application according to basin size.
Route Design
o The most efficient route selected for new conveyance systems will result from careful consideration
of the topography of the area to be traversed and the legal property boundaries.
o Unless topography prohibits, new conveyance system alignments on private property must be
located in drainage easements that are adjacent and parallel to property lines. Drainage easements
should be located entirely on one property and not split between adjacent properties.
Exception: Streams and natural drainage channels will not be relocated strictly to meet this
requirement.
o Aesthetic considerations and traffic routes may dictate the placement and alignment of open
channels. Appropriate vehicular and pedestrian traffic crossings must be provided in the design.
Easements and Building Setback Lines
o All public and privately maintained conveyance systems shall be located in drainage easements as
required in Section 1.2.4 in Chapter 1.
Exception: Root downspout, minor yard and footing drains, unless they serve other adjacent
properties.
o Storm drain pipes shall be located with their center line no closer than one-half the easement width
(shown in Table 4.3.2A) from an adjacent parallel property line.
o The distance between the center line of storm drainage pipes or culverts and structures shall be no
closer than the building setback line distance shown in Table 4.3.2A, unless a geotechnical/structure
analysis is performed to demonstrate design stability, and maintenance/replacement access remains
unobstructed.
o The distance between the top-of-bank of a channel and a structure shall be no closer than the
building setback line distance shown in Table 4.3.2A.
4.3.2-1 1/90
• KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
I
4.3.5 CULVERTS AND BRIDGES
Culverts are relatively short segments of pipe of circular, elliptical, rectangular, or arch cross section. They
are usually placed under road embankments to convey surface water flow safely under the embankment.
They may be used to convey flow from constructed or natural channels including streams. Bridges are
structures constructed over an obstacle (such as a waterway) to allow the continuation of a thoroughfare
(such as a road). They generally consist of foundation abutments and/or piers which support a deck
spanning the obstacle. The Sensitive Areas Ordinance and Rules contain the definitions of streams and
requirements for crossing of streams. In addition to those requirements and the design criteria described
below, other agencies such as the Washington State Departments of Fisheries or Wildlife may have
additional requirements which will affect the design of proposed culverts and bridges.
Design Criteria for Culverts
Headwater
3 For new culverts 18" diameter, or less, the maximum allowable 25-year design storm event
headwater elevation (measured from the inlet invert) shall not exceed 2 times the pipe diameter/arch
Culvert rise.
o For new culverts larger than 18" diameter the maximum allowable 25-year design storm event
headwater elevation (measured from the inlet Invert) shall not exceed 1.5 times the pipe
diameter/arch culvert rise 4\,3 z__ S
o The maximum 25-year design storm event headwater elevation for new culverts shall not be less
than 0.5 feet lower than the road or parking lot sub-grade.
Inlet
o For culverts 18" diameter and larger, the embankment around the culvert inlet shall be protected
from erosion by rock lining or rip rap specified in Table 4.3.6A, except the length and height shall be
as follows:
- Length: extend upstream of culvert 5 feet minimum
- Height: at design headwater elevation
o Trash Racks/Debris Barriers are required on culverts that are over 60 feet in length or that are inlets
to pipe systems, and that are 18" to 36" in diameter (see Figure 4.3.4G and 4.3.4H.) Exceptions are
culverts on Type 1 or 2 streams.
o Inlet structures, such as concrete headwalls, may provide a more economical design by allowing the
use of smaller entrance coefficients, and hence smaller diameter culverts. When properly designed
they will also protect the embankment from erosion and eliminate the need for rock lining.
o In order to maintain the stability of roadway embankments, concrete headwalls, wingwalls or tapered
inlets and outlets may be required if right-of-way and/or easement constraints prohibit the culvert
from extending to the toe of the embankment slopes. Normally concrete inlet structures/headwalls
installed in or near roadway embankments must be flush with, and conforming to the slope, of the
embankment.
Outlets
o For culverts 18" diameter and larger, the receiving channel of the outlet shall be protected from
erosion by rock lining specified in Table 4.3.6A, except the height shall be 1 foot above maximum
tailwater elevation or 1 foot above the crown - whichever is higher (See Figure 4.3.51).
o Standard details for various culvert end-designs such as wing-walls and tapered inlets may be found
In the Washington State Department of Transportation Highway Hydraulic Manual.
4.3.5-1 1/90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
Methods of Analysis For Culverts
The theoretical analysis of culvert flow can be extremely complex because of the wide range of possible
flow conditions which can occur due to various combinations of inlet and outlet submergence and flow
regime within the culvert barrel. An exact analysis usually involves detailed backwater calculations, energy
and momentum balance, and application of the results of hydraulic model studies.
Simple procedures have been developed, however, wherein the various flow conditions are classified and
analyzed on the basis of a control section. A control section is a location where there is a unique
relationship between the flow rate and the upstream water surface elevation. Many different flow
conditions exist over time, but at any given time the flow is either governed by the culvert's inlet geometry
(Inlet control); or by a combination of inlet geometry, barrel characteristics, and tailwater elevation (outlet
control). Figure 4.3.5E illustrates typical conditions of Inlet and outlet control.
The procedures presented here provide for the analysis of both inlet and outlet control conditions to
determine which is governing flow capacity and what that capacity Is.
Inlet Control Analysis
Nomographs such as those provided in Figures 4.3.5C and 4.3.5D can be used to determine the Inlet
control headwater depth at design flow for various types of culverts and inlet configurations. These
nomographs were originally developed by the Bureau of Public Roads - now the Federal Highway
Administration (FHWA) - based on their studies of culvert hydraulics. These and other nomographs can be
found in the FHWA publication, Hydraulic Design of Highway Culverts, HDS No. (Report No.FHWA-IP-85-
15), September 1985; or the WSDOT Hydraulic Manual.
Also available in the FHWA publication, are the design equations used to develop the inlet control
nomographs. These equations are presented below:
For unsubmerged inlet conditions defined by Q/AD°B < 3.5;
Form(1)' HW/D = HJD + K(Q/AD09)m - 0.55
Form(2) HW/D = K(Q/AD°')"'
For submerged inlet conditions defined by Q/AD°'' > 4.0;
HW/D = c(Q/AD°)z + Y - 0.5S"
Where,
HW = Headwater depth above inlet invert, ft.
D = Interior height of culvert barrel, ft.
H = Specific head at critical depth (d. + Vi2/2g), ft-
0 = Flow, cfs.
A = Full cross sectional area of culvert barrel, sq ft.
S = Culvert barrel slope, ft/ft.
K,M,c,Y = Constants from Table 4.3.5A.
d� = Critical depth (See Figure 4.3.5G), ft.
V, = Flow velocity at critical depth, fps.
g = Acceleration due to gravity, 32.2 ft/secz.
The appropriate equation form for various inlet types is specified in Table 4.3.5A
For mitered inlets use +0.7S instead of -0.5S
4.3.5-2 1/90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TABLE 4.3.5A CONSTANTS FOR INLET CONTROL EQUATIONS
pW11 SAFE O.SInReCED "HIaM
OEpiGfl FC1uRT AM 12 -iftrtil
[OWlld
FMPIE W.• NAI(NIAE INUT 0%BEV .:Of /dn [ N e T Neferwee
FNiURE
.yap 1 Cir.vt.r f4.Are eti9..7MW11 I Cam 2.0 0.03" 0-67 (W (52)
Ca. .ke Drae-e e.e./at.w tI .mm 2.0 .0292 .71 (56) (57)
.00E5 2.0 .0317 .N (56) (57)42M x Cid ndil 107a 2.0 .0329 .69 (561 (57)
a e1" .0210 1.33 .0463 .75 On
3 erojectIN ,0310 1.50 .0553 .54 (57)
3 eir°9t.r A 9.- Iw'IN. As'pave 1. I NIB 2.50 .0300 .74 (57)
E 1.v.1N ON, 33.70 trwif• -0014 2.50 .02E3 .63 (37)
6 Nec U•gOlar 1 l0° to no fmH.1I ft.,. - .026 1.0 .0383 .al (56)
NO. 2 W°.r.d 150.im.wil flan, 1 .061 0.75 .0100 .w (56)
3 0°.teq.dl fl.r.a .061 0.75 -0423 .82 (0)
9 eect✓ O., 1 150.I09r11 (for.d-.0t3o 2 .510 .667 .0302 .a0 (a)
6e. 2 la° to 33.70.)rq.all flare rt.D65D .166 .667 .0219 .93 (8)
t0 aev l.•qu{.r I 90°nee}wtl .1321•cAN.fer. 2 .51s .667 .0375 .T (a)
N9. 2 90°"a Il .2150 b ,%. .195 .667 .0314 .92 (a)
3 W h,. it .I S.70 imm 1. .la6 .661 .0252 .065 (a)
tl Neeunqul.r 1 3/4- 9pwfer.; 450 .3e.N Lea tl 2 .522 .667 .41L02 .73 (a)
[°. 2 321. 9e.+ler.: 30° deed M.drll .533 .667 .%2S .m (a)
3 $21- .6..tns; IS- .se.rd hv. li .545 .667 .045D5 .N (a)
1 As-pent.; 100-150 06 ee.e•.II .190 .667 ,0327 .75 (a)
12 It.t.yuf., 1 150 ro7-eff..f .(ry..11 flare. 2 .107 .667 .0339 .805 (a) ...
EW 2 Is.,-Hon-O(f..t airy .11 fl.re. .A93 .667 .0361 .a06 (a)
321' M.nf.11 3 15.10 Hon-Offset .N H.11 flares .495 .667 ,0326 .71 (a)
30° .EewE barrel
- 13 km,* uI.r I 1s-dt It It.". • offset 2 .1W .662 .0302 .935 (0)
Net 2 33.70 viryril It.ro 9f Net .495 .m? .0252 .WI (a)
Iop Nerd. 3 la.l°.iryvu Ibre. - eftt.l .M .667 .0227 .867 (a)
1619 C p F9.. 1 90° N.A,wHit 1 .MS 2.0 .01m .69 (57)
2 Milk w11 WeLRi•p .0113 I.n .0119 All 157)
3 Ini•...if p91,°ti•w ,OSLO 1.5 .0196 .57 07)
See FHWA HDS No.5
4.3.5-7 1/90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
FIGURE 43.5B INLET/OUTLET CONTROL CONDITIONS
D 1
�rP�uyG �qoE LlNC �
INLET CONTROL - SUBMERGED OUTLET
v / �
Z'zi4v`c e
6'QJ4U4G a,e.4DE U'VE C F
INLET CONTROL - UNSUBMERGED OUTLET
- 16
GaQ�AE LANE v
S vv
^L
D �
L
OUTLET CONTROL - SUBMERGED INLET AND OUTLET
4.3.5-10 1/90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
FIGURE 4.3.5C HEADWATER DEPTH FOR SMOOTH INTERIOR PIPE CULVERTS WITH INLET CONTROL i
i8o 10,000
168 0.000 EXAMPLE (1) (2) (3)6. ENTRANCE TYPE
156 6 000 0.42 ..Cho, 13.5 1w11 __ _ 6_
a•120cis 5 SOUARE EDGE WITH
44 5,000 6. 5. HEADWALL
4,000 tLw- "'a
32 D 1..,
3,000 4. -
(II 2.3 0.0 5' 4. I...
20 I I �
121 2.1 7.4
2,000 (3) 2.2 7.7 `\ a.-' 1
3'
108 - l�
a0 in leer �( , 3_
t
96 1,000 p ��� GROOVE END WITH
Bop yy'rh,� _ _ HEADWALL
Ba - 600 w' �x i — 2. _ —2:-
— 500
72 400 C1 �
i 300 `C f.v. it, � 1.5 1
V /I
Z 60 u 200 .a 2Sv r 1.5 PLAN
z /�� / 1 GROOVE END
n 54 N. �D� c PROJECTING
y5 '6w4 D
> 48 / 80
/ = i
p u 60 W 1.0 1.0
42
O / 0 50 HW SCALE ENTRANCE ¢ 10
40 D TYPE
W 9
r 36 30 01
W nw E.all
33 '
G 20 f21 coon ena .nn
O neaa.al i •8 8 �UW� �( I
30 6
(3) �� /3'
wan.. .ne 1
vnNcrnv
27
10 7
B 7-
24 .7
6 To av Scale(2)ar(31 palest
21 5 nori.anlaly to $col.pl,aen
4 a.e slralvlrt i.cli.ea line wo.9h
0 a.a 0 scale,,or ne.ru a. ,6 6
3 inuttr,tell. ,6
IB
• 2
15 .5
.5 .5
1.0 —_— --
12 —
(11 z- 1:5
4.35-11 1/90
a
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
FIGURE 4.4.4E OVERFLOW STRUCTURE
PROVIDE MAIN AUE55 BY wEwlNv(¢) �f5`(TYP
6RoSS BARS'ro(4)VERT/(AL BAFLS AS SEE w-rei
5kowQ. kP6,9 U YEF 6005 ti'/
FLA.jGES/BoLY5 {Yp?ovIPE L64KWIf' \ NooK1,l-AH{PS
rrlecHAtJJSrn (LJ/ PA()LOCK)6rJ 1,0u)5R ( )EN.ACEm I,EO
6"L). Loci TE �_APoER STe PS OIQeLTLj�
BE ow BELOW
TAIL
Di A•Sti+ee7n
BARS EQUAL-1
SPAGEL) .0 .Kv.
i
PLAN VIEW
NO SGAL.E
3W 11}I6}c yl' Wlpe-
LDNC� -54W1} 6wv wELDED
1D VPFEK 1 LDWER BAND'J'
,t 6 LOweFL 5TEEL 13Acrl7 �24 $A?tp Ej5IjLq dfA4�FD
-15 �/V t ocicx 4,w1or-
FDR+fe.DTO FtT I J
6'R000a OF Ca. ?Au
V o011•} Rsek
7 4 e upper- gtE£L<
BAND
maioK6v P e RrseR 3/4' ?f wldel
TO 4'.0.RrSE(L
.. d
Type 2
DEtaI c1.ANP GP,
No ScAL-* GAL-V
sT�Ps
v
S&f-TIon/ A-A
O SGAL
prH�/htOnlS ARE Fi72 //l57hLl�}yY0/( O�( 59"O!h L e. Jvg Ol�FE2E,yr
Drq c g h. kpJd3T Diw1EV5loNs 7o MklAlTklN 95°r}yy[E oV YEQ77�gZ'
OAKS wt> 7" O.L. HAY. 4m ,A14 or Ae-" /�20/NOLO!✓EK FEEL �lO.
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10/14/91 City of Renton - Public Works Dept page 1
JET VISTA APARTMENT BASIN ANALYSIS
100 YR 24 HR STORM
- ---------------------------------------------------------------------
BASIN SUMMARY
BASIN ID: 1B NAME: 100YR SUBBASIN 1 JET VISTA
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 97.00 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA
PRECIPITATION. . . . : 3.90 inches AREA. . : 64.00 Acres
TIME INTERVAL. . . . : 10.00 min CN. . . . : 85.00
TIME OF CONC. . . . . : 30.00 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0.20 AREA. . : 33.00 Acres
CN. . . . : 98.00
PEAK RATE: 44.79 cfs VOL: 22.71 Ac-ft TIME: 480 min
BASIN ID: 2B NAME: 100YR SUBBASIN 2 JET VISTA
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 46.00 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA
PRECIPITATION. . . . : 3.90 inches AREA. . : 27.00 Acres
TIME INTERVAL. . . . : 10.00 min CN. . . . : 90.00
TIME OF CONC. . . . . : 38.00 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0.20 AREA. . : 19.00 Acres
CN. . . . : 98.00
PEAK RATE: 22.98 cfs VOL: 12. 16 Ac-ft TIME: 490 min
BASIN ID: 3B NAME: IOOYR SUBBASIN 3 JET VISTA
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 32.00 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA
PRECIPITATION. . . . : 3.90 inches AREA. . : 22.00 Acres
TIME INTERVAL. . . . : 10.00 min CN. . . . : 86.00
TIME OF CONC. . . . . : 27.00 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0.20 AREA. . : 10.00 Acres
CN. . . . : 98.00
PEAK RATE: 15.56 cfs VOL: 7.56 Ac-ft TIME: 480 min
10/14/91 City of Renton - Public Works Dept page 2
JET VISTA APARTMENT BASIN ANALYSIS
100 YR 24 HR STORM
--------------------------------------------------------------
BASIN SUMMARY
BASIN ID: 4B NAME: 100 YR SUBBASIN 4 JET VISTA
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 33.00 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA
PRECIPITATION. . . . : 3.90 inches AREA. . : 23.00 Acres
TIME INTERVAL. . . . : 10.00 min CN. . . . : 86.00
TIME OF CONC. . . . . : 23.00 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0.20 AREA. . : 10.00 Acres
CN. . . . : 98.00
PEAK RATE: 16.82 cfs VOL: 7.76 Ac-ft TIME: 480 min
BASIN ID: 5B NAME: 100 YR SUBBASIN 5 JET VISTA
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 21 .00 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA
PRECIPITATION. . . . : 3.90 inches AREA. . : 18.00 Acres
TIME INTERVAL. . . . : 10.00 min CN. . . . : 85.00
TIME OF CONC. . . . . : 23.00 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0.20 AREA. . : 3.00 Acres
CN. . . . : 98.00
PEAK RATE: 9.55 cfs VOL: 4.47 Ac-ft TIME: 480 min
BASIN ID: 6B NAME: IOOYR SUBBASIN 6 JET VISTA
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 22.00 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA
PRECIPITATION. . . . : 3.90 inches AREA. . : 18.00 Acres
TIME INTERVAL. . . . : 10.00 min CN. . . . : 85.00
TIME OF CONC. . . . . : 24.00 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0.20 AREA. . : 4.00 Acres
CN. . . . : 98.00
PEAK RATE: 10.08 cfs VOL: 4.77 Ac-ft TIME: 480 min
10/14/91 City of Renton - Public Works Dept page 3
JET VISTA APARTMENT BASIN ANALYSIS
100 YR 24 HR STORM
-------------------
---------------------------------------------------------------------
BASIN SUMMARY
BASIN ID: 7B NAME: 100YR SUBBASIN 7 JET VISTA
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 14.00 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE. . . . : TYPE1A PERVIOUS AREA
PRECIPITATION. . . . : 3.90 inches AREA. . : 13.00 Acres
TIME INTERVAL. . . . : 10.00 min CN. . . . : 82.00
TIME OF CONC. . . . . : 24.00 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0.20 AREA. . : 1 .00 Acres
CN. . . . : 98.00
PEAK RATE: 5.25 cfs VOL: 2.60 Ac-ft TIME: 480 min
BASIN ID: 8B NAME: 100YR SUBBASIN 8 JET VISTA
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 11 .00 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE. . . . : TYPEIA PERVIOUS AREA
PRECIPITATION. . . . : 3.90 inches AREA. . : 10.00 Acres
TIME INTERVAL. . . . : 10.00 min CN. . . . : 85.00
TIME OF CONC. . . . . : 55.00 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0.20 AREA. . : 1.00 Acres
CN. . . . : 98.00
PEAK RATE: 3.58 cfs VOL: 2.28 Ac-ft TIME: 490 min
10/28/91 City of Renton - Public Works Dept page 2
JET VISTA APARTMENT BASIN ANALYSIS
100 YR 24 HR STORM
DOWNSTREAM SYSTEM ANALYSIS
---------------------------------------------------------------------
&TRUCTURE REPQRP
STRUCTURE REACH ID No. EXMH
Location : UNDER APARTMENTS North 0.0000
Descrip : TO SIMULATE PIPE BEND LOSSES East 0.0000
Data File: Rim Elev 0.0000
Data Pnt : Bottom El : 0.0000
Cont Area: Hgrade El : 0.0000 ft
Bend. . . . . : Curved or Deflected
Ent type. : Conc Square edge w/headwall
Ent Loss: 0.000 Exit: 0.000 App Vel : 0.000 Junct: 0.000 Bend: 0.000
Reach <Invert> <Diam> < n > <End>
EX1 45.710 24.00 0.012 Lower
EX2 45.710 24.00 0.012 Upper
STRUCTURE REACH ID No. EXMH2
Location VAULT IN PARKING LOT North 1685.0000
Descrip East 1290.0000
Data File: Rim Elev 56. 1100
Data Pnt : Bottom El : 0.0000
Cont Area: Hgrade El : 43.3444 ft
Bend. . . . . : No special shape
Ent type. : Conc grooved end or CMP w/HW
Ent Loss: 0.186 Exit: 0.929 App Vel : 2.937 Junct: 0.000 Bend: 3.532
Reach <Invert> <Diam> < n > <End>
PROP2 38.700 36.00 0.012 Lower
EX3 37.790 48.00 0.012 Upper
STRUCTURE REACH ID No. EXMH3
Location SE CORNER PARKING LOT North 1900.0000
Descrip East 1148.0000
Data File: Rim Elev 0.0000
Data Pnt : Bottom El : 0.0000
Cont Area: Hgrade El : 40.6343 ft
Bend. . . . . : No special shape
Ent type. : Conc grooved end or CMP w/HW
Ent Loss: 0. 186 Exit: 0.929 App Vel : 0.929 Junct: 0.000 Bend: 0.530
Reach <Invert> <Diam> < n > <End>
EX3 35.970 48.00 0.012 Lower
EX4 35.970 48.00 0.012 Upper
10/28/91 City of Renton - Public Works Dept page 3
JET VISTA APARTMENT BASIN ANALYSIS
100 YR 24 HR STORM
DOWNSTREAM SYSTEM ANALYSIS
---------------------------------------------------------------------
STRUCTURE REPORT
STRUCTURE REACH IO No. EXMH4
Location : RENTON EXT North 1900.0000
Descrip : East 1135.0000
Data File: Rim Elev 0.0000
Data Pnt : Bottom El : 0.0000
Cont Area: Hgrade El : 39.8681 ft
Bend. . . . . : No special shape
Ent type. : Conc grooved end or CMP w/HW
Ent Loss: 0. 186 Exit: 0.929 App Vel : 0.929 Junct: 0.000 Bend: 1.196
Reach <Invert> <Diam> < n > <End>
EX4 35.800 48.00 0.012 Lower
EX5 35.610 48.00 0.012 Upper
STRUCTURE REACH ID No. EXMH5
Location : INT RENTON AV AND HARDIE AV North 2080.0000
Descrip : East 1130.0000
Data File: Rim Elev 0.0000
Data Pnt : Bottom El : 0.0000
Cont Area: Hgrade El : 33.5267 ft
Bend. . . . . : No special shape
Ent type. : Conc grooved end or CMP w/HW
Ent Loss: 0.186 Exit: 0.929 App Vel : 0.929 Junct: 0.000 Bend: 0.004
Reach <Invert> <Diam> < n > <End>
EX5 30.460 48.00 0.012 Lower
EX6 30.460 48.00 0.012 Upper
STRUCTURE REACH ID No. EXMH6
Location : INT RAINIER AV AND RENTON AV North 2360.0000
Descrip : East 1120.0000
Data File: Rim Elev 0.0000
Data Pnt : Bottom El : 0.0000
Cont Area: Hgrade El : 25.5610 ft
Bend. . . . . : No special shape
Ent type. : Conc grooved end or CMP w/HW
Ent Lass: 0.000 Exit: 0.000 App Vel : 0.929 Junct: 0.000 Bend: 0.020
Reach <Invert> <Diam> < n > <End>
EX6 22.450 48.00 0.012 Lower
EX7 22.450 48.00 0.012 Upper
10/28/91 City of Renton - Public Works Dept page 4
JET VISTA APARTMENT BASIN ANALYSIS
100 YR 24 HR STORM
DOWNSTREAM SYSTEM ANALYSIS
---------------------------------------------------------------------
STRUCTURE REPORT
STRUCTURE REACH ID No. EXMH7
Location : BEGINNING OF BLACK RIVER North 2640.0000
Descrip : East 1135.0000
Data File: Rim Elev 0.0000
Data Pnt : Bottom El : 0.0000
Cont Area: Hgrade El : 20.0834 ft
Bend. . . . . : No special shape
Ent type. : Conc grooved end or CMP w/HW
Ent Loss: 0.076 Exit: 0.381 App Vel : 0.929 Junct: 0.000 Bend: 1. 158
Reach <Invert> <Diam> < n > <End>
EX7 18.490 48.00 0.012 Lower
EX8 18.490 60.00 0.012 Upper
STRUCTURE REACH ID No. PROPMH
Location : TAYLOR AV NW North 1630.0000
Descrip . East 1220.0000
Data File: Rim Elev 61.7500
Data Pnt : Bottom El : 0.0000
Cont Area: Hgrade El : 49.4093 ft
Bend. . . . . : No special shape
Ent type. : Conc grooved end or CMP w/HW
Ent Loss: 0.587 Exit: 2.937 App Vel : 2.937 Junct: 0.000 Bend: 0.860
Reach <Invert> <Diam> < n > <End>
PROP1 43.830 36.00 0.012 Lower
PROP2 43.830 36.00 0.012 Upper
10/28/91 City of Renton - Public Works Dept page 1
JET VISTA APARTMENT BASIN ANALYSIS
100 YR 24 HR STORM
DOWNSTREAM SYSTEM ANALYSIS
--------------------------------------------------------
REACH SUMMARY
Hydraulic Gradeline for Reach
<-FROM-> <--TO--> <FLOW> floss Ent HGL EntLoss ExtLoss Outlet Inlet AppHead Bn
-------- -------- cfs -loss- -Elev-- --loss- --loss- --Elev- --Elev- --loss-
PIPE REACH ID No. 1R
From: To:
Pipe Diameter: 3.50 ft n: 0.0240
Pipe Length 100.00 ft s: 0.0050
Up invert ft down invert: -0.50 ft
Collection Area: 251 .00 Ac.
Design Flow 93.52 cfs Dsgn Depth: ft
Pipe Capacity 38.64 cfs
Design Vel 9.72 fps Travel Time: 0. 17 min
Pipe Full Vel 4.02 fps (surcharged tt)
LEVEL POOL REACH ID No. DET1
In & Out Hydrograph No. : 15
Storage Structure Id. . . : 1S
Discharge Structure Id. : 1DIS
Outflow Hydrograph Peak: 92.95 cfs
Outflow Peak Time. . . . . . : 8.67 hrs
Peak Detention Stage. . . : 6.34 ft
Maximum Storage Volune. : 17994.00 cf
PIPE REACH ID No. EX1
From: To: EXMH
Pipe Diameter: 2.00 ft n: 0.0120
Pipe Length 133.00 ft s: 0.0437
Up invert 51.52 ft down invert: 45.71 ft
Collection Area: 276.00 Ac.
Design Flow 97.21 cfs Dsgn Depth: ft
Pipe Capacity 51 .37 cfs
Design Vel 30.94 fps Travel Time: 0.07 min
Pipe Full Vel 16.35 fps (surcharged tt)
10/28/91 City of Renton - Public Works Dept page 2
JET VISTA APARTMENT BASIN ANALYSIS
100 YR 24 HR STORM
DOWNSTREAM SYSTEM ANALYSIS
---------------------------------------------------------------------
REACH SUMMARY
PIPE REACH ID No. EX2
From: EXMH To: EXMH2
Pipe Diameter: 2.00 ft n: 0.0120
Pipe Length 2122.10 ft s: 0.0021
Up invert 45.71 ft down invert: 41 .29 ft
Collection Area: Ac.
Design Flow cfs Dsgn Depth: ft
Pipe Capacity cfs
Design Vel fps Travel Time: min
Pipe Full Vel fps
PIPE REACH ID No. EX3
From: EXMH2 To: EXMH3
Pipe Diameter: 4.00 ft n: 0.0120
Pipe Length 257.66 ft s: 0.0071
Up invert 37.79 ft down invert: 35.97 ft
Collection Area: 276.00 Ac.
Design Flow 97.21 cfs Dsgn Depth: 2.56 ft
Pipe Capacity 131. 14 cfs
Design Vel 11.43 fps Travel Time: 0.38 min
Pipe Full Vel 10.44 fps
PIPE REACH ID No. EX4
From: EXMH3 To: EXMH4
Pipe Diameter: 4.00 ft n: 0.0120
Pipe Length 13.00 ft s: 0.0131
Up invert 35.97 ft down invert: 35.80 ft
Collection Area: 276.00 Ac.
Design Flow 97.21 cfs Dsgn Depth: 2. 11 ft
Pipe Capacity 178.43 cfs
Design Vel 14.50 fps Travel Time: 0.01 min
Pipe Full Vel 14.20 fps
PIPE REACH ID No. EX5
From: EXMH4 To: EXMH5
Pipe Diameter: 4.00 ft n: 0.0120
Pipe Length 180.07 ft s: 0.0286
Up invert 35.61 ft down invert: 30.46 ft
Collection Area: 276.00 Ac.
Design Flow 97.21 cfs Dsgn Depth: 1.68 ft
Pipe Capacity 263.88 cfs
Design Vel 19.40 fps Travel Time: 0. 15 min
Pipe Full Vel 21.00 fps
10/28/91 City of Renton - Public Works Dept page 3
JET VISTA APARTMENT BASIN ANALYSIS
100 YR 24 HR STORM
DOWNSTREAM SYSTEM ANALYSIS
---------------------------------- --------------
- --------------------
REACH SUMMARY
PIPE REACH ID No. EX6
From: EXMH5 To: EXMH6
Pipe Diameter: 4.00 ft n: 0.0120
Pipe Length 280.18 ft s: 0.0286
Up invert 30.46 ft down invert: 22.45 ft
Collection Area: 276.00 Ac.
Design Flow 97.21 cfs Dsgn Depth: 1 .68 ft
Pipe Capacity 263.82 cfs
Design Vel 19.40 fps Travel Time: 0.24 min
Pipe Full Vel 20.99 fps
PIPE REACH ID No. EX7
From: EXMH6 To: EXMH7
Pipe Diameter: 4.00 ft n: 0.0120
Pipe Length 280.40 ft s: 0.0141
Up invert 22.45 ft down invert: 18.49 ft
Collection Area: 276.00 Ac.
Design Flow 97.21 cfs Dsgn Depth: 2.06 ft
Pipe Capacity 185.43 cfs
Design Vel 14.93 fps Travel Time: 0.31 min
Pipe Full Vel 14.76 fps
PIPE REACH ID No. EX8
From: EXMH7 To:
Pipe Diameter: 5.00 ft n: 0.0120
Pipe Length 450.00 ft s: 0.0050
Up invert 18.49 ft down invert: 16.24 ft
Collection Area: 276.00 Ac.
Design Flow 97.21 cfs Dsgn Depth: 2.46 ft
Pipe Capacity 200.04 cfs
Design Vel 10. 12 fps Travel Time: 0.74 min
Pipe Full Vel 10. 19 fps
PIPE REACH ID No. PROP1
From: To: PROPMH
Pipe Diameter: 3.00 ft n: 0.0120
Pipe Length 145.00 ft s: 0.0570
Up invert 52. 10 ft down invert: 43.83 ft
Collection Area: 276.00 Ac.
Design Flow 97.21 cfs Dsgn Depth: 1 .61 ft
Pipe Capacity 172.97 cfs
Design Vel 25. 18 fps Travel Time: 0. 10 min
Pipe Full Vel 24.47 fps
10/28/91 City of Renton - Public Works Dept page 4
JET VISTA APARTMENT BASIN ANALYSIS
100 YR 24 HR STORM
DOWNSTREAM SYSTEM ANALYSIS
-------------------
----------------------------REACH SUMMARY
PIPE REACH ID No. PROP2
From: PROPMH To: EXMH2
Pipe Diameter: 3.00 ft n: 0.0120
Pipe Length 89.02 ft s: 0.0576
Up invert 43.83 ft down invert: 38.70 ft
Collection Area: 276.00 Ac.
Design Flow 97.21 cfs Dsgn Depth: 1 .61 ft
Pipe Capacity 173.92 cfs
Design Vel 25.29 fps Travel Time: 0.06 min
Pipe Full Vel 24.60 fps
10/15/91 City of Renton - Public Works Dept page 1
JET VISTA APARTMENT BASIN ANALYSIS
100 YR 24 HR STORM
---------------------------------------------------------------------
---------------------------------------------------------------------
LEVEL POOL TABLE SUMMARY
MATCH INFLOW ST DI <-PEAK-> STORAGE
< DESCRIPTION---------> (cfs) (cfs) id id <-STAGE> id VOL (cf)
-----------------------------------------------------------------------
---------------------------------------------------------------
OUTLET OF 42 . . . . . . . . . . . . . . . . . 0.00 92.95 1S 1DIS 6.09 17 16819.74
10/15/91 City of Renton - Public Works Dept page 1
JET VISTA APARTMENT BASIN ANALYSIS
100 YR 24 HR STORM
ROUTING REPORT
REPORT
TRAPEZOIDAL BASIN ID No. 1S
Description: THOMAS AV SW POND
Length: 35.00 ft. Width: 35.00 ft.
Side Slope 1: 3 Side Slope 3: 3
Side Slope 2: 3 Side Slope 4: 3
Infiltration Rate: 0.00 min/inch
INLET CONTROL CULVERT ID No. 1DIS
Description: 42 CULVERT THOMAS AV SW
Diameter (ft) : 3.50 Entrance type: 2
Length (ft) : 100.00 Invert Elev . 0.00
Slope (ft/ft) : 0.0050 No. of Clvrts: 1
Mannings n 0.0240 Max Ponding el : 20.00
Stg-Dis Increment 0.10
ROUTING CURVE
STAGE STORAGE OUTFLOW 0+25 STAGE STORAGE OUTFLOW 0+25 STAGE
(ft) (cf) (cfs) cfs-min (ft) (cf) (cfs) cfs-min (ft)
----------------------------------------------------------------------------------
0.00 0.0000 0.0000 0.0000 3.00 5669 54.524 73.422 6.00
0. 10 124.43 0. 1633 0.5781 3. 10 5937 56.060 75.849 6.10
0.20 252.74 0.3266 1.1691 3.20 6210 57.555 78.254 6.20
0.30 385.02 0.4899 1.7733 3.30 6488 59.012 80.640 6.30
0.40 521.30 0.6532 2.3909 3.40 6773 60.435 83.011 6.40
0.50 661 .66 0.8165 3.0220 3.50 7063 61 .824 85.368 6.50
0.60 806. 14 1 .8978 4.5850 3.60 7360 63. 183 87.715 6.60
0.70 954.82 3.0152 6. 1980 3.70 7662 64.513 90.053 6.70
0.80 1108 4.1709 7.8634 3.80 7970 65.817 92.385 6.80
0.90 1265 5.3671 9.5838 3.90 8285 67.095 94.711 6.90
1 .00 1427 6.6064 11 .362 4.00 8605 68.349 97.034 7.00
1 . 10 1593 7.8912 13.200 4.10 8932 69.581 99.355 7. 10
1 .20 1763 9.2241 15. 102 4.20 9266 70.791 101 .68 7.20
1 .30 1938 10.608 17.069 4.30 9605 71 .981 104.00 7.30
1 .40 2118 12.046 19. 106 4.40 9951 73. 151 106.32 7.40
1 .50 2302 13.540 21 .215 4.50 10303 74.303 108.65 7.50
1 .60 2491 15.093 23.398 4.60 10662 75.438 110.98 7.60
1.70 2685 16.708 25.659 4.70 11028 76.555 113.31 7.70
1 .80 2884 18.387 28.001 4.80 11400 77.657 115.66 7.80
1 .90 3088 20. 131 30.424 4.90 11779 78.743 118.01 7.90
2.00 3296 21 .941 32.929 5.00 12165 79.815 120.36 8.00
2. 10 3510 23.818 35.518 5.10 12557 80.872 122.73 8. 10
2.20 3729 25.759 38. 188 5.20 12956 81 .915 125. 10 8.20
2.30 3953 27.763 40.938 5.30 13363 82.946 127.49 8.30
2.40 4182 29.824 43.764 5.40 13776 83.963 129.88 8.40
2.50 4416 31 .939 46.660 5.50 14197 84.969 132.29 8.50
2.60 4656 34.098 49.618 5.60 14624 85.963 134.71 8.60
2.70 4901 36.293 52.630 5.70 15059 86.945 137.14 8.70
2.80 5152 38.515 55.687 5.80 15501 87.917 139.59 8.80
2.90 5408 52.943 70.969 5.90 15950 88.878 142.04 8.90
10/15/91 City of Renton - Public Works Dept page 2
JET VISTA APARTMENT BASIN ANALYSIS
100 YR 24 HR STORM
---------------------------------------------------------------------
ROUTING REPORT
ROUTING CURVE
STAGE STORAGE OUTFLOW 0+25 STAGE STORAGE OUTFLOW 0+25 STAGE
(ft) (cf) (cfs) cfs-min (ft) (cf) (cfs) cfs-min (ft)
---------------------------------------------------------------- -----------------
9.00 33831 114.74 227.51 13.40 74864 143.67 393.21 17.80
9. 10 34545 115.48 230.63 13.50 76044 144.26 397.74 17.90
9.20 35270 116.21 233.78 13.60 77237 144.84 402.30 18.00
9.30 36003 116.94 236.95 13.70 78441 145.43 406.90 18. 10
9.40 36746 117.66 240.15 13.80 79657 146.01 411 .53 18.20
9.50 37498 118.38 243.38 13.90 80885 146.59 416.21 18.30
9.60 38260 119. 10 246.63 14.00 82126 147. 17 420.92 18.40
9.70 39032 119.81 249.92 14. 10 83378 147.75 425.67 18.50
9.80 39813 120.52 253.23 14.20 84643 148.32 430.46 18.60
9.90 40604 121 .22 256.57 14.30 85921 148.89 435.29 18.70
10.00 41404 121 .92 259.93 14.40 87210 149.46 440. 16 18.80
10. 10 42215 122.61 263.33 14.50 88513 150.03 445.07 18.90
10.20 43035 123.30 266.75 14.60 89827 150.59 450.02 19.00
10.30 43865 123.99 270.21 14.70 91155 151 .16 455.01 19. 10
10.40 44705 124.67 273.69 14.80 92494 151 .72 460.03 19.20
10.50 45556 125.35 277.21 14.90 93847 152.28 465. 10 19.30
10.60 46416 126.03 280.75 15.00 95213 152.83 470.21 19.40
10.70 47287 126.70 284.32 15. 10 96591 153.39 475.36 19.50
10.80 48168 127.37 287.93 15.20 97982 153.94 480.55 19.60
10.90 49059 128.04 291 .57 15.30 99386 154.49 485.78 19.70
11 .00 49961 128.70 295.23 15.40 100803 155.04 491 .05 19.80
11 . 10 50873 129.36 298.93 15.50 102233 155.59 496.36 19.90
11 .20 51795 130.01 302.66 15.60 103676 156. 13 501 .72 20.00
11 .30 52728 130.66 306.42 15.70 105133 156.68 507.12 20. 10
11 .40 53672 131 .31 310.22 15.80 106603 157.22 512.56 20.20
11 .50 54626 131 .96 314.04 15.90 108086 157.76 518.04 20.30
11.60 55591 132.60 317.90 16.00 109582 158.29 523.57 20.40
11 .70 56567 133.24 321 .79 16. 10 111092 158.83 529. 13 20.50
11 .80 57553 133.87 325.72 16.20 112615 159.36 534.75 20.60
11 .90 58551 134.51 329.68 16.30 114152 159.89 540.40 20.70
12.00 59560 135. 14 333.67 16.40 115702 160.43 546. 10 20.80
12. 10 60579 135.76 337.69 16.50 117266 160.95 551 .84 20.90
12.20 61610 136.39 341 .75 16.60 118844 161 .48 557.63 21 .00
12.30 62652 137.01 345.85 16.70 120436 162.01 563.46 21 . 10
12.40 63705 137.63 349.98 16.80 122041 162.53 569.33 21 .20
12.50 64769 138.24 354. 14 16.90 123660 163.05 575.25 21 .30
12.60 65844 138.86 358.34 17.00 125294 163.57 581 .22 21 .40
12.70 66931 139.47 362.57 17.10 126941 164.09 587.23 21 .50
12.80 68030 140.07 366.84 17.20 128602 164.61 593.28 21 .60
12.90 69140 140.68 371 .15 17.30 130278 165.12 599.38 21 .70
13.00 70261 141.28 375.49 17.40 131968 165.64 605.53 21 .80
13. 10 71394 141 .88 379.86 17.50 133672 166.15 611 .72 21 .90
13.20 72539 142.48 384.28 17.60 135390 166.66 617.96
13.30 73696 143.07 388.73 17.70 137123 167. 17 624.24
10/15/91 City of Renton - Public Works Dept page 3
JET VISTA APARTMENT BASIN ANALYSIS
100 YR 24 HR STORM
---------------------------------------------------------------------
LEVEL POOL ROUTING TABLE
OUTLET OF 42
MATCH Q (cfs) 0.00 INFLOW Q (cfs) : 92.95
PEAK STAGE (ft) : 6.09 PEAK OUTFLOW 90.67
PEAK TIME: 540.00 min.
INFLOW HYD No. : 15 OUTFLOW HYD No. : 17
LEVEL POOL ROUTING TABLE
I1 I2 2S1 SUM O1 02+252 STAGE TIME
<---------------------- cfs min ---------------------> (ft) (min)
-----------------------------------------------------------------------
0.0000 0.0002 -0.0000 0.0002 0.0000 0.0002 0.00 50.00
0.0002 0.0036 0.0002 0.0040 0.0001 0.0040 0.00 60.00
0.0036 0.0206 0.0028 0.0270 0.0011 0.0259 0.00 70.00
0.0206 0.0792 0.0186 0. 1184 0.0073 0. 1111 0.00 80.00
0.0792 0.2196 0.0797 0.3786 0.0314 0.3472 0.02 90.00
0.2196 0.4750 0.2491 0.9437 0.0981 0.8456 0.06 100.00
0.4750 0.9067 0.6084 1 .9901 0.2372 1 .7528 0.15 110.00
0.9067 2.0980 1 .2685 4.2731 0.4844 3.7887 0.30 120.00
2.0980 2.4367 2.4418 6.9765 1 .3469 5.6295 0.55 130.00
2.4367 3.0754 3.0081 8.5202 2.6214 5.8988 0.66 140.00
3.0754 3.5807 3.0908 9.7469 2.8080 6.9389 0.68 150.00
3.5807 4.1697 3.4095 11 . 160 3.5294 7.6305 0.74 160.00
4. 1697 4.7736 3.6212 12.565 4.0093 8.5552 0.79 170.00
4.7736 5.3213 3.9033 13.998 4.6519 9.3462 0.84 180.00
5.3213 5.7857 4.1443 15.251 5.2019 10.049 0.89 190.00
5.7857 6.2131 4.3577 16.356 5.6916 10.665 0.93 200.00
6.2131 6.6062 4.5442 17.363 6. 1207 11 .243 0.96 210.00
6.6062 6.9575 4.7193 18.283 6.5235 11 .760 0.99 220.00
6.9575 7.2933 4.8752 19.126 6.8844 12.242 1 .02 230.00
7.2933 7.6420 5.0203 19.956 7.2212 12.734 1 .05 240.00
7.6420 8.0129 5. 1687 20.824 7.5657 13.258 1 .07 250.00
8.0129 8.4557 5.3262 21 .795 7.9317 13.863 1 .10 260.00
8.4557 9.0037 5.5071 22.967 8.3560 14.611 1 .13 270.00
9.0037 9.7129 5.7306 24.447 8.8800 15.567 1 . 17 280.00
9.7129 10.554 6.0155 26.283 9.5517 16.731 1 .22 290.00
10.554 11 .365 6.3607 28.280 10.370 17.910 1 .28 300.00
11 .365 12.106 6.7083 30. 180 11 .202 18.978 1 .34 310.00
12.106 12.930 7.0225 32.058 11 .956 20.103 1 .39 320.00
12.930 14.050 7.3506 34.330 12.752 21 .578 1 .45 330.00
14.050 15.881 7.7795 37.711 13.798 23.912 1 .52 340.00
15.881 18.273 8.4519 42.606 15.460 27.146 1 .62 350.00
18.273 20.407 9.3718 48.052 17.774 30.278 1 .76 360.00
20.407 22. 135 10.252 52.794 20.026 32.768 1 .89 370.00
22. 135 23.609 10.943 56.687 21 .824 34.863 1.99 380.00
23.609 24.768 11 .520 59.897 23.343 36.555 2.07 390.00
24.768 25.573 11 .983 62.325 24.571 37.754 2.14 400.00
25.573 26.093 12.311 63.977 25.443 38.534 2.18 410.00
26.093 26.587 12.523 65.203 26.011 39. 193 2.21 420.00
26.587 27.120 12.702 66.409 26.491 39.918 2.24 430.00
27.120 28.389 12.899 68.408 27.019 41 .389 2.26 440.00
28.389 31 .368 13.298 73.054 28.091 44.963 2.32 450.00
31 .368 37.449 14.263 83.080 30.700 52.380 2.44 460.00
10/15/91 City of Renton - Public Works Dept page 4
JET VISTA APARTMENT BASIN ANALYSIS
100 YR 24 HR STORM
----------------
---------------------------------------------------------------------
LEVEL POOL ROUTING TABLE
LEVEL POOL ROUTING TABLE
I1 I2 2S1 SUM O1 02+252 STAGE TIME
<---------------------- cfs min ------- > (ft) (min)
------------
-----------------------------------------------------------------------
37.449 49.565 16.269 103.28 36. 111 67.172 2.69 470.00
49.565 57.070 17.814 124.45 49.359 75.090 2.88 480.00
57.070 69.205 19.511 145.79 55.580 90.206 3.07 490.00
69.205 81.769 25.607 176.58 64.599 111 .98 3.71 500.00
81 .769 90.517 36.064 208.35 75.918 132.43 4.64 510.00
90.517 92.945 47.405 230.87 85.027 145.84 5.51 520.00
92.945 88.603 55.511 237.06 90.328 146.73 6.05 530.00
88.603 80.629 56.066 225.30 90.665 134.63 6.09 540.00
80.629 73.325 48.701 202.66 85.931 116.72 5.60 550.00
73.325 67.511 38.574 179.41 78. 150 101.26 4.85 560.00
67.511 62.625 30.686 160.82 70.574 90.249 4.18 570.00
62.625 57.665 25.626 145.92 64.623 81 .294 3.71 580.00
57.665 52.066 21.889 131 .62 59.405 72.216 3.33 590.00
52.066 46.718 18.469 117.25 53.747 63.506 2.95 600.00
46.718 45.905 17.609 110.23 45.897 64.334 2.85 610.00
45.905 42.643 17.655 106.20 46.679 59.523 2.86 620.00
42.643 42.454 17.387 102.48 42. 137 60.346 2.83 630.00
42.454 39.929 17.432 99.815 42.914 56.901 2.83 640.00
39.929 39.658 17.240 96.826 39.661 57.165 2.81 650.00
39.658 38.027 17.255 94.939 39.910 55.029 2.81 660.00
38.027 37.951 16.992 92.970 38.037 54.934 2.78 670.00
37.951 37. 104 16.966 92.022 37.967 54.054 2.78 680.00
37. 104 36.441 16.726 90.272 37.328 52.943 2.75 690.00
36.441 35.092 16.423 87.955 36.521 51 .435 2.71 700.00
35.092 33.497 16.013 84.601 35.422 49. 180 2.66 710.00
33.497 32.236 15.402 81.135 33.778 47.357 2.59 720.00
32.236 31 .449 14.909 78.594 32.448 46. 146 2.52 730.00
31 .449 30.866 14.582 76.897 31 .564 45.333 2.48 740.00
30.866 30.468 14.363 75.696 30.970 44.726 2.45 750.00
30.468 30.218 14. 199 74.884 30.527 44.357 2.43 760.00
30.218 30.047 14. 100 74.364 30.258 44. 107 2.42 770.00
30.047 29.926 14.032 74.006 30.075 43.931 2.41 780.00
29.926 29.880 13.985 73.791 29.946 43.845 2.41 790.00
29.880 29.680 13.961 73.521 29.883 43.638 2.40 800.00
29.680 29. 124 13.906 72.709 29.732 42.977 2.40 810.00
29. 124 28.010 13.727 70.861 29.250 41 .610 2.37 820.00
28.010 26.491 13.358 67.858 28.253 39.605 2.32 830.00
26.491 25.294 12.814 64.599 26.791 37.808 2.25 840.00
25.294 24.516 12.326 62.136 25.482 36.654 2.19 850.00
24.516 24.025 12.010 60.551 24.643 35.908 2. 14 860.00
24.025 23.908 11 .807 59.739 24. 101 35.638 2.11 870.00
23.908 24.206 11 .733 59.847 23.905 35.942 2.10 880.00
24.206 24.805 11 .816 60.828 24. 126 36.702 2.12 890.00
24.805 25.305 12.024 62.134 24.678 37.456 2. 14 900.00
25.305 25.619 12.230 63.154 25.227 37.927 2.17 910.00
25.619 25.873 12.358 63.849 25.569 38.280 2.19 920.00
25.873 26.071 12.454 64.398 25.826 38.572 2.20 930.00
26.071 26.200 12.534 64.805 26.039 38.767 2.21 940.00
10/15/91 City of Renton - Public Works Dept page 5
JET VISTA APARTMENT BASIN ANALYSIS
100 YR 24 HR STORM
LEVEL POOL ROUTING TABLE
LEVEL POOL ROUTING TABLE
I1 I2 2S1 SUM 01 02+2S2 STAGE TIME
<---------------------- cfs min ---------------------> (ft) (min)
=====---------------------------------------------------------------------
26.200 26.312 12.586 65.099 26. 180 38.919 2.22 950.00
26.312 26.416 12.628 65.356 26.291 39.065 2.23 960.00
26.416 26.475 12.667 65.559 26.397 39.161 2.23 970.00
26.475 26.278 12.694 65.447 26.468 38.980 2.24 980.00
26.278 25.520 12.644 64.442 26.335 38.107 2.23 990.00
25.520 23.807 12.407 61.734 25.700 36.035 2.20 1000.00
23.807 21.487 11 .841 57.135 24. 193 32.942 2.12 1010.00
21 .487 19.668 10.992 52.146 21 .950 30. 196 2.00 1020.00
19.668 18.447 10.229 48.344 19.967 28.377 1 .89 1030.00
18.447 17.730 9.7192 45.896 18.658 27.238 1 .82 1040.00
17.730 17.676 9.3981 44.805 17.840 26.964 1 .77 1050.00
17.676 18.382 9.3205 45.379 17.644 27.735 1 .76 1060.00
18.382 19.654 9.5387 47.574 18. 197 29.378 1 .79 1070.00
19.654 20.693 9.9996 50.346 19.378 30.968 1 .86 1080.00
20.693 21 .369 10.444 52.506 20.524 31 .981 1 .92 1090.00
21 .369 21 .796 10.725 53.890 21 .256 32.633 1 .96 1100.00
21 .796 21 .875 10.906 54.577 21 .727 32.849 1 .99 1110.00
21 .875 21 .553 10.966 54.394 21 .883 32.510 2.00 1120.00
21 .553 21 .257 10.872 53.682 21 .639 32.043 1 .98 1130.00
21 .257 21 . 134 10.742 53. 133 21 .301 31.832 1.96 1140.00
21 .134 21 .262 10.683 53.080 21 .148 31.931 1 .96 1150.00
21.262 20.678 10.711 52.652 21 .220 31.431 1.96 1160.00
20.678 19. 157 10.572 50.407 20.859 29.548 1.94 1170.00
19. 157 18.891 10.047 48.096 19.501 28.595 1.86 1180.00
18.891 19.207 9.7803 47.879 18.815 29.064 1.82 1190.00
19.207 19. 191 9.9118 48.310 19. 152 29. 158 1 .84 1200.00
19. 191 19.306 9.9380 48.436 19.220 29.216 1 .85 1210.00
19.306 19.337 9.9543 48.597 19.262 29.336 1 .85 1220.00
19.337 19.366 9.9878 48.690 19.348 29.343 1 .86 1230.00
19.366 19.406 9.9898 48.762 19.353 29.409 1 .86 1240.00
19.406 19.432 10.008 48.847 19.401 29.446 1 .86 1250.00
19.432 19.438 10.019 48.888 19.427 29.461 1 .86 1260.00
19.438 19.470 10.023 48.931 19.438 29.493 1 .86 1270.00
19.470 19.487 10.032 48.989 19.461 29.528 1 .86 1280.00
19.487 19.488 10.042 49.017 19.486 29.530 1.86 1290.00
19.488 19.517 10.042 49.047 19.488 29.559 1 .86 1300.00
19.517 19.531 10.050 49.098 19.509 29.589 1.86 1310.00
19.531 19.529 10.059 49. 119 19.530 29.589 1.87 1320.00
19.529 19.557 10.059 49. 145 19.530 29.615 1.87 1330.00
19.557 19.474 10.066 49.097 19.549 29.548 1 .87 1340.00
19.474 19. 188 10.047 48.709 19.501 29.208 1 .86 1350.00
19. 188 18.617 9.9521 47.757 19.256 28.501 1 .85 1360.00
18.617 17.833 9.7540 46.204 18.747 27.457 1 .82 1370.00
17.833 17.209 9.4599 44.502 17.997 26.505 1 .78 1380.00
17.209 16.783 9.1905 43. 183 17.314 25.869 1 .74 1390.00
16.783 16.478 9.0105 42.272 16.858 25.414 1 .71 1400.00
16.478 16.283 8.8810 41.642 16.533 25. 110 1 .69 1410.00
16.283 16. 119 8.7942 41.197 16.316 24.881 1 .68 1420.00
10/15/91 City of Renton - Public Works Dept page 6
JET VISTA APARTMENT BASIN ANALYSIS
100 YR 24 HR STORM
---------------------------------------------------------------------
LEVEL POOL ROUTING TABLE
LEVEL POOL ROUTING TABLE
I1 12 2S1 SUM 01 02+2S2 STAGE TIME
< ---------- cfs min ---------------------> (ft) (min)
-----------------------------------------------------------------------
16.119 16.015 8.7288 40.863 16.152 24.711 1 .67 1430.00
16.015 15.956 8.6801 40.651 16.031 24.621 1.66 1440.00
15.956 15.891 8.6543 40.502 15.966 24.536 1 .65 1450.00
15.891 15.506 8.6300 40.027 15.906 24. 122 1 .65 1460.00
15.506 14.367 8.5117 38.385 15.610 22.775 1.63 1470.00
14.367 11.963 8. 1250 34.455 14.650 19.805 1.57 1480.00
11 .963 8.7262 7.2638 27.953 12.541 15.411 1.43 1490.00
8.7262 6.1431 5.9693 20.839 9.4422 11.396 1.22 1500.00
6. 1431 4.4289 4.7658 15.338 6.6306 8.7073 1.00 1510.00
4.4289 3. 1638 3.9496 11 .542 4.7577 6.7847 0.85 1520.00
3. 1638 2.2810 3.3623 8.8072 3.4224 5.3848 0.74 1530.00
2.2810 1 .6431 2.9329 6.8570 2.4519 4.4051 0.65 1540.00
1 .6431 1 .1893 2.6317 5.4641 1 .7734 3.6907 0.59 1550.00
1 . 1893 0.8620 2.4116 4.4628 1 .2791 3.1837 0.54 1560.00
0.8620 0.7456 2.2553 3.8629 0.9284 2.9345 0.51 1570.00
0.7456 0.6199 2. 1407 3.5061 0.7939 2.7123 0.49 1580.00
0.6199 0.4866 1 .9759 3.0824 0.7364 2.3461 0.45 1590.00
0.4866 0.3692 1 .7047 2.5605 0.6414 1 .9192 0.39 1600.00
0.3692 0.2754 1 .3907 2.0353 0.5285 1.5068 0.32 1610.00
0.2754 0.2035 1 .0889 1 .5678 0.4179 1.1499 0.26 1620.00
0.2035 0.1500 0.8286 1. 1821 0.3213 0.8608 0.20 1630.00
0. 1500 0.1099 0.6194 0.8793 0.2414 0.6378 0. 15 1640.00
0. 1099 0.0809 0.4580 0.6489 0.1798 0.4691 0. 11 1650.00
0.0809 0.0597 0.3366 0.4772 0.1325 0.3447 0.08 1660.00
0.0597 0.0442 0.2473 0.3513 0.0974 0.2539 0.06 1670.00
0.0442 0.0328 0. 1822 0.2592 0.0717 0.1875 0.04 1680.00
0.0328 0.0244 0. 1345 0. 1917 0.0530 0.1387 0.03 1690.00
0.0244 0.0182 0.0995 0. 1421 0.0392 0.1029 0.02 1700.00
0.0182 0.0136 0.0738 0. 1056 0.0291 0.0765 0.02 1710.00
0.0136 0.0101 0.0549 0.0786 0.0216 0.0570 0.01 1720.00
0.0101 0.0076 0.0409 0.0586 0.0161 0.0425 0.01 1730.00
0.0076 0.0057 0.0305 0.0438 0.0120 0.0318 0.01 1740.00
0.0057 0.0043 0.0228 0.0327 0.0090 0.0238 0.01 1750.00
0.0043 0.0032 0.0171 0.0245 0.0067 0.0178 0.00 1760.00
0.0032 0.0024 0.0128 0.0184 0.0050 0.0134 0.00 1770.00
0.0024 0.0018 0.0096 0.0138 0.0038 0.0101 0.00 1780.00
0.0018 0.0014 0.0072 0.0104 0.0028 0.0076 0.00 1790.00
0.0014 0.0010 0.0054 0.0078 0.0021 0.0057 0.00 1800.00
0.0010 0.0008 0.0041 0.0059 0.0016 0.0043 0.00 1810.00
0.0008 0.0006 0.0031 0.0045 0.0012 0.0033 0.00 1820.00
0.0006 0.0004 0.0023 0.0034 0.0009 0.0025 0.00 1830.00
0.0004 0.0003 0.0018 0.0026 0.0007 0.0019 0.00 1840.00
0.0003 0.0003 0.0013 0.0019 0.0005 0.0014 0.00 1850.00
0.0003 0.0002 0.0010 0.0015 0.0004 0.0011 0.00 1860.00
0.0002 0.0001 0.0008 0.0011 0.0003 0.0008 0.00 1870.00
0.0001 0.0001 0.0006 0.0008 0.0002 0.0006 0.00 1880.00
0.0001 0.0001 0.0004 0.0006 0.0002 0.0005 0.00 1890.00
0.0001 0.0001 0.0003 0.0005 0.0001 0.0004 0.00 1900.00
10/15/91 City of Renton - Public Works Dept page 7
JET VISTA APARTMENT BASIN ANALYSIS
100 YR 24 HR STORM
---------------
LEVEL POOL ROUTING TABLE
LEVEL POOL ROUTING TABLE
I1 I2 2S1 SUM 01 02+2S2 STAGE TIME
<-- ------ cfs min -------- --> (ft) (min)
-----------------------------------------------------------------------
0.0001 0.0001 0.0003 0.0004 0.0001 0.0003 0.00 1910.00
0.0001 0.0000 0.0002 0.0003 0.0001 0.0002 0.00 1920.00
0.0000 0.0000 0.0001 0.0002 0.0001 0.0002 0.00 1930.00
0.0000 0.0000 0.0001 0.0002 0.0000 0.0001 0.00 1940.00
0.0000 0.0000 0.0001 0.0001 0.0000 0.0001 0.00 1950.00
0.0000 0.0000 0.0001 0.0001 0.0000 0.0001 0.00 1960.00
0.0000 0.0000 0.0000 0.0001 0.0000 0.0001 0.00 1970.00
0.0000 0.0000 0.0000 0.0001 0.0000 0.0000 0.00 1980.00
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 1990.00
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 2000.00
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 2010.00
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 2020.00
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 2030.00
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 2040.00
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 2050.00
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 2060.00
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 2070.00
0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 2080.00
10/28/91 City of Renton - Public Works Dept page 1
JET VISTA APARTMENT BASIN ANALYSIS
100 YR 24 HR STORM
DOWNSTREAM SYSTEM ANALYSIS
---------------------------------------------------------------------
REACH SUMMARY
Hydraulic Gradeline for Reach HYDTEST
<-FROM-> <--TO--> <FLOW> floss Ent HGL EntLoss ExtLoss Outlet Inlet AppHead Bn
-------- -------- cfs -loss- -Elev-- --loss- --loss- --Elev- --Elev- --loss- --
--------------
-------------------------------------------------------
EXMH7
EXMH6 EXMH7 97.21 1 .09 23.58 0. 19 0.93 24.69 26.47 0.93
EXMH5 EXMH6 97.21 1 .09 31 .48 0. 19 0.93 32.59 34.45 0.93
EXMH4 EXMH5 97.21 0.70 36.39 0. 19 0.93 37.51 39.60 0.93
EXMH3 EXMH4 97.21 0.05 39.92 0. 19 0.93 41 .03 39.99 0.93
EXMH2 EXMH3 97.21 1 .00 41 .63 0. 19 0.93 42.75 41.82 2.94
PROPMH EXMH2 97.21 1 .60 44.95 0.59 2.94 48.47 51.49 2.94
Network Reach TEST
REACH <-AREA> <-DIA> LENGTH SLOPE < n > DSGN Q % PIPE Ndepth %Depth Vact
ID (Ac) (ft) (ft) ft/ft ------ (cfs) ------ (ft) ------ (fps)
----------------------------------------------------------------------------------
PROP1 276.00 3.00 145.00 0.0570 0.0120 97.21 56.20 1 .61 53.71 25. 18
PROP2 276.00 3.00 89.02 0.0576 0.0120 97.21 55.89 1 .61 53. 53 25.29
EX3 276.00 4.00 257.66 0.0071 0.0120 97.21 74. 13 2.56 64. 10 11 .43
EX4 276.00 4.00 13.00 0.0131 0.0120 97.21 54.48 2. 11 52.63 14.50
EX5 276.00 4.00 180.07 0.0286 0.0120 97.21 36.84 1 .68 42.03 19.40
EX6 276.00 4.00 280.18 0.0286 0.0120 97.21 36.85 1.68 42.03 19.40
EX7 276.00 4.00 280.40 0.0141 0.0120 97.21 52.43 2.06 51 .43 14.93
10/14/91 City of Renton - Public Works Dept page 4
JET VISTA APARTMENT BASIN ANALYSIS
100 YR 24 HR STORM
HYDROGRAPH SUMMARY
PEAK TIME VOLUME
HYD RUNOFF OF OF Contrib
NUM RATE PEAK HYDRO Area
cfs min. cf-AcFt Acres
---------------------------------------------
---------------------------------------------
1 37.024 500 827624 cf 97.00
2 19.426 490 449180 cf 46.00
3 12.873 480 275479 cf 32.00
4 13.878 490 282776 cf 33.00
5 7.733 480 160564 cf 21.00
6 8.200 480 172059 cf 22.00
7 4.122 480 91737 cf 14.00
8 2.870 490 81538 cf 11.00
11 32.022 500 724659 cf 78.00
12 38.955 500 896718 cf 100.00
13 43.495 500 988188 cf 118.00
14 82.450 500 1884906 cf 218.00
15 92.945 520 2167682 cf 251.00
16 6.977 490 173275 cf 25.00
17 92.077 540 2167682 cf 251.00
18 97.211 540 2340957 cf 276.00
i9 95.755 559 233268;-ef 276.00
I
10/14/91 City of Renton - Public Works Dept page 5
JET VISTA APARTMENT BASIN ANALYSIS
100 YR 24 HR STORM
STORAGE STRUCTURE LIST
TRAPEZOIDAL BASIN ID No. 1S
Description: THOMAS AV SW POND
Length: 35.00 ft. Width: 35.00 ft.
Side Slope 1: 3 Side Slope 3: 3
Side Slope 2: 3 Side Slope 4: 3
Infiltration Rate: 0.00 min/inch
w
10/14/91 City of Renton - Public Works Dept page 6
JET VISTA APARTMENT BASIN ANALYSIS
100 YR 24 HR STORM
---------------------------------------------------------------------
DISCHARGE STRUCTURE LIST
INLET CONTROL CULVERT ID No. 1DIS
Description: 42 CULVERT THOMAS AV SW
Diameter (ft) : 3.50 Entrance type: 2
Length (ft) : 100.00 Invert Elev . 0.00
Slope (ft/ft) : 0.0050 No. of Clvrts: 1
Mannings n 0.0240 Max Ponding el : 20.00
Stg-Dis Increment : 0.10
KING COUNTY, WASHINGTON, SURF.A.CE WATER DESIGN MANUAL
FIGURE 4.3.4A NOMOGRAPH FOR SIZING CIRCULAR DRAINS FLOWING FULL
1000
900 Q 106 cat
e00 tD° .0001
700 2.0
600 .0002
500 Minimum
.0003 Allowable
400 .0004 .0001 Velocity
0005 (Flowing� 3.0
300 v .0008=.0002 Full)
120 N .001
108 9 0003
0
200 96 n
.000
4
9 c .002 .0005
a
Z
4.0
8 x .0008
7 O .003
72 .004 .
66 a .005 .001 5.0
60 09 100 O .006 090 54 U) 008 .002
a0 48 O1 6.0
.003 /42 N
uj 60 7.0
LL 36 .02 .005 O a
50 .006 LL
Z 33 03 . 08 a w 8.0
40 27 w
a .010 O
w .05 U) Z 9.0
a
30 24 24
10.0
O •08 .0202 21
U M 10 U
t8 030 O
Ej 20 J
.
Lu
Qt5 .060
.080
12 -100
10 10
98 SAMPLE USE
7 8 24" dia. CMP @ 2% slope yields 20.
0
6 17cfs @ 5.2 FPS velocity
0
(n = 0.024)
6 6
4 Values per Manning's Equation
0 = ( 1.49) AR'/J S'/z
3 n ° 30.0
This table can be converted
to other"n"values by applying
2 formula:
40.0
01 n1
02 n2
1
4.3.4-18 1/90
KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
FIGURE 4.3.5C HEADWATER DEPTH FOR SMOOTH INTERIOR PIPE CULVERTS WITH INLET CONTROL
]so 10,000
6e 8.000 EXAMPLE (IJ (2) (3� ENTRANCE TYPE
6.
156 6.000 D•42 incnee (].5 feel) 6.
o•rz0 d. ------- -- -- SQUARE EDGE WITH
44 5,000 5. HEADWALL
6 5
4.000 tf_w' Ilw
132 D feet �.
4.
3.000 (1) 2.5 8.8 5. 4
120
f2) 2.1 7.4 1 _,
2,000
108 3.
'D In feet 3.
96 0
1,000 3. PLAN
GROOVE END WITH
800 _ _ HEADWALL
600
500
72 400 -i \ 2.
= 300 tisyQ f/ = 1.5 1.5 '
Z
LL
= 60 = zoo \ob k, LS PLAN (2)
GROOVEEND
0 54 a PROJECTING
o
~ 100
z
i 48� s 80
= r
g) / U 60 w 1.0 1.0
42
0 50 HW SCALE ENTRANCE LO
40 0 TYPE w
36 .9 )
30 VI Sq..,.edge.en a '9 3
G 33 20 121 credo ud.dn w
O
30 nead.ell i .8 B W
(3) Dr•n.. ..d .e I.8 s
27 grol•eting
10
.7 .7- Hw = i.Ss� 31�2
24 8 .7
6 To... fCol. (2)er (31 e1.1.of z •� 1
2 5 narixonl all. to wale Il),ln.n
4 ... elr.lgnl inclin.d line ,nro.gn
D on4 a way.,or r...ru .. .6
3 illmvoled. 6 .6
18
2
1511.0
5 .5
5
12
4.3.5-11 1/90
0
W
v
I
0
l
_J I --_ - 0 , QII o
r}' r 1 1 i� �� •�
01
a P �/� 1 1 • ' __,lJ=_i� .'\ � -`� Ili
>O
e
iX��
cm
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