HomeMy WebLinkAboutSWP272250(2) STORM DRAINAGE REPORT
FOR
VALLEY D.C.
LOCATED BETWEEN LIND AVENUE, EAST VALLEY HIGHWAY, S.W. 23rd
STREET AND S .W. 27th STREET, RENTON, WASHINGTON
' '3Y
BUSH, ROED & HITCHINGS, INC.
2009 MINOR AVENUE EAST
SEATTLE, WA 98102
PH: (206) 323-4144
FAX: (206) 323-7135
' BRH JOB NO. 95216 . 00
PREPARED BY: JOHN E. ANDERSON, P.E.
CONTENTS
I . PROJECT DESCRIPTION
II . TEMPORARY EROSION AND SEDIMENT CONTROL CALCULATIONS
(ORIGINALLY APPROVED REPORT DATED 7/24/92)
III . REVISED DETENTION FACILITY
(APPROVED DETENTION POND SIZING CALCULATION DATED 10/5/92)
IV. WETPOND AND BIOFILTRATION SWALE SIZING FOR VALLEY D.C.
t
Valley Distribution Center is a 34 . 33 acre parcel located between
East Valley Highway, Lind Avenue, Southwest 23rd Street and
Southwest 27th Street. The property is owned by Puget Western Inc.
In 1992, Puget Western Inc. obtained approval of a 10 lot binding
site plan for the property. The binding site plan created 7
buildable lots and the remaining three lots were set aside as
combined wetland and storm water detention areas. Puget Western
Inc. is now proposing the construction of a single 460, 000 square
foot building on the site. Lots 1 through 8 of the binding site
plan would be consolidated into a single 22 . 38 acre lot. Lots 9
and 10 would remain wetland and storm water detention lots.
Puget Western Inc. obtained approval to grade and install the
permanent storm water detention system in 1992 . This work was
completed in 1992 . Grading permits were also obtained for Lots 1
and 2 of the binding site. Building preloads and erosion control
facilities were installed under the permits for Lots 1 and 2 . No
work has occurred on the site since completion of the grading for
Lots 1 and 2 . The existing site is now covered with tall grasses.
There are no building structures located on the site. Silt fence,
interceptor ditches, sedimentation ponds, soil stock piles,
building preload pads and storm drainage structures installed in
1992 are visible features across the site.
The site does contain wetlands. Lots 8, 9 and 10 were designated
wetland and storm water detention lots. Lot 8 is located in the
center of the site. City of Renton revised the sensitive area
ordnance for defining wetlands. Under the new guidelines, the area
within Lot 8 is no longer classified as wetland. Also, a small
area in the southeast corner of Lot 7 is no longer classified as
wetland. Wetlands and mitigated wetland boundaries within Lots 9
and 10 were established under the binding site plan. Mitigation
work was completed in 1992 . The proposed site plan for this
application has been developed using the existing wetland buffers.
Some work will be required to complete the storm water connections
to the Lot 9 detention area. Disturbed areas will be restored
using the same techniques that successfully established the
mitigated wetland areas.
Puget Western Inc. is proposing to construct a 460, 000 square foot
distribution facility. The project would be named Valley
Distribution Center. There will be two access driveways along East
Valley Highway and one access driveway to Southwest 27th Street.
The main structure will be 530 feet wide by 815 feet long. Maximum
height for the structure is 50 feet. Office pods will be at the
corners and midpoint of the main structure. The main structure
will have 4 foot minimum dock high doors. Two handicap and 6
standard parking stalls will be provided near each office pod.
Additional parking is provided around the north, east and west site
perimeter.
rHolding the boundaries of lots 1 through 8, the buildable area is
22 .38 acres (974, 945 s. f. ) . The warehouse will cover 431, 950 s. f.
and there is approximately 27, 500 s.f. of office area. Asphalt and
concrete paving surrounding the structure will cover 7 . 51 acres
(327, 166 s. f. ) . The site plan provides approximately 470 standard
parking stalls. Total area for landscaping is 1. 74 acres (75, 980
s. f. ) .
Storm water runoff from the site will be conveyed to the existing
detention pond located in the southwest corner. The pond was
designed according to the 1990 King County Storm water Manual as
approved by city of Renton. Pond sizing calculations approved by
city of Renton were prepared by Bush, Roed & Hitchings in October
of 1992 . The following areas were used in calculations:
Total area = 22 . 0 acres
Impervious area = 18 . 7 acres
Pervious area = 3 . 3 acres
Development of Valley Distribution Center will have nearly the same
pervious/impervious areas approved for the detention pond design.
Therefore the detention pond volume approved for the original
design still applies for the proposed site development . The
following is a summary of the areas for the proposed development:
Total area = 22 . 38 acres
Impervious area = 18 . 06 acres
Pervious area = 4 . 32 acres
Comparing the original design surface areas to those proposed for
this project shows the existing detention pond will have adequate
capacity. The wetpond configuration has been revised because
revisions to the design manual now allow developed storm water
flows to enter the facility. This allows the wetpond to be located
just downstream of the biofiltration swale. The advantage of this
location is that considerably less earthwork is required.
1 It was not cost effective to separate the storm water runoff from
the roof and asphalt pavement areas under the original design.
Therefore the wetpond was sized for a tributary area of 18. 7 acres.
With the single building being proposed for the current
development, it is possible to separate the roof and pavement
drainage systems. The pavement area tributary to the wetpond for
the new site plan is approximately 8 acres. Reducing the wetpond
tributary area results in a significantly smaller pond size.
The storm drainage section of this report will include the
following documents:
1. Temporary Erosion and Sediment Control Calculation with last
revision date 7/24/92 . This contains the originally approve
design calculation for the project. Signing engineer for the
calculation was Ronald Goldy.
2 . Revised Detention Facility calculation dated 10/06/92 . This
contains the approved calculation for the detention pond
located in the southwest corner of the site. The detention
pond was constructed in 1992 . Signing engineer for the
calculation was John E. Anderson.
3 . Wetpond sizing calculations for the new site plan.
4 . Biofiltration swale sizing calculations for the new site plan.
Copies of the approved reports have been submitted because these
documents were approved by the city of Renton for the complete
build out of the site. The reports contain the approved
calculations for the time of concentration, downstream analysis,
detention pond sizing, and other information required in the T. I .R.
format. The previously approve storm report information is still
applicable to the proposed development. Therefore, the existing
reports address the design requirements for the new project .
II . TEMPORARY EROSION AND SEDIMENT CONTROL CALCULATIONS
The following report contains the originally approved storm
drainage report for the site. Report information included:
1. Sediment pond sizing calculations
2 . Level I downstream analysis
3 . Time of concentration calculation
4 . Storm water detention calculation using a concrete vault.
(This was later revised to an open pond. See section III
for pond sizing calculations . )
5 . wetpond sizing calculation
6 . Biofiltration swale sizing calculation
7 . Conveyance pipe sizing calculation
TEMPORARY EROSION AND SEDIMENT
CONTROL CALCULATIONS
r
FOR
PUGET WESTERN
LOCATED AT
THE SOUTHEAST CORNER OF THE INTERSECTION OF LIND AVENUE SOUTHWEST
AND SOUTHWEST 27TH - RENTON, WASHINGTON
BY
BUSH, ROED & HITCHINGS, INC.
2009 MINOR AVENUE EAST
SEATTLE, WA 98102
(206) 323-4144
BRH JOB NO. 90341. 04/ENG 40-B
APRIL 24 , 1992
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LEVEL I DOWNSTREAM ANALYSIS: PERFORMED JULY 10, 1991
(HOT APPROXIMATELY 75° NO RAIN FOR SEVERAL DAYS)
Upstream Drainage:
Two large ("36") corrugated metal pipes convey upstream drainage onto the northeastern
edge of the site where the wetlands area starts. Drainage flows west across the northern
edge of the site in a 4 foot Swale of approximately 3 foot depth. The size of the upstream
drainage basin is large and on this day there is a sizable flow in the swale.
Downstream Drainage:
The downstream analysis starts at the northwest corner of the site in the wetlands area
where the swale flows into 2 - 8.8' x 12' C.M.P. arch pipes that drain under Lind Avenue
Southwest approximately 180 feet. Drainage flows into a larger swale at this point (" 10
feet wide) and continues to the west. Flow in this swale is at approximately one-half foot
per second as the Swale is very flat. At approximately 1,800 feet to the west, drainage
intercepts Springbrook creek, which flows from southeast to the northwest. This creek is
approximately 13 feet wide and appears to flow toward the east side of Longacres race
track. The total length of analysis performed is approximately 2,500 feet.
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KING COUNTY WASHINGTON, SURFACE WATER DESIGN MANUAL
o To complete the design of the temporary sediment trap:
a. The "Pond Geometry Equations" section in the "Reference" portion at the back of the
Manual may also be useful in designing the sediment trap.
b. A 3:1 aspect ratio between the trap length and width of the trap is desirable. Length is
defined as the average distance from the inlet to the outlet of the trap. This ratio is
included in the computations for Figure 5.4.4C for the surface area at the interface
between the settling zone and sediment storage volume.
C. Determine the bottom and top surface area of the sediment storage volume to be
provided (see Figure 5.4.4C) while not exceeding 1.5' in depth and 3:1 side slope from
the bottom of the trap. Note the trap bottom should be level.
d. Determine the total trap dimensions by adding an additional 2' of depth above the
surface of the sediment storage volume, while not exceeding 3:1 side slopes, for the
required settling volume. (see Figure 5.4.4C)
TABLE 5.4.4A HYDROLOGIC SOIL GROUP OF THE SOILS IN KING COUNTY
SOIL SOIL
EROD- EROD-
HYDROLOGIC IBILITY HYDROLOGIC IBILITY
SOIL GROUP GROUP' FACTOR,'K' SOIL GROUP GROUP' FACTOR,'K'
Alderwood C 0.15 Orcas Peat D 0.00
Arents, Alderwood C 0.15 Orldia D 0.49
Arents, Everett B 0.17 Ovall C 0.17
Beausite C 0.15 Pilchuck C 0.10
Bellingham D 0.32 Puget D 0.28
Briscot D 0.32 Puyallup B 0.28
Buckley D 0.32 Ragnar B 0.32
Coastal Beaches Variable 0.05 Renton D 0.43
Eadmont Silt Loam D 0.37 Riverwash Variable
Edgewick C 0.32 Salal C 0.37
Everett A 0.17 Sammamish D 0.37
Indianola A 0.15 Seattle D 0.00
Kitsap C 0.32 Shacar D 0.00
Maus C 0.17 SI Silt C 0.37
Mixed Alluvial Land Variable 0.10
Neilton A 0.10 Sultan C 0.37
Newberg B 0.32 Tukwila D 0.00
Nooksack C 0.37 Urban Variable
Norm. Sandy Loam D 0.24 Woodinville D 0.37
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 19M, Exhibit A-1. Revisions made from SCS, Soils Interpretation
Record, Form ir5, September 1988.
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:I 11.11 0.18 11.20 0.22 0.23 0.25 0.2G 0.27 0.28 0.29 0.32 0.35 0.38 0.40 0.42 0.43 0.45 0.46 0.49 0.51 0.54 0.55 0.57
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7 11.26 0.37 0.45 0.52 n.58 0.6I n.69 0.74 0.78 0.82 1.01 1.17 1.30 1.43 1.54 I.G5 1.75 1.81 2.02 2.18 2.33 2.47 2.G1 H
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8:1 12.5 0.61 0.86 1.05 1.22 1.36 1.49 1.61 1.72 1.82 1.92 2.35 2.72 3.04 3.33 3.59 3.84 4.08 4.30 4.71 5.08 5.43 5.76 6.08 Q
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5:1 20 1.29 1.82 2.23 2.58 2.88 3.16 3.41 3.65 3.87 4.08 5.00 5.77 6.45 7.06 7.63 8.16 8.65 9.12 9.99 10.79 11.54 12.24 1290 CA
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A 8.33 9.31 10.20 11.02 !1.78 12.49 13.17 14.13 15.58 16.66 17.67 18.63
4:1 25 1.86 2.63 3.23 3.73 4.16 4.56 4.93 5.27 5.59 5.89 7.21
30 2.51 3.56 4.36 5.03 5.62 6.16 6.65 7.11 7.54 7.95 9.74 11.25 12.57 13.77 14.88 15.91 16.87 17.78 19.48 21.04 22.49 23.86 25.15 .�
3:1 31.3 2.98 4.22 5.17 5.96 6.67 7.30 ?.89 8.43 8.95 9.43 11.55 13.34 14.91 16.33 17.64 18.86 20.00 21.09 23.10 24.95 26.67 28.29 29.82
35 3.23 4.57 5.60 6.46 7.23 7.92 8.55 9.14 9.70 10.22 12.52 14.46 16.16 17.70 19.12 20.44 21.G8 22.8E 25.04 27.04 28.91 30.67 32.32 !7
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45 4.81 6.80 8.33 9.61 10.75 11.77 12.72 13.GO 14.42 15.20 18.62 21.50 24.03 26.33 28.44 30.40 32.24 33.99 37.23 10.22 42.99 45.60 48.07 C
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55 6.48 9.16 11.22 12.96 14.48 15.87 17.14 18.32 19.43 20.48 25.09 28.97 32.39 35.48 38.32 40.97 43.45 45.80 50.18 54.20 57.94 61.45 64.18
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70 8.98 12.70 1S.55 17.96 20.08 21.99 23.75 25.39 26.93 28.39 34.77 40.15 44.89 49.17 53.11 56.78 60.23 63.48 69.54 ?5.12 80.30 85.17 89.78
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911 12.02 17.00 20.82 24.0.1 26.88 29.4.1 31.80 34.00 30.(Ni 38.01 46.55 b3.76 00.10 65.84 71.11 76.02 80.63 84.99 93.11 100.57 107.51 114.03 120.20
95 12.71 17.97 22.01 25.41 28.41 31.12 .13.62 35.94 38.12 40.18 49.21 56.82 63.53 69.59 75.17 80.36 85.23 89.84 08.42 106.30 113.64 120.54 127.06 z
1:1 1M 13.36 18.89 23.14 26.72 29.87 32.72 35.34 37.78 40.08 42.24 51.74 59.74 66.79 73.17 79.03 84.49 89.61 94.46 103.48 111.77 119.48 12G.73 133.59 X,
•('.alculated from a
(65.41 X .r umX s +O.OBS/1 1 �^ I � tupographic factor z
*e 4 10,0(10+ * + 10,000 I``72.8 .slope length,fl On X 0.3045) �+
a-slope steepness,
m -exponent dependent upon slope steepness
(0.2 for slope*<1%.0.3 rut dupes 1 to 3%. 1.*
`-. 0.4 fur slopes 33 to 4.6%.and
` 0.6 for*14">bpi)
`CO
1
File Basin Hydrograph Storage Discharge Level pool
3
INPUT , MODIFY OR BROWSE DATA
' BASIN ID E-10 SBUH HYDROGRAPH
DES4
ARE TIME OF CONC WORKSHEET NFALL CHOICES
RAI <:----Tc Reach Type--- Tt( min ) TYPE IA
TIM TYPE I
TIM REACH 1 [SHEET][SHALLOW][CHANNEL] 39.46 TYPE II
RAI REACH 2 [SHEET][SHALLOW][CHANNEL] 25.97 TYPE IIA
ABS REACH 3 [SHEET][ SHALLOW][CHANNEL] 2.75 TYPE 3
BAS REACH 4 [SHEET][SHALLOW][CHANNEL] 16 .37 USER 1
STO REACH 5 [SHEET][SHALLOW][CHANNEL] 0.00 KC 7 DAY
CUSTOM
PER Tc , sum of travel times (min ) . . . : 84.55
ARE IO ""r" "` C.►
CN F10Key: QUIT FSKey: CLEAR
' SUMMARY DATA
PEAR; HYDROGRAPH TIME: 0.00 hrs
PEAR; HYDROGRAPH FLOW: 0.0000 cfs
TOTAL HYDROGRAPH VOL: 0.0000 ac-ft
HOME END F1 :Find F2:New F3:Get F4:Tc-Caic FS:Delete
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i
1
1
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1
File Basin Hydrograph Storage Discharge Level pool
3 5
SHEET FLOW CALCULATOR - INITIAL 300 FEET
DES Mannings Sheet Flow. . . . . : 0.2400
ARE Flow Length ( ft ) . . . . . . . . : 220.00 HOICES
RAI 2 yr 24 hr rainfall ( in ) : 2.00
TIM Land Slope ( ft/ft ) . . . . . . : 0.0137
TIM COMPUTED TRAVEL TIME ( min ) : 39.46
RAI TYPICAL MANNINGS VALUES FOR INITIAL 300 FT A
ABS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
BAS Smooth Surfaces . 0.011
STO Fallow Fields of Loose Soil Surface. . . . . . . . . . . . . . : 0.05 Y
Cultivated Soil with residue cover ( 5<=0.2 ft/ft ) : 0.06
PER Cultivated Soil with residue cover ( 50.2 ft/ft ) . : 0. 17
ARE Short prairie grass and lawns . . . . . . . . . . . . . . . . . . . . 0. 15
CNDense grasses . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.24
' Bermuda grass . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0:41
Range ( natural ) : 0 13
PEA Woods or forest with light underbrush. . . . . . . . . . . . : 0.40
PEA Woods or forest with dense underbrush. . . . . . . . . . . . : 0.80
TOT
F10Key: QUIT FSKey: CLEAR ete
Pg it
1
File Basin Hydrograph Storage Discharge Level pool
3 5
SHEET FLOW CALCULATOR - INITIAL 300 FEET
DES Mannings Sheet Flow. . . . . 0.2400
ARE Flow Length ( ft ) . . . . . . . 60.00 HOICES
RAI 2 yr 24 hr rainfall ( in ) : 2 .00
TIM Land Slope ( ft/ft ) . . . . . . : 0.0029
' TIM COMPUTED TRAVEL TIME ( min ) : 25.97
RAI TYPICAL MANNINGS VALUES FOR INITIAL 300 FT A
ABS
BAS Smooth Surfaces . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.011
STO Fallow Fields of Loose Soil Surface. : 0.05 Y
Cultivated Soil with residue cover ( s<;=0.2 ft/ft ): 0.06
PER Cultivated Soil with residue cover ( 5i0.2 ft/ft ) . : 0. 17
ARE Short prairie grass and lawns. . . . . . . . . . . . . . . . . . . . : 0. 1S
CNDense grasses . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.24
Bermudagrass. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.41
Range ( natural ). . . . . . . . . . . . . . . . . . . . . . . . 0. 13
PEA Woods or forest with light underbrush. . . . . . . . . . . . 0.40
PEA Woods or forest with dense underbrush. . . . . . . . . . . . : 0.80
TOT
F10Key: QUIT F5Key: CLEAR ete
Pg it
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File Basin Hydrograph Storage Discharge Level pool
3
INPUT , MODIFY OR BROWSE DATA
S
DES SHALLOW CONCENTRATED FLOW CALCULATOR
ARE
RAI Flow Length ( ft ) . . . : 80.00
TIM Land Slope ( ft/ft ). : 0.0029
TIM Kc , Velocity Factor: 9.0
RAI COMPUTED TRAVEL TIME ( min ) : 2.7S
ABS TYPICAL VELOCITY FACTOR VALUES - R=0. 1
BAS
STO Forest with heavy ground litter and meadows ( n=0. 10 ). : 3
Brushy ground with some trees ( n=0.060 ). . . . . . . . . . . . . . : S
PER Fallow or minimum tillage cultivation ( n=0.04 ) . . . . . . . 8
ARE High grass ( n=0.03S ) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9
CN Short grass , pasture and lawns ( n=0.030 ) . . . . . . . . . . . . . it
' Nearly bare ground ( n=0.02S ) . . . . . . . . . . . . . . . . . . . . . . . . . 13
Paved and gravel areas ( n=0.012 ) . 27
PEA
PEA F10Key: QUIT FSKey: CLEAR
TOT
HOME END F1 :Find F2 :New F3:6et F4:Tc-Calc FS:Delete
Pgup Pgdn F6:Compute F7: F8:Method F9:Template F10:Exit
File Basin Hydrograph Storage Discharge Level pool
' 3
INPUT , MODIFY OR BROWSE DATA
5
' DES SHALLOW CONCENTRATED FLOW CALCULATOR
ARE
RAI Flow Length ( ft ) . . . : S00.00
TIM Land Slope ( ft/ft ) . : 0,0032
TIM Kc , Velocity Factor: 9.0
RAI COMPUTED TRAVEL TIME (min ): 16.37
ABS TYPICAL VELOCITY FACTOR VALUES - R=0. 1
' BAS
STO Forest with heavy ground litter and meadows (n=0. 10 ). : 3
Brushy ground with some trees ( n=0.060 ). . . . . . . . . . . . . . : S
PER Fallow or minimum tillage'cultivation.( n=0.04 ) . . . . . . . 8
ARE High grass ( n=0.03S ). 9
CN Short grass , pasture and lawns ( n=0.030 ) . . . . . . . . . . . . . : 11
Nearly bare ground ( n=0.02S ). . . . . . . . . . . . . . . . . . . . . . . . . 13
Paved and gravel areas ( n=0.012 ) . . . . . . . . . . . . . . . . . . . . . 27
PEA
PEA F10Key: QUIT FSKey: CLEAR
' TOT
HOME END F1 :Find F2:New F3:6et F4:Tc-Calc FS:Delete
Pgup Pgdn F6:Compute F7: FB:Method F9:Template F10:Exit
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File Basin Hydrograph Storage Discharge Level pool
Bush , Roed & Hitchings , Inc 2
3
' ROUTING COMPARISON TABLE
MATCH INFLOW STO DIS PEAK PEAK OUT
DESCRIPTION PEAK PEAK No. No. STG OUT HYD
' 2YR 2.27 8.97 2 2 12.89 2.27 10
10YR 4.40 13.59 2 13. 9S 4.40 it
1 Available Memory remaining: 137008 bytes
Current Data Set Name: D: \WORKS\PRJ2\9034108
File Basin Hydrograph Storage Discharge Level pool
Bush , Roed & Hitchings , Inc 2
3
LEVEL POOL ROUTING INSTRUCTIONS
' PRE INFLO STG STG OUTFL
DESCRIPTION HYD # HYD # STOR DIS HYD #
ID ID
' [2YR ] 11 ] [4 ] [2 ] 12 ] [ 101
C10YR J 12 J IS ] 12 J 12 J C 111
[ J C ] C ] C J C ] [ ]
F6: CLEAR F10: EXIT
1
Available Memory remaining: 137008 bytes
Current Data Set Name: D:\WORKS\PRJ2\9034108
File Basin Hydrograph Storage Discharge Level pool
Bush , 2
Rectangular vault
Trapezoidal basin
Underground pipe
Sto list
3
RECTANGULAR VAULT
STORAGE STRUCTURE ID: 2 ble
Nave. : DETENTION VAULT vilinear
Length ( f t ) . . . . . . . . 177.00 + �d = Z30
Width ( ft ). . . . . . . . . : 95.00
Starting Elevation. : 11 .00
Max Elev of Vault . . : 14.00
' Stage-Sto Increment : 0. 10
Structure Vol ( cf ). : 50445.00
Ac-ft . : 1 . 16
' PGUP PGDN F3: Get FG : Delete F10: Exit
' Available Memory remaining: 137008 bytes
Current Data Set Name: D:\WORKS\PRJ2\9034108
File Basin Hydrograph Storage Discharge Level pool
3
MULTIPLE ORIFICE
DISCHARGE STRUCTURE ID:2
' Name: RELEASE STRUCTURE
Peak Dsgn Release Rate: 0.00 cfs Orif /flow/elev
' Orifice Coefficient .. . : 0.62 Dia ( in )/cfs/ ft
Lowest Orifice Dia ( in ). . : 7.79 7.79 3.30 cfs
hl : Outlet to 2nd Orifice: 2.00 13.00 ft
Second Orifice Dia ( in ) . . : 7.69 7.69 2.27 cfs
h2 : 2nd to 3rd Orifice. . . : 0.00
Third Orifice Dia ( in ). . : 0.00
h3: 3rd to 4th Orifice. . . : 0.00
Fourth Orifice Dia ( in ). . : 0.00
h4: 4th to Sth Orifice. . . : 0.00
Top Orifice Dia ( in ). . : 0.00
Elevation of Lowest Orifice. . . . : 11 .00
Outlet Elevation. . . . . . . . . . . . . . . 11 .00
Max Elev Above Outlet . . . . . . . . . . 15.00
' Stage-Disch Increment . . . . . . . . . . 0. 10
Av PGUP PGDN F3: Get FG: Delete F10: Exit
Cu
1 ` /;5A
File Basin Hydrograph Storage Discharge Level pool
3
INPUT , MODIFY OR BROWSE DATA
BASIN ID E2 SBUH HYDROGRAPH
DESCRIPTION : EXIST 2YR 24HR
AREA (acres ) 22.000 RAINFALL CHOICES
RAIN PRECIP ( in ) 2.00 1 . TYPE IA
TIME INTERVAL(min ) : 10.00 2. TYPE I
TIME OF CONC (min ) : 84.SS 3. TYPE II
RAINFALL SELECTION: 6 4. TYPE IIA
ABSTRACT COEFF 0.20 S. TYPE 3
BASE FLOW (cfs ) 0.000 6 . USER 1
STORM DUR ( hrs ) 24.000 7. KC 7 DAY
8. CUSTOM
PERVIOUS PARCEL IMPERVIOUS PARCEL
AREA: 22.000 acres AREA: 0.000 acres
CN 89.00 CN 98.00
SUMMARY DATA
PEAK HYDROGRAPH TIME: 8.33 hrs
PEAK HYDROGRAPH FLOW: 2.26SS cfs
TOTAL HYDROGRAPH VOL: 1 .8846 ac-ft
HOME END F1 :Find F2:New F3:Get F4:Tc-Caic FS:Delete
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File Basin Hydrograph Storage Discharge Level pool
3
INPUT , MODIFY OR BROWSE DATA
BASIN ID D2 SBUH HYDROGRAPH
' DESCRIPTION DEVELOP 2YR 24HR
AREA (acres ) 22.000 RAINFALL CHOICES
RAIN PRECIP ( in ) 2.00 1 . TYPE IA
TIME INTERVAL( min ): 10.00 2. TYPE I
TIME OF CONC ( min ) : 12 .78 3. TYPE II
RAINFALL SELECTION: 6 4. TYPE IIA
ABSTRACT COEFF 0.20 S. TYPE 3
' BASE FLOW (cfs ) 0.000 6. USER 1
STORM OUR ( hrs ) 24.000 7. KC 7 DAY
8. CUSTOM
PERVIOUS PARCEL IMPERVIOUS PARCEL
AREA: 3.300 acres AREA: 18.700 acres
CN 90.00 CN 98.00
SUMMARY DATA
PEAK HYDROGRAPH TIME: 8.00 hrs
PEAK HYDR06RAPH FLOW: 8.9700 cfs
TOTAL HYDROGRAPH VOL: 3.0659 ac-ft
HOME END F1 :Find F2:New F3:Get F4:Tc-Caic FS:Delete
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i
File Basin Hydrograph Storage Discharge Level pool
3
INPUT , MODIFY OR BROWSE DATA
BASIN ID E10 SBUH HYDROGRAPH
DESCRIPTION : EXIST 10YR 24HR
AREA ( acres ) 22 .000 RAINFALL CHOICES
RAIN PRECIP ( in ) 2. 90 1 . TYPE IA
TIME INTERVAL( min ) : 10.00 2 . TYPE I
TIME OF CONC (min ) : 84.55 3. TYPE II
RAINFALL SELECTION: 6 4. TYPE IIA
ABSTRACT COEFF 0.20 S. TYPE 3
BASE FLOW ( cfs ) 0.000 S. USER 1
STORM OUR ( hrs ) 24.000 7. KC 7 DAY
8. CUSTOM
PERVIOUS PARCEL IMPERVIOUS PARCEL
AREA: 22.000 acres AREA: 0.000 acres
CN 89.00 CN 98.00
SUMMARY DATA
PEAK; HYDROGRAPH TIME: 8. 17 hrs
PEAK, HYDROGRAPH FLOW: 4.3979 cfs
TOTAL HYDROGRAPH VOL: 3.3177 ac-ft
HOME END F1 :Find F2:New F3:Get F4:Tc-Calc FS:Delete
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File Basin Hydrograph Storage Discharge Level pool
INPUT , MODIF'f OR BROWSE DATA
BASIN ID D10 SBUH HYDROGRAPH
DESCRIPTION DEVELOP 10YR 24HR
AREA (acres ) 22.000 RAINFALL CHOICES
RAIN PRECIP ( in ) 2. 90 1 . TYPE IA
TIME INTERVAL( min ) : 10.00 2. TYPE I
TIME OF CONC (min ) : 12.79 3. TYPE II
RAINFALL SELECTION: 6 4. TYPE IIA
ABSTRACT COEFF 0.20 S. TYPE 3
BASE FLOW ( cfs ) 0.000 6 . USER 1
STORM OUR ( hrs ) 24.000 7. KC 7 DAY
8. CUSTOM
PERVIOUS PARCEL IMPERVIOUS PARCEL
AREA: 3.300 acres AREA: 18.700 acres
CN 90.00 CN 98.00
SUMMARY DATA
PEAK HYDROGRAPH TIME: 8.00 hrs
PEAK HYDROGRAPH FLOW: 13.5944 cfs
TOTAL HYDROGRAPH VOL: 4.6792 ac-ft
HOME END Fi :Find F2:New F3:Get F4:Tc-Calc FS:Oelete
Pgup Pgdn F6:Compute F7: FB:Method F9:Template F10:Exit
r
111/3�
File Basin Hydrograph Storage Discharge Level pool
3
INPUT , MODIFY OR BROWSE DATA
BASIN ID E10 SCS UNIT HYDROGRAPH METHOD
DES4
ARE TIME OF CONC WORKSHEET NFALL CHOICES
RAI <----Tc Reach Type----> Tt(min ) TYPE IA
TIM TYPE I
TIM REACH 1 [SHEET][SHALLOW][CHANNEL] 1 .02 TYPE II
RAI REACH 2 [SHEET][SHALLOW][CHANNEL] 11 .76 TYPE IIA
ABS REACH 3 [SHEET][SHALLOW][CHANNEL] 0.00 TYPE 3
BAS REACH 4 [SHEET][SHALLOW][CHANNEL] 0.00 USER 1
STO REACH 5 [SHEET][SHALLOW][CHANNEL] 0.00 KC 7 DAY
CUSTOM
PER Tc , sum of travel times ( min ) . . . : 12.78
ARE
CN F10Key: QUIT FSKey: CLEAR 1 �
SUMMARY DATA
PEAK HYDROGRAPH TIME: 8.50 hrs
PEAK HYDROGRAPH FLOW: 5.9045 cfs
TOTAL HYDROGRAPH VOL: 3.2698 ac-ft
HOME END F1 :Find F2:New F3:Get F4:Tc-Calc FS:Delete
Pgup Pgdn F6:Compute F7: F8:Method F9:Template F10:Exit
�3
File Basin Hydrograph Storage Discharge Level pool
3 5
SHEET FLOW CALCULATOR - INITIAL 300 FEET
TROD
DES Mannings Sheet Flow. . . . . : 0.0110
ARE Flow Length ( ft ). . . . . . . . : 60.00 HOICES
RAI 2 yr 24 hr rainfall ( in ) : 2.00
TIM Land Slope ( ft/ft ) . . . . . . : 0.0200
TIM COMPUTED TRAVEL TIME ( min ): 1 .02
RAI TYPICAL MANNINGS VALUES FOR INITIAL 300 FT A
ABS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
BAS Smooth Surfaces . : 0.011
STO Fallow Fields of Loose Soil Surface. . . . . . . . . . . . . . : 0.0S Y
Cultivated Soil with residue cover ( s/=0.2 ft/ft ): 0.06
PER Cultivated Soil with residue cover ( 5>0.2 ft/ft ) . : 0. 17
ARE Short prairie grass and lawns. . . . . . . . . . . . . . . . . . . . 0. 15
ONDense grasses . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.24
Bermuda grass. 0.41
Range ( natural ) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0. 13
PEA Woods or forest with light underbrush. . . . . . . . . . . . : 0.40
PEA Woods or forest with dense underbrush. . . . . . . . . . . . : 0.80
TOT
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File Basin Hydrograph Storage Discharge Level pool
3 5
CHANNEL FLOW CALCULATOR
DES Flow Length ( ft ) . . . : 132S.00
ARE Land Slope ( ft/ft ). : 0.0020
RAI Kc , Velocity Factor: 42.0
TIM COMPUTED TRAVEL TIME ( min ) : 11 .76
TIM TYPICAL VELOCITY FACTOR VALUES
RAI
ABS Intermittent Flow - R=0.2
BAS Forested Swale w/ heavy ground litter ( n=0. 10 ) . . . . . . . . . . . . . . . . . : S
STO Forested drainage course/ravine w/ defined channel bed ( n=0.50 ) : 10
Rock-lined ( n=0.03S ). . . : 1S Grassed (n=0.030 ). . . : 17
PER Earth-lined ( n=0.02S ) . . : 20 CMP pipe ( n=0.024 ). . : 21
ARE Concrete pipe ( n=0.012 ) : 42 other. . . . . . . . . . : 0.SO8/n
CN Continous Flow - R=0.4
Meandering stream w/ some pools• ( n=0.040 ). . . . . . . . . . . . . . . . . . . . . . 20
Rock-lined stream ( n=0.03S ). 23
PEA Grassed-lined stream ( n-0.030 ). . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27
PEA Other streams , man-made channels and pipe. . . . . 0.807/n
TOT
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INPUT , MODIF'( OR BROWSE DATA
BASIN ID B5 SBUH HYDROGRAPH
' DESCRIPTION Pt-Wq STORM TO WETPOND
AREA (acres ) 22.000 RAINFALL CHOICES
RAIN PRECIP ( in) 0.67 1 . TYPE IA
TIME INTEP.VAL(min ): 10.00 2. TYPE I
TIME OF CONC (min ): 12.7814 3. TYPE II
RAINFALL SELECTION: 6 4. TYPE IIA
ABSTRACT COEFF 0.20 5. TYPE 3
BASE FLOW (cfs ) 0.000 6 . USER 1
STORM OUR (hrs ) 24 .000 7. KC 7 DAY
8. CUSTOM
PERVIOUS PARCEL IMPERVIOUS PARCEL
AREA: 3.300 acres AREA: 18.700 acres
CN 90.00 CN 98.00 --q SEA r`34[ A-9
SUMMARY DATA
PEAK HYDROGRAPH TIME: 8.00 hrs
PEAK HYDROGRAPH FLOW: 2.2234 cfs 33f769CF lf�p2/�C �EQJi D
TOTAL HYDROGRAPH VOL: 0.77�FF4-Tc-Calc
HOME END F1 :Find F2:New FS:Oelete
Pgup Pgdn F6:CoMpute F7: F8:Method F9:TeMplate F10:Exit
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BUSH,ROED & HITCHINGS, INC. roe , 0 2
CIVIL ENGINEERS &LAND SURVEYORS 2
2009 Minor Avenue East SHEET NO. I OF—
Seattle,WA 98102 TDD // Z
' t!e=�—E (206)323-4144 CALCULATED BY DATE
H (206) 323-7135 * Fax CHECKED BY DATE
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CIVIL ENGINEERS &LAND SURVEYORS Jr� ��
2009 Minor Avenue East SHEET NO. f& OF
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KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
TABLE 4.3.7E VALUES OF THE ROUGHNESS COEFFICIENT, "n'
Type of Channel Manning's Type of Channel Manning's
and Description on'" and Description 'n'"
(Normal) (Normal)
A. Constructed Channels 6. Sluggish reaches, weedy 0.070
a. Earth, straight and uniform deep pools
1. Clean, recently completed 0.018 7. Very weedy reaches, deep 0.100
2. Gravel, uniform section, 0.025 pools, or floodways with
clean heavy stand of timber and
3. With short grass, few 0.027 underbrush
weeds b. Mountain streams, no vegetation
b. Earth, winding and sluggish 0.025 In channel, banks usually steep,
1. No vegetation 0.025 trees and brush along banks
2. Grass, some weeds 0.030 submerged at high stages
3. Dense weeds or aquatic 1. Bottom: gravel, cobbles, and 0.040
plants in deep channels 0.035 'few boulders
4. Earth bottom and rubble 2. Bottom: cobbles with large 0.050
sides 0.030 boulders
5. Stony bottom and weedy B-2 Flood plains
banks 0.035 a. Pasture, no brush
6. Cobble bottom and clean 1. Short grass 0.030
sides 0.040 2. High grass 0.035
c. Rock lined b. Cultivated areas
1. Smooth and uniform 0.035 1. No crop 0.030
2. Jagged and irregular 0.040 2. Mature row crops 0.035
d. Channels not maintained, 3. Mature field crops 0.040
weeds and brush uncut c. Brush
1. Dense weeds, high as flow 1. Scattered brush, heavy 0.050
depth 0.080 weeds
2. Clean bottom, brush on 2. Light brush and trees 0.060
sides 0.050 3. Medium to dense brush 0.070
3. Same, highest stage of 4. Heavy, dense brush 0.100
flow 0.070 d. Trees
4. Dense brush, high stage 1. Dense willows, straight 0.150
B. Natural Streams 0.100 2. Cleared land with tree 0.040
B-1 Minor streams (top width at stumps, no sprouts
flood stage < 100 ft.) 3. Same as above, but with 0.060
a. Streams on plain heavy growth of sprouts
' 1. Gean, straight, full stage 4. Heavy stand of timber, a few 0.100
no rifts or deep pools 0.030 down trees, little
2. Same as above, but more undergrowth, flood stage
' stones and weeds 0.035 below branches
3. Gean, winding, some 5. Same as above, but with 0.120
pools and shoals 0.040 flood stage reaching
4. Same as above, but some branches
1 weeds 0.040
5. Same as 4, but more
stones 0.050
Note, these 'n' values are 'normal"values for use in analysis of channels. For conservative design for
channel capacity the "maximum" values listed in other references should be considered. For channel bank
stability the minimum values should be considered.
�. 43.7-7 _ 1/90
File Basin Hydrograph Storage Discharge Level pool
3
INPUT , MODIFY OR BROWSE DATA
' BASIN ID E100 SBUH HYDROGRAPH
DESCRIPTION : EXIST 100YR 24HR
AREA (acres ) 22 .000 RAINFALL CHOICES
' RAIN PRECIP ( in ) 3.90 1 . TYPE IA
TIME INTERVAL(min ): 10.00 2 . TYPE I
TIME OF CONC (min ) : 84.SS 3. TYPE II
RAINFALL SELECTION: 6 4. TYPE IIA
' ABSTRACT COEFF 0.20 S. TYPE 3
BASE FLOW ( cfs ) 0.000 G . USER 1
STORM OUR ( hrs ) 24.000 7. KC 7 DAY
8. CUSTOM
PERVIOUS PARCEL IMPERVIOUS PARCEL
AREA: 22.000 acres AREA: 0.000 acres
' ON 89.00 CN 98.00
SUMMARY DATA
PEAK HYDROGRAPH TIME: 8. 17 hrs
PEAK, HYDROGRAPH FLOW: 6 .9783 cfs
TOTAL HYDROGRAPH VOL: S.0038 ac-ft
HOME END F1 :Find F2:New F3:Get F4:Tc-Calc FS:Delete
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File Basin Hydrograph Storage Discharge Level pool
3
INPUT , MODIFY OR BROWSE DATA
BASIN ID D100 SBUH HYDROGRAPH
DESCRIPTION DEVELOP 100YR 24HR
AREA (acres ) 22 .000 RAINFALL CHOICES
RAIN PRECIP ( in ) 3.90 1 . TYPE IA
TIME INTERVAL(min ): 10.00 2 . TYPE I
TIME OF CONC ( min ) : 12.78 3. TYPE II
RAINFALL SELECTION: 6 4. TYPE IIA
ABSTRACT COEFF 0.20 S. TYPE 3
' BASE FLOW ( cfs ) 0.000 G. USER 1
STORM OUR ( hrs ) 24.000 7. KC 7 DAY
8. CUSTOM
PERVIOUS PARCEL IMPERVIOUS PARCEL
AREA: 3.300 acres AREA: 18.700 acres
CN 90.00 CN 98.00
SUMMARY DATA
PEAK HYDROGRAPH TIME: 8.00 rs
PEAK HYDROGRAPH FLOW: 18.7236 c f s
TOTAL HYDROGRAPH VOL: 6.4 ac-ft
HOME END F1 :Find F2:New F3:Get F4:Tc-Calc FS:Delete
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H Y 0 R H U L I C REPORT F O R
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HYPOTHETICAL HGL
SYSTEM ANALYSIS FOR:
PUGET WESTERN/OPUS PROP.
ASSUMING HGL AT CRIT DEPTH
iCITY OF RENTON
JOB NO. 90341 .08
JULY 24 , 1992
Return Period - Z5 Yrs Run Date: 07-Z4-199Z
Rainfall file: CHARTI8 File: 9034108.ST3
LINE 1 / Q 9.07 / HT = Z 1 / WID - Z 1 / N = .01 Z / L = 5 / JLC = 1
------------------------------------------------------------------------
N.E. TO VAULT / Outfall
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 12. 10 13.25 11 .00 S.67 12.60 16.69 4.25 1 .60
UPSTRM 12.21 14.34 11 .02 5. 18 12.63 19.54 3.73 1 .75
Drainage area ( ac ) -0.50 Slope of invert ( % ) 0.3000
Runoff coefficient = 0.80 Slope energy grade line ( % ) = 0.4696
' Time of conc (min ) = 14.09 Critical depth ( in ) 13.25
Inlet time (min ) 0.00 Natural ground elev. ( ft ) 16.50
Intensity ( in/hr ) = 1 .89 Upstream surcharge ( ft ) = 0.00
Cumulative C*A 4.80 Additional Q (cfs ) = 0.00
Q = CA * I ( cfs ) 9.07 Line capacity ( cfs ) 9.40
--------------------------- ------------------------------------
Q catchment ( cfs ) = 0.00 Inlet length ( ft ) = 0.00
' Q carryover ( cfs ) = 0.99 Gutter slope ( ft/ft ) = 0.0000
Q captured (cfs ) 0.00 Cross slope ( ft/ft ) = 0.0000
Q bypassed (cfs ) = 0.99 Ponding width ( ft ) = N/A
------------------------------------------------------------------------
LINE 2 / Q = 8_51 / HT = Z 1 / WID = 21 / N = .012 / L = 145 / JLC = 1
NEB / DNLN = 1
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 12.63 19.35 11 .02 3.67 12.84 20. 16 3.73 2.32
' UPSTRM 12.92 17.69 11 .45 3.93 13. 16 1S.31 3.29 2. 16
Drainage area ( ac ) = 0.S0 Slope of invert ( % ) = 0.3000
Runoff coefficient = 0.80 Slope energy grade line ( % ) = 0.2260
Time of conc (min ) = 13.46 Critical depth ( in ) 12.83
Inlet time (min ) = 0.00 Natural ground elev. ( ft ) = 16.50
Intensity ( in/hr ) = 1 .93 Upstream surcharge ( ft ) = 0.00
' Cumulative C*A 4.40 Additional Q (cfs ) 0.00
Q = CA * I (cfs ) 8.51 Line capacity (cfs ) 9.40
--------------------------- ------------------------------------
' Q catchment (cfs ) = 0.00 Inlet length ( ft ) = 0.00
Q carryover (cfs ) = 0.99 Gutter slope ( ft/ft ) = 0.0000
Q captured (cfs ) = 0.00 Cross slope ( ft/ft ) = 0.0000
Q bypassed (cfs ) _ -0�99--------Ponding width ( ft ) =----N/A-
---------------------- ----------------------
LINE 3 / Q - 7.95 / HT - Z i / WID = Z 1 / N - .01 Z / L - 150 / JLC = 1
------------------------------------------------------------------------
NE7 / DNLN - Z
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 13. 16 20.S7 11 .4S 3.32 13.34 20.78 3.3 2 .39
UPSTRM 13.42 18.26 11 .90 3.S8 13.62 14. 14 2 .8S 2.22
Drainage area ( ac ) 1 .00 Slope of invert ( % ) 0.3000
Runoff coefficient = 0.80 Slope energy grade line ( % ) = 0. 1902
Time of conc ( min ) = 12.73 Critical depth ( in ) 12.40
Inlet time (min ) = 0.00 Natural ground elev. ( ft ) = 16.S0
' Intensity ( in/hr ) _ 1 .99 Upstream surcharge ( ft ) _ 0.00
Cumulative C*A 4.00 Additional Q (cfs ) 0.00
Q = CA * I ( cfs ) = 7. 95 Line capacity ( cfs ) = 9.40
--------------------------- ------------------------------------
Q catchment ( cfs ) = 0.00 Inlet length ( ft ) = 0.00
Q carryover (cfs ) = 0.99 Gutter slope ( ft/ft ) = 0.0000
' Q captured ( cfs ) 0.00 Cross slope ( ft/ft ) = 0.0000
Q bypassed (cfs ) 0.99 Ponding width ( ft ) N/A
------------------------------------------------------------------------
LINE 4 / Q = 6.53 / HT = 18 / WID = 18 / N = .01Z / L = 150 / JLC = 1
------------------------------------------------------------------------
NEG / DNLN = 3
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 13.62 18.00 11 .90 3.69 13.83 0.00 3. 1 1 .77
UPSTRM 14. 11 18.00 12.3S 3.69 14.33 0.00 2.65 1 .77
' Drainage area (ac ) = 0.S0 Slope of invert ( % ) = 0.3000
Runoff coefficient = 0.80 Slope energy grade line ( % ) = 0.3293
Time of conc (min ) = 12 .06 Critical depth ( in ) = 11 .70
' Inlet time (min ) _ 0.00 Natural ground elev. ( ft ) 16.S0
Intensity ( in/hr ) 2 .04 Upstream surcharge ( ft ) 0.26
Cumulative C*A 3.20 Additional Q (cfs ) 0.00
Q = CA * I (cfs ) = 6.S3 Line capacity ( cfs ) = 6 .23
--------------------------- ------------------------------------
Q catchment ( cfs ) = 0.00 Inlet length ( ft ) 0.00
Q carryover (cfs ) = 0.99 Gutter slope ( ft/ft ) = 0.0000
' Q captured ( cfs ) 0.00 Cross slope ( ft/ft ) 0.0000
Q bypassed (cfs ) 0.99 Ponding width ( ft ) N/A
------------------------------------------------------------------------
LINE 5 / Q - 5.89 / HT - 18 / WID = 18 / N - .012 / L - 150 / JLC = 1
------------------------------------------------------------------------
NES / DNLN = 4
H6L DEPTH INVERT VEL EGL T WID COVER AREA
' DNSTRM 14.33 18.00 12.35 3.33 14.50 0.00 2.64 1 .77
UPSTRM 14.73 18.00 12.80 3.33 14.90 0.00 2 . 19 1 .77
Drainage area ( ac ) = 1 .00 Slope of invert ( % ) = 0.3000
Runoff coefficient = 0.80 Slope energy grade line ( % ) = 0.2682
Time of conc ( min ) = 11 .31 Critical depth ( in ) 11 . 11
Inlet time (min ) = 0.00 Natural ground elev. ( ft ) = 16 .50
Intensity ( in/hr ) 2 . 10 Upstream surcharge ( ft ) 3
_ 0.4
Cumulative C*A 2.80 Additional Q (cfs ) 0.00
Q = CA * I ( cfs ) = S.89 Line capacity (cfs ) = 6 .23
--------------------------- ------------------------------------
Q catchment ( cfs ) = 0.00 Inlet length ( ft ) = 0.00
Q carryover ( cfs ) = 0. 99 Gutter slope ( ft/ft ) = 0.0000
Q captured ( cfs ) = 0.00 Cross slope ( ft/ft ) = 0.0000
' Q bypassed (cfs ) = 0.99 Ponding width ( ft ) = N/A
------------------------------------------------------------------------
' LINE 6 / Q = 4.34 / HT = IS / WID = 15 / N = .012 / L = ISO / JLC = 1
------------------------------------------------------------------------
NE4 / DNLN = 5
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 14.90 15.00 12.80 3.54 1S. 10 0.00 2.44 1 .23
UPSTRM 15.48 15.00 13.25 3.S4 15.67 0.00 2 1 .23
' Drainage area (ac ) = 0.50 Slope of invert ( % ) = 0.3000
Runoff coefficient = 0.80 Slope energy grade line ( % ) = 0.3849
Time of conc ( min ) = 10.61 Critical depth ( in ) = 10.00
Inlet time (min ) = 0.00 Natural ground elev. ( ft ) = 16.50
' Intensity ( in/hr ) 2 . 17 Upstream surcharge ( ft ) 0.96
Cumulative C*A 2.00 Additional Q (cfs ) 0.00
Q = CA * I (cfs ) = 4.34 Line capacity (cfs ) = 3.83
--------------------------- ------------------------------------
Q catchment (cfs ) = 0.00 Inlet length ( ft ) = 0.00
Q carryover ( cfs ) = 0.99 Gutter slope ( ft/ft ) = 0.0000
Q captured (cfs ) 0.00 Cross slope ( ft/ft ) = 0.0000
Q bypassed (cfs ) 0.99 Ponding width ( ft ) N/A
------------------------------------------------------------------------
LINE / Q = 3.56 / HT IS / WID = 1S / N .01Z / L 100 / JLC = 1
------------------------------------------------------------------------
NE3 / DNLN = 6
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 15.67 15.00 13.2S 2 .91 15.80 0.00 2 1 .23
UPSTRM 15. 93 1S.00 13.55 2.90 16.06 0.00 1 .69 1 .23
Drainage area ( ac ) = 1 .00 Slope of invert (% ) = 0.3000
Runoff coefficient = 0.80 Slope energy grade line ( ',: ) = 0.2597
Time of conc (min ) = 10.03 Critical depth ( in) 3.06
Inlet time (min ) = 0.00 Natural ground elev. ( ft ) = 16 .S0
Intensity ( in/hr ) = 2.23 Upstream surcharge ( ft ) 1 . 13
Cumulative C*A 1 .60 Additional Q (cfs ) 0.00
Q = CA * I ( cfs ) = 3.S6 Line capacity ( cfs ) = 3.83
--------------------------- ------------------------------------
Q catchment ( cfs ) = 0.00 Inlet length ( ft ) = 0.00
Q carryover ( cfs ) = 0.93 Gutter slope ( ft/ft ) = 0.0000
Q captured ( cfs ) = 0.00 Cross slope ( ft/ft ) = 0.0000
Q bypassed (cfs ) = 0.99 Ponding width ( ft ) = N/A
------------------------------------------------------------------------
LINE 8 / Q = 1 .84 / HT = 12 / WID = 1 Z / N = .01 Z / L = 100 / JLC = 1
------------------------------------------------------------------------
NEZ / DNLN = 7
' HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 16.06 12.00 13.SS 2 .3S 16. 15 0.00 1 .94 0.79
UPSTRM 16.29 12.00 13.85 2.3S 16 .38 0.00 1 .64 0.79
Drainage area ( ac ) = 0.S0 Slope of invert ( % ) = 0.3000
Runoff coefficient = 0.80 Slope energy grade line ( % ) = 0.2287
Time of conc ( min ) = 9.32 Critical depth ( in) 6 .91
Inlet time (min ) = 0.00 Natural ground elev. ( ft ) = 16.50
Intensity ( in/hr ) 2.31 Upstream surcharge ( ft ) 1 .44
Cumulative C*A 0.80 Additional Q ( cfs ) 0.00
Q = CA * I (cfs ) = 1 .84 Line capacity (cfs ) = 2. 11
--------------------------- ------------------------------------
Q catchment (cfs ) = 0.00 Inlet length ( ft ) = 0.00
Q carryover (cfs ) = 0.99 Gutter slope ( ft/ft ) = 0.0000
Q captured (cfs ) = 0.00 Cross slope ( ft/ft ) = 0.0000
Q bypassed (cfs ) 0.99 Ponding width ( ft ) = N/A
------------------------------------------------------------------------
1
77/2t
f 7
LINE 9 / Q - 0.99 / HT = 1Z / WID - iZ / N - .012 / L = 100 / JLC 1
-----------------------------------------------------------------------=
NE1 / DNLN = 8
HGL DEPTH INVERT VEL EGL T WID COVER AREA
DNSTRM 16.38 12 .00 13.85 1 .26 16 .40 0.00 1 .64 0.79
UPSTRM 16 .47 12 .00 14. 15 1 .26 16.49 0.00 1 .49 0.79
Drainage area ( ac ) = 0.50 Slope of invert M = 0.3000
' Runoff coefficient = 0.80 Slope energy grade line M = 0.0658
Time of conc ( min ) = 8.00 Critical depth ( in) 5.06
Inlet time (min ) = 8.00 Natural ground elev. ( ft ) = 16.65
' Intensity ( in/hr ) 2 .47 Upstream surcharge ( ft ) _ 1 .32
cf
Cumulative C*A 0.40 Additional Q (cfs ) 0.00
Q = CA * I ( cfs ) = 0.99 Line capacity ( cfs ) = 2 . 11
i --------------------------- ------------------------------------
Q catchment ( cfs ) = 0.99 Inlet length ( ft ) = 0.00
Q carryover ( cfs ) = 0.00 Gutter slope ( ft/ft ) = 0.0000
Q captured ( cfs ) = 0.00 Cross slope ( ft/ft ) = 0.0000
Q bypassed ( cfs ) = 0.99 Ponding width ( ft ) = N/A
------------------------------------------------------------------------
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File Basin Hydrograph Storage Discharge Level pool
Bush , Roed & Hitchings , Inc 2
3
ROUTING COMPARISON TABLE
MATCH INFLOW STO DIS PEAK PEAK OUT
DESCRIPTION PEAK PEAK No. No. STG OUT HYD
2YR 1 .03 1 .63 1 1 102.97 1 .03 10
10YR 2.00 3.48 1 1 103.86 2.00 11
Available Memory remaining: 137008 bytes
Current Data Set Name: 0:\WORKS\PRJ2\9034104
File Basin Hydrograph Storage Discharge Level pool
Bush , Roed & Hitchings , Inc 2
3
LEVEL POOL ROUTING INSTRUCTIONS
PRE INFLO STG STG OUTFL
DESCRIPTION HYD # HYD # STOR DIS HYD #
ID ID
12YR 7 11 ] 14 J C1 ] 11 J [ 101
110YR ] 12 ] [S 7 [ 1 7 11 7 C 117
C ] [ l [ J [ J [ J [ ]
C ] [ ] C ] C ] C ] C 7
C ] [ ] [ ] [ J [ ] [ ]
C ] C ] C J [ J C 7 [ 7
C ] [ ] [ ] [ ] C l C ]
F6: CLEAR F10: EXIT
Available Memory remaining: 137008 bytes
Current Data Set Name: 0:\WORKS\PRJ2\9034104
�-"71-
File Basin Hydrograph Storage Discharge Level pool
Bush , 2
Rectangular vault
Trapezoidal basin
Underground pipe
Sto list
CustoM file
3
CUSTOM STG-STO LIST
STORAGE STRUCTURE ID: 1
NAME: SEDIMENT/DETENTION POND
INCREMENT: 0. 10
STAGE STORAGE STAGE STORAGE
1 : 102.00 0.00 6: 104.50 10035
2 : 102.50 1575.00 7: 0.00 0.00
3: 103.00 3357.00 8: 0.00 0.00
4: 103.50 5355.00 9: 0.00 0.00
S: 104.00 7578.00 10: 0.00 0.00
PGUP PGDN F2 : VOL F3: GET FG: Delete F10: Exit
Available Memory remaining: 137006 bytes
Current Data Set Name: D:\WORKS\PRJ2\9034104
File Basin Hydrograph Storage Discharge Level pool
MULTIPLE ORIFICE
DISCHARGE STRUCTURE ID: 1
Name: 2/10 DESIGN
Peak. Osgn Release Rate: 0.00 cfs Orif /flow/elev
Orifice Coefficient . . . : 0.62 Dia ( in )/cfs/ ft
Lowest Orifice Dia ( in ) . . : 6.20 6.20 2.55 cfs
h1 : Outlet to 2nd Orifice: 1 . 10 103. 10 ft
Second Orifice Dia ( in ) . . : 4.95 4.95 1 .47 cfs
h2 : 2nd to 3rd Orifice. . . : 0.00
Third Orifice Dia ( in ) . . : 0.00
h3: 3rd to 4th Orifice. . . : 0.00
Fourth Orifice Dia ( in ) . . : 0.00
h4: 4th to 5th Orifice. . . : 0.00
Top Orifice Dia ( in ) . . : 0.00
Elevation of Lowest Orifice. . . . 102.00
Outlet Elevation. 102.00
Max Elev Above Outlet . . . . . . . . . . : 108.00
Stage-Disch Increment . . . . . . . . . . 0. 10
Av PGUP PGDN F3: Get FG: Delete F10: Exit
Cu
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File Basin Hydrograph Storage Discharge Level pool
3
INPUT , MODIFY OR BROWSE DATA
BASIN ID E-2 SBUH HYDROGRAPH
DESCRIPTION EXIST 2 YR
AREA ( acres ) 10.000 RAINFALL CHOICES
RAIN PRECIP ( in ) 2.00 1 . TYPE IA
TIME INTERVAL( min ): 10.00 2 . TYPE I
TIME OF CONC ( min ): 84.70 3. TYPE II
RAINFALL SELECTION: 6 4. TYPE IIA
ABSTRACT COEFF 0.20 S. TYPE 3
BASE FLOW (cfs ) 0.000 6 . USER 1
STORM OUR ( hrs ) 24.000 7. KC 7 DAY
8. CUSTOM
PERVIOUS PARCEL IMPERVIOUS PARCEL
AREA: 10.000 acres AREA: 0.000 acres
CN 89.00 CN 98.00
SUMMARY DATA
PEAK; HYDROGRAPH TIME: 8.33 hrs
PEAK HYDROGRAPH FLOW: 1 .0288 cfs -
TOTAL HYDROGRAPH VOL: 0.8566 ac-ft
HOME END F1 :Find F2:New F3:Get F4:Tc Calc FS:Delete
Pgup Pgdn F6:Compute F7: FB:Method F9:Template F10:Exit
File Basin Hydrograph Storage Discharge Level pool
INPUT , MODIFY OR BROWSE DATA
BASIN ID D-2 SBUH HYDROGRAPH
DESCRIPTION : DEVELOP 2YR
AREA ( acres ) 10.000 RAINFALL CHOICES
RAIN PRECIP ( in ) 2.00 1 . TYPE IA
TIME INTERVAL(min ): 10.00 2. TYPE I
TIME OF CONC (min ): 25.70 3. TYPE II
RAINFALL SELECTION: 6 4. TYPE IIA
ABSTRACT COEFF 0.20 S. TYPE 3
BASE FLOW ( cfs ) 0.000 6. USER 1
STORM OUR ( hrs ) 24.000 7. KC 7 DAY
8. CUSTOM
PERVIOUS PARCEL IMPERVIOUS PARCEL
AREA: 10.000 acres AREA: 0.000 acres
CN 89.00 CN 98.00
SUMMARY DATA
PEAK HYDROGRAPH TIME: 8.00 hrs
PEAK, HYDROGRAPH FLOW: 1 .8315 cfs
TOTAL HYDROGRAPH VOL: 0.8566 ac-ft
HOME END F1 :Find F2:New F3:Get F4:Tc-Calc FS:Delete
Pgup Pgdn FG:Compute F7: F8:Method F9:Template F10:Exit
AIf
/t
File Basin Hydrograph Storage Discharge Level pool
3
INPUT , MODIFY OR BROWSE DATA
BASIN ID E-10 SBUH HYDROGRAPH
DESCRIPTION EXIST 10 YR
AREA ( acres ) 10.000 RAINFALL CHOICES
RAIN PRECIP ( in ) 2 .90 1 . TYPE IA
TIME INTERVAL( min ): 10.00 2. TYPE I
TIME OF CONC ( min ): 84.70 3. TYPE II
RAINFALL SELECTION: 6 4. TYPE IIA
ABSTRACT COEFF 0.20 S. TYPE 3
BASE FLOW ( cfs ) 0.000 6 . USER 1
STORM DUR ( hrs ) 24.000 7. KC 7 DAY
S. CUSTOM
PERVIOUS PARCEL IMPERVIOUS PARCEL
AREA: 10.000 acres AREA: 0.000 acres
CN 89.00 CN 98.00
SUMMARY DATA
PEAK HYDROGRAPH TIME: 8. 17 hrs
PEAK HYDROGRAPH FLOW: 1 ,9970 cfs
TOTAL HYDROGRAPH VOL: 1 .5081 ac-ft
HOME END F1 :Find F2 :New F3:Get F4:Tc-Calc FS:Delete
Pgup Pgdn FG:Compute F7: FS:Method F9:Template F10:Exit
File Basin Hydrograph Storage Discharge Level pool
3
INPUT , MODIFY OR BROWSE DATA
BASIN ID D-10 SBUH HYDROGRAPH
DESCRIPTION : DEVELOP 10YR
AREA (acres ) 10.000 RAINFALL CHOICES
RAIN PRECIP ( in ) 2.90 1 . TYPE IA
TIME INTERVAL( min ) : 10.00 2. TYPE I
TIME OF CONC ( min ) : 25.70 3. TYPE II
RAINFALL SELECTION: 6 4. TYPE IIA
ABSTRACT COEFF 0.20 S. TYPE 3
BASE FLOW (cfs ) 0.000 S. USER 1
STORM DUR ( hrs ) 24.000 7. KC 7 DAY
S. CUSTOM
PERVIOUS PARCEL IMPERVIOUS PARCEL
AREA: 10.000 acres AREA: 0.000 acres
CN 89.00 CN 98.00
SUMMARY DATA
PEAK HYDROGRAPH TIME: 8.00 hrs
PEAK, HYDROGRAPH FLOW: 3.4847 cfs
TOTAL HYDROGRAPH VOL: 1 ,S081 ac-ft
HOME END F1 :Find F2 :New F3:Get F4:Tc-Calc FS:Delete
Pgup Pgdn F6 :Compute F7: F8:Method F9:Template F10:Exit
File Basin Hydrograph Storage Discharge Level pool
3
INPUT , MODIFY OR BROWSE DATA
BASIN ID D-10 SBUH HYDROGRAPH
DES4
ARE TIME OF CONC WORKSHEET NFALL CHOICES
RAI :----Tc Reach Type----> Tt(min ) TYPE IA
TIM TYPE I
TIM REACH 1 [SHEET][SHALLOW]CCHANNEL] 1 .02 TYPE II
RAI REACH 2 [SHEET]CSHALLOW][CHANNEL] 24.69 TYPE IIA
ABS REACH 3 CSHEET][SHALLOW][CHANNEL] 0.00 TYPE 3
BAS REACH 4 CSHEET][SHALLOW][CHANNEL] 0.00 USER 1
STO REACH S [SHEET]CSHALLOW]CCHANNEL] 0.00 KC 7 DAY
CUSTOM
PER Tc , sum of travel times ( min ) . . . : 25.71
ARE
CN F10Key: QUIT FSKey: CLEAR 4cj T`
SUMMARY DATA
PEAK HYDROGRAPH TIME: 8.00 hrs
PEAK HYDROGRAPH FLOW: 3.4847 cfs
TOTAL HYDROGRAPH VOL: 1 .5081 ac-ft
HOME END F1 :Find F2 :New F3:Get F4:Tc-Calc FS:Delete
Pgup Pgdn F6:Compute F7: F8:Method F9:Template F10:Exit
File Basin Hydrograph Storage Discharge Level pool
3 5
SHEET FLOW CALCULATOR INITIAL 300 FEET
DES Mannings Sheet Flow. . . . . : 0.0110
ARE Flow Length ( ft ) . . . . . . . . : 60.00 HOICES
RAI 2 yr 24 hr rainfall ( in ) : 2.00
TIM Land Slope ( ft/ft ) . . . . . . : 0.0200
TIM COMPUTED TRAVEL TIME ( Min ) : 1 .02
RAI TYPICAL MANNINGS VALUES FOR INITIAL 300 FT A
ABS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . :
BAS Smooth Surfaces . 0.011
STO Fallow Fields of Loose Soil Surface. . . . . . . . . . . . . . 0.OS Y
Cultivated Soil with residue cover ( s<=0.2 ft/ft ) : 0.06
PER Cultivated Soil with residue cover ( s>0.2 ft/ft ) . : 0. 17
ARE Short prairie grass and lawns. . . . . . . . . . . . . . . . . . . . 0. 15
CN Dense grasses . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.24
Bermudagrass . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.41
Range ( natural ) . 0. 13
PEA Woods or forest with light underbrush. . . . . . . . . . . . : 0.40
PEA Woods or forest with dense underbrush. . . . . . . . . . . . : 0,80
TOT
F10Key: QUIT FSK.ey: CLEAR ete
Pg it
File Basin Hydrograph Storage Discharge Level pool
3 5
CHANNEL FLOW CALCULATOR
DES Flow Length ( ft ) . . . : 1325.00
ARE Land Slope ( ft/ft ) . : 0.0020
RAI Kc , Velocity Factor: 20.0
TIM COMPUTED TRAVEL TIME ( min ) : 24.69
TIM TYPICAL VELOCITY FACTOR VALUES
RAI
ABS Intermittent Flow - R=0.2
BAS Forested Swale w/ heavy ground litter ( n=0. 10 ) . . . . . . . . . . . . . . . . . : 5
STO Forested drainage course/ravine w/ defined channel bed ( n=0.50 ) : 10
Rock-lined ( n=0.03S ) . . . : 1S Grassed (n=0.030 ) . . . : 17
PER Earth-lined ( n=0.025 ) . . : 20 CMP pipe ( n=0.024 ). . : 21
ARE Concrete pipe (n=0.012 ) : 42 other. . . . . . . . . . : 0.508/n
CN Continous Flow - R=0.4
Meandering stream w/ some pools ( n=0.040 ) . . . . . . . . . . . . . . . . . . . . . . 20
Rock-lined stream ( n=0.035 ). . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23
PEA Grassed-lined stream ( n=0.030 ). 27
PEA Other streams , man-made channels and pipe. . . . . . . . . . . . . . . . . : 0.807/n
TOT
F10Key: QUIT FSKey: CLEAR
Pg
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KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
ABLE 3.5.2B SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS
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 EjC\S �
Mountain open areas: low growing brush and grasslands 74 82 89 92 Cc rL® S
Meadow or pasture: 65 78 85 89
Wood or forest land: undisturbed 42 64 76 81
Wood or forest land: young second growth or brush 55 72 81 86
Orchard: with cover crop 81 88 92 94
Open spaces, lawns, parks, golf courses, cemeteries,
landscaping. 0001,
good condition: grass cover on 75%
or more of the area 68 80 86 er+1�4
fair condition: grass cover on 50% �
to 75% of the area 77 85 90 92
Gravel roads and parking lots 76 85 89
Dirt roads and parking lots 72 82 87 9
Impervious surfaces, pavement, roofs, etc. 98 98 98 98 De12�0��
Open water bodies: lakes, wetlands, ponds, etc. 100 100 100 100
Single Family Residential (2) Cc"t 10 fl
Dwelling Unit/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 54
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.
3.51-3 I/90
III . REVISED DETENTION FACILITY
This report contains the approved open detention pond
calculation. Also included in the report is the sizing
calculation for the biofiltration swale. The open pond and
biofiltration swale were constructed in 1992 . Design
parameters used in sizing the open pond match the proposed
valley D.C. project.
REVISED DETENTION FACILITY
FOR
PUGET WESTERN, INC.
SOUTHWEST 27TH STREET & LIND AVENUE SOUTHWEST
BY
t BUSH,ROED & HITCHINGS, INC.
2009 MINOR AVENUE EAST
SEATTLE,WA 98102
(206) 323-4144
BRH JOB NO. 90341.09/ENG41B
OCTOBER 5, 1992
o �
teT6��' G4'
t ONAI.� �o-Ob112
ExMs 1211l g3
NARRATIVE
THIS REPORT IS A REVISION/ADDITION TO THE DETENTION CONCEPT FOR
THIS PROJECT. ORIGINALLY, ON-SITE DETENTION WAS BEING PROVIDED
BY A STRUCTURAL VAULT. IT CAN BE SHOWN THAT THE EXCAVATION
REQUIRED TO INSTALL THE MITIGATED WETLANDS WILL NOT ONLY PROVIDE
ADEQUATE DETENTION FOR SITE DEVELOPMENT BUT ALSO INCREASE THE
STORAGE VOLUME OF THE ENTIRE 100-YEAR FLOOD PLAIN. THE FOLLOWING
PAGES SHOW THE REQUIRED 100-YEAR ON-SITE VOLUME AND THE MITIGATED
WETLAND VOLUME PROVIDED. THE DIFFERENCE IS THE INCREASED VOLUME
IN THE FLOOD PLAIN, WHICH EQUATES TO A DECREASE IN THE FLOOD
PLAIN ELEVATION.
THE VOLUME ANALYSIS ASSUMED ELEVATION 9 . 0 AS THE LOWER LIMIT AND
ELEVATION 12 . 0 AS THE UPPER LIMIT. ELEVATION 9 . 0 WAS SELECTED
BECAUSE IT IS THE TOP OF DEAD STORAGE WITHIN THE MITIGATED WE-
TLAND. IT IS ALSO THE HIGHEST ELEVATION OF THE GROUND WATER
TABLE. ELEVATION 12 . 0 WAS SELECTED AS THE UPPER LIMIT BECAUSE
THE EXISTING GRADES WITHIN THE MITIGATED WETLAND ARE AT THIS
ELEVATION.. THEREFORE, ANY EXCAVATION BELOW ELEVATION 12 . 0 REPRE-
SENTS AN INCREASE IN STORAGE VOLUME. THERE WAS A SMALL AMOUNT OF
EXISTING STORAGE WITHIN THE MITIGATED AREA (12 , 500 CUBIC FEET)
WHICH WAS ACCOUNTED FOR IN THE ANALYSIS.
' THE ONLY REVISION FROM THE APPROVED PLANS WILL BE:
1. REMOVE THE DETENTION VAULT.
2 . A FLOW SPLITTER WILL BE REQUIRED AT THE JUNCTION TO THE
WETPOND.
3 . THE BIOFILTRATION SWALE WILL HAVE TO BE WIDER BECAUSE IT NOW
CONVEYS THE DEVELOPED FLOW.
4 . THE CONTROL STRUCTURE FOR STORMWATER DETENTION WILL BE MOVED
TO THE WETLAND OUTFALL PIPE.
PRELIMINARY SKETCHES AND CALCULATIONS ARE PROVIDED TO SHOW HOW
THESE ITEMS WILL BE RESOLVED.
90341. 09/ENG41B
2
r
File Basin Hydrograph Storage Discharge Level pool
3MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM8
3 INPUT , MODIFY OR BROWSE DATA 3
3 BASIN ID D100 SBUH HYDROGRAPH 3
3DESCRIPTION DEVELOP 100YR 24HR 3
3AREA (acres ) 22.000 RAINFALL CHOICES 3
3RAIN PRECIP ( in ) 3.90 1 . TYPE IA 3
3TIME INTERVAL(min ): 10.00 2. TYPE I 3
3TIME OF CONC (min ): 12.76 3. TYPE II 3
3RAINFALL SELECTION: 6 4. TYPE IIA 3
3ABSTRACT COEFF 0.20 S. TYPE 3 3
3BASE FLOW (cfs ) 0.000 6. USER 1 3
3STORM OUR ( hrs ) 24.000 7. KC 7 DAY 3
3 8. CUSTOM 3
3PERVIOUS PARCEL IMPERVIOUS PARCEL 3
3AREA: 3.300 acres AREA: 18.700 acres 3
3CN 90.00 CN 98.00 3
3 3
3 SUMMARY DATA 3
SPEAK HYDROGRAPH TIME: 8.00 hrs 3
3PEAK HYDROGRAPH FLOW: 18.7236 cfs 3
3TOTAL HYDROGRAPH VOL: 6.4886 ac-ft '4_ 3
3 HOME END F1 :Find F2:New F3:Get F4:Tc-Cale FS:Delete 3
3 Pgup Pgdn F6:Compute F7: F8:Method F9:Template F1O:Exit 3
TMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM>
File Basin Hydrograph Storage Discharge Level pool
3MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMB
3 INPUT , MODIFY OR BROWSE DATA 3
3 BASIN ID E100 SBUH HYDROGRAPH 3
3DESCRIPTION EXIST 1O0YR 24HR 3
3AREA (acres ) 22 .000 RAINFALL CHOICES 3
3RAIN PRECIP ( in ) 3. 90 1 . TYPE IA 3
3TIME INTERVAL(min ) : 10.00 2. TYPE I 3
3TIME OF CONC (min ) : 84.55 . TYPE II 3
3RAINFALL SELECTION: 6 4. TYPE IIA 3
3ABSTRACT COEFF 0.20 S. TYPE 3 3
3BASE FLOW (cfs ) 0.000 6. USER 1 3
3STORM DUR ( hrs ) 24.000 7. KC 7 DAY 3
3 8. CUSTOM 3
3PERVIOUS PARCEL IMPERVIOUS PARCEL 3
3AREA: 22.000 acres AREA: 0.000 acres
3CN 89.00 CN 98.00 3
J
3 SUMMARY DATA 3
3PEAK HYDROGRAPH TIME: 8. 17 hrs 3
3PEAK HYDROGRAPH FLOW: 6.9783 cfs 3
3TOTAL HYDROGRAPH VOL: 5.0O38 ac-ft 44 3
3 HOME END F1 :Find F2: ew F3:Get F4:Tc-Calc FS:Delete 3
3 Pgup Pgdn FG:Compute F7: FB:Method F9:Template F10:Exit 3
TMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM>
Rc. 3�FC) G.
BUSH,ROED&HITCHINGS,INC. JOB Py-r-er w>r� 01
CIVIL ENGINEERS &LAND SURVEYORS
2009 Minor Avenue East SHEET NO. of Z
Seattle,WA 98102 CALCULATED BY DATE
l� (206)323-4144
BRH (206)323-7135 * Fax CHECKED BY DATE
SCALE
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V EXI�Ti�(� �5TLWM VOLUME AF7WEEitJ 9 s/Z.
V6t, = VOLu44E F72 57rvc.l X,1,4rex (650004-p)
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CIVIL ENGINEERS &LAND SURVEYORS
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Seattle,WA 98102 CALCULATED BY DATE
(206)323-4144
RH (206)323-7135 Fax CHECKED BY DATE
SCALE
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CALCULATED BY DATE
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IV. VALLEY D.C. WETPOND AND BIOFILTRATION SWALE SIZING
The asphalt pavement area subject to vehicular traffic is
approximately 8 acres. A single building makes construction
of a separate roof drain conveyance system feasible. The roof
drain lines will be conveyed directly to the detention pond,
bypassing the wetpond and biofiltration swale. Therefore the
wetpond and biofiltration swale size can be reduced from what
was originally approved.
i
1
1
1
1
t
BRH Job No. : gS"LRQ, DO
Date: q 12 A
H Y D R 0 6 R A P H I N P U T W 0 R K S H E E T
Project :
Basin Identification (5 char ):
Description (30 char ): I ,? J� � • Z `�s2 /24R
Total Area: r/. 01
2,coo Precipitation:
2yr 'L C1 Syr 10yr 25yr 50yr 100yr
Hydrograph Numbers:
D, 101 kA, 2yr Syr 10yr 25yr 50yr 100yr
Time of Concentration:
length slope surface type 'In" value time
too. I '/o p D t 1
Total Travel Time:
Pervious Area: 4G ,
Land Use: �/>-c�SC-'
Soil Type: GJrOL\O.M 1,C. lr
Hydrologic Group:
Curve Number: O
HYD.INP
kOS 9/22/95 Bush , Road & Hitchings , Inc page i
PU6ET WESTERN RENTON SITE
BRH 495216
SEPT. 21 , 1995
=csaxsxasmaaxmaxsraaacsxxxx=xamasasxaascaxsamnaaasaasassssa:aammsasxa
BASIN SUMMARY
BASIN ID: 1 /302 NAME: 1 /3 DEV. 2YR/24HR (Pt-wq )
SBUH METHODOLOGY
TOTAL AREA. . . . . . . : 8.07 Acres BASEFLOWS: 0.00 cfs
RAINFALL TYPE. . . . : USER1 PERVIOUS AREA
PRECIPITATION. . . . : 0.67 inches AREA. . : 0.29 Acres
' TIME INTERVAL. . . . 10.00 min CN. . . . : 90.00
TIME OF CONC. . . 16.80 min IMPERVIOUS AREA
ABSTRACTION COEFF: 0.20 AREA. . : 7.78 Acres
CN. . . . . 98.00
' TcReach - Sheet L: 100.00 n5:0.0110 p2yr: 2.00 s :0.0150
TcReach - Channel 01700.00 kc:42.00 5:0.0020
PEAK RATE: 0.85 cfs VOL: 0.31 Ac-ft TIME: 480 min
kOS 9/22/95 Bush, Roed & Hitchings , Inc page 1
PUGET WESTERN RENTON SITE
BRH 495216
SEPT. 21 , 1995
x xsxxsrxx=ssszs=sx=xzrzxzzzaaaasrsrasaxx=sss=rzaaassesazsa=xxxsxxxxsx
BASIN RESULT SUMMARY
k.2S BASIN -----VOLUME---- -RATE- ----TIME----- Hydrograph
Area ID ---cf-- Ac-ft --cfs- -Min- hours Methodology
Acres
1 /3D2 13552 0.31 0.85 480 8.00 SBUH Method
' 8.07
BUSH,ROED&HITCHINGS,INC. JOB #-G`-7 2 t b h�J ctSz"r lACA4.4-111
CIVIL ENGINEERS&LAND SURVEYORS SHEET NO. OF
,.�. 2W9 Minor Avenue East
Seattle,WA 98102 CALCULATED BY ` DATE Z IZ1
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�u' (206)323-4144 CHECKED BY DATE
BRH (206)323-7135 -Fax
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' File Basin Hydrograph Storage Discharge Level pool
3
INPUT, MODIFY OR BROWSE DATA
BASIN ID b6 SCS UNIT HYDROGRAPH METHOD
DESCRIPTION 100 year developed
AREA (acres) 8.070 RAINFALL CHOICES
RAIN PRECIP (in) 3 .90 1. TYPE IA
TIME INTERVAL(min) : 10.00 2. TYPE I
TIME OF CONC (min) : 12.78 3 . TYPE II
RAINFALL SELECTION: 6 4. TYPE IIA
' ABSTRACT COEFF 0.20 5. TYPE 3
BASE FLOW (cfs) 0.000 6. USER 1
STORM DUR (hrs) 24.000 7. KC 7 DAY
8. CUSTOM
PERVIOUS PARCEL IMPERVIOUS PARCEL
AREA: 0.000 acres AREA: 8.070 acres
CN 80.00 CN 98.00
SUMMARY DATA
PEAK HYDROGRAPH TIME: 7.67 hrs
' PEAK HYDROGRAPH FLOW: 7.8172 cfs ---- Q �(So
TOTAL HYDROGRAPH VOL: 2.4684 ac-ft
t-►1 HOME END F1:Find F2:New F3 :Get F4:Tc-Calc FS:Delete
Pgup Pgdn F6:Compute F7: F8:Method F9:Template F10:Exit
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