2006 Drainage Calcs.pdfRESUB
AUG 2 3 2006
BUILDING DEPARTMENT
CITY OF EDMONDS
Drainage Calculations
FOR:
Norton Residence
806 Cary Road
Edmonds, WA 98020
G[Ji
F,
EXPIRES 9/5/
Prepared by: Julie Sandoz, E.I.T.
CG Engineering PLLC
August 22, 2006
CG Engineering Project No. 06094.20
PROJECT OVERVIEW:
The project is located at 806 Cary Road in Edmonds, Washington. The project site consists of a
trapezoidal shaped parcel encompassing approximately 1. 0 1 acres. Development on site will
consist of construction of a new single-family residence. A vicinity map and photographs are
included in Appendix A.
EXISTING CONDITIONS:
The existing project site is currently occupied by a single-family residence which is to remain.
The site drains to the east with an average slope of approximately 6.25 percent towards Shell
Creek. There is not an existing storm drainage system located in Cary Road. There is not an
existing detention system on site. All runoff is currently exiting the site via sheet flow to the east
and entering Shell Creek which flows to the north near the eastern property line. The pre -
developed flow rates for the 2-year, 1 0-year, and 1 00-year 24-hour storms are 0. 07, 0.14 and
0.32 cfs respectively.
DEVELOPED CONDITIONS:
The developed site will consist of a one-story single-family residence, which has a footprint of
approximately 0. 148 acres. The site is modeled with one basin, where storm water runoff is
generated mostly from the lawn areas and residences. Storm water runoff from these areas will
be captured and drained into a 4-foot diameter detention pipe located to the north of the proposed
residence. The runoff will pass through a flow control structure that will detain the developed
flows and limit the peak rate of runoff to 50 percent of the pre -developed condition 2-year, 24-
hour design storm, while maintaining the pre -developed condition peak runoff rate for the 10-
year, 24-hour and 100-year, 24-hour storms. See Appendix B for sizing calculations. After the
storm water has passed through the flow control structure, it will drain to a proposed dispersion
trench and will exit the site to the east via sheet flow towards Shell Creek
Other quality control requirements as specified in ECDC 18.30.060.B are as follows.
#2: Preservation of Natural Drainage Systems
The existing storm water currently drains via sheet flow to the east towards Shell Creek.
After development is completed storm water will be released from the detention tank and
overflow the dispersion trench and drain in its natural flow path towards Shell Creek.
#3: Source Control of Pollution:
Storm water being detained is from the roof, pavement and landscaped areas, where
pollution sources are not very common. The main source for pollutants may come from the
new catch basin that is to be installed in the existing asphalt driveway. A turned down
"tee" will be installed to minimize the amount of oils and greases entering the detention
tank.
#4: Runoff Treatment BMPs:
Only 3, 100 square feet of pavement is contributing runoff to the detention system and is
considered to be insignificant.
#5: Wetlands:
There is an existing wetland near the eastern property line. Storm water is discharged per
City of Edmonds Development Code 18.30.060 1-b. There are no proposed structures or
drainage facilities within the wetland. All storm water on -site entering the wetland will
enter via sheet flow. There is an existing 6" diameter storm drain that appears to be
contributing runoff to the wetland from the neighboring properties to north and the south.
#6: Water Quality Sensitive Areas:
Shell Creek is located near the eastern property line. The amount of pollution generating
impervious surfacing is considered negligible. The minimum requirements have provided
adequate protection of the water quality sensitive area.
#7: Off -Site Analysis and Mitigation:
Existing storm water from this site is currently exiting the site via sheet flow to the east and
entering Shell Creek which flows to the north near the eastern property line. The proposed
development should not increase sedimentation and stream bank erosion, or violate water
quality standards.
#8: Basin Planning:
The project is modeled with one basin and is located in the Shell Creek Basin.
#9: Operation and Maintenance:
Operation and Maintenance will be the responsibility of the owner.
#10: Financial Liability:
Required performance bonds will be provided as necessary.
EROSION AND SEDIMENT CONTROL:
Clearing limits are delineated on the final engineering plans and will be flagged in the field prior
to the start of construction. A filter fabric fence will be installed around the entire downhill
perimeter of the site along the property lines. The filter fabric fence will be checked periodically
during the wet season. It will be inspected during and after any heavy rainfall. Damage will be
repaired prior to leaving the site.
The fence shall be removed within 30 days after the site has been stabilized. Any disturbed areas
resulting from construction or removal of the erosion control measure shall be stabilized. If
possible, the clearing and land alteration work will be scheduled in the dry season. Trapped
sediment will be removed or stabilized on site.
The existing gravel driveway will be used as a construction entrance prior to any clearing for the
new single-family residence to minimize truck tire soil tracking. If construction vehicles
transport soil and/or debris onto road surfaces, the roads shall be cleaned thoroughly at the end of
the day. Sediment shall be removed by shoveling and sweeping and transported to a controlled
sediment disposal area. Street washing shall be allowed only after sediment is removed in this
manner.
APPENDIX A
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Norton Residence
CG Engineering Project # 06094.20
May 22, 2006
Page 1
Photo 1:
Existing house &
driveway
Photo 2:
Existing gravel/grass
driveway
-Phato-3: -
Looking west
Norton Residence May 22, 2006
CG Engineering Project # 06094.20 Page I
Photo 4:
Looking south
Photo 5:
Existing building to be removed
and lawn. Looking northwest
APPENDIX B
Detention Volume Calculation Worksheet
for Norton Residence in Edmonds, WA
Basis for the design on the DOE Standards for Detention of matching of the existing 1/22yr., I Oyr.
& I 00-yr. storm release rates.
Use King County HYD program for Detention Calculations
Soil Type: Alderwood Type — 46C5�
Total Area: 1. 0 1 acres
Predevelopment :
Pervious Area = 0.946 acres with CN = 85
Impervious Area = 0.064 acres with CN = 98
Travel Time (Tt) = 24 min.
Pro -posed development :
Pervious Area = 0.862 acres with CN = 86
Impervious Area = 0. 148 acres witli CN = 98
Travel Time (Tt) = 10 min.
Storm for Area: 24 hour Type IA (Edmonds, WA)
,)-Vr I 0-Vr. I 00--Nr.
±:L--
1.5 in. 2.0 in. 3.0 in.
Calculated Storms Volumes for Norton Residence
Storm
Predeveloped
Developed (cfs) Target (cfs) Actual (cfs)
PK Stageft)
Volume (cli. ft.)
2-year
0.07
0.13 0.035 0.04
2.14
400
1 0-year
0.14
0.23 0.14 0.15
2.45
480
1 00-year
0.32
0.45 0.32 0.32
3.99
740
Orifice:
Bottom:
0.80 inches @ H = 0.00 ft
Top:
2.76 inches @ H = 2. 10 ft
Required Storage = 749 Cu. Ft.
Provided Length of pipe = 57 Lin. Ft.
Volume provided by 48" Diameter pipe = 715 Cu. Ft
Volume provided in 4.35' C.B. = 50 Cu. Ft.
Volumne provided in 2' transfer pipe = 6 ft
Volume provided in Pipe and C.B. = 771 Cu. Ft.
--City of Edmonds CG # 06094.20
-- -- - ---------- -- ----- --- -- -- ----------
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Description A, Ai 0 (+c, C- CALL's.
0 L
Checked
Date
0
ENGINrECERING
Scale
Sheet No.
250 4th Ave. South
ProJect C) IZ-V -Ij yt�5-
Job No.
Suite 200
Edmon&, WA 98020
0 1,0
STORMWATZR MANAGE24ENT MANUAL FOR THE PUGET SOUND BASIN
Table 111-1.4 -n" AND "k" Values Used in Time Calculations for HydrOgraphs
"n," Sheet Flow Equation Manning's Values (for the initial 300 ft. of travel)
n,
Smooth surTa-ce-s concrete, asphaic, gr4ve-L, or bare hand packed
sail)
0.011
Fallow fields or loose soil surface (no residue)
Cultivated soil with residue
0.0s
cover (3:5 0.20 ft/ft)
Cultivated soil with residue cover (8> 0.20 ft/ft)
0.06
Short pr&Jxla grass and lawns
0.17
Dense grasses
0-15
Bermuda grass
19-p-
Range (natural)
Woods or forest with light underbrush
0.13
Woods or forest with dense underbrush
0.40
0.80
-manning values for iK`eQt flow only, from Overton and Meadows l976_(S_e_,9_T_R-_55_,-j_q-86)
"k" Values Used in Travel Time/Time of Concentration Calculations
Shallow Concentrated Flow (After the initial 300 ft. of sheet flow, R = 0.1)
k,
1. Forest with 'Seavy ground litter and meadows (n = 0.1o)
2. Brushy
3
ground with some trees (n = 0.060)
3.
Fallow or minimum tillage cultivation (n = 0.040)
4. High
5
a
grass (n = 0.035)
S. Short grass, pasture and lawns (n = 0.030)
6.
9
Nearly bare ground (a = 0.25)
11
7. Paved and gravel areas (n = 0.012)
13
27
Channel Flow (intermittent) (At the beginning of visible channels R = 0.2) ka
1. Forested GwT18 with heavy ground 1-itter (n = 0.10)
2. Forested drainage course/ravine with defined channel bed (n = o.oso) io
3. Rack -lined waterway (n - 0.03S)
4. Grassed waterway (n - 0.03o) is
S. Earth -lined waterway (n - 0.02s) 17
6. CXP pipe (n - 0.024) 20
7. Concrete pipe (0.012) 21
8- Other waterways and Pipe O-SC8/n 42
Channel Flow (Continuous stream, R = 0.4)
k.
1
9.
10.
Meand-ering stream with
Rock -lined
some pools (n = 0 .040)
0
stream (n
0.035)
11.
Grass -lined stream (n
0.030)
23
12.
Other streams, man-made
channels and pipe 0.807/n*
27
171-1 -7 6 FEBRUARY, 1992
STORMWATER. MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN
Table 111-1.3 SCS western Washington Runoff Curve Numbers
(Published by SCS in 1982) Runoff curve numbers for selected agricultural,
suburban and urban
1 areq ii asa fny- 'rlrns- I ik �m ; _-P� 1 1 A ; .4. — ' '1+- 4 __ I A—$-- A
LAND
USE DESCRIPTION
CURVE
NUMBERS BY
HYD ROLOGIC
SOIL GROUP
A
B
C D
Cultivated land(l):
winter condition
86
91
—
94 95
Mountain open areas:
low growing brush Q grasslands
74
82
89--, 92
Meadow or pasture:
65
78
89
Wood or forest land:.
undisturbed
42
64
76 81
Wood or forest land:
young second growth or brush
ss
72
81 86
Orchard:
with cover crop -
81
88
92 94
Open spaces, lawns,
parks, golf courses, cemeteries,
landscaping.
Good condition:
grass cover an �:7S% of the
68
80
90
(0)
area
Fair condition:
grass cover on 50-75% of
77
85
90 92
the area
Gravel roads a parking
lots:
76
as
89 91
D�Jrrt roads & parking
lots:
72
82
a7__ 89
Impervious surfaces,
pavement, roofs etc.
98
98
(2w 98
Oren water bodies:
lakes, wetlands, ponds etc-
100
100
100 100
Single family residential(2):
Dwelling Unit/Gross
Acre %Impervlous(3)
Separate
curve number
1-0 DU/GA
is
shall
be
selected for
1.5 DU/GA
20
pervious
& impervious
2.0 DU/GA
25
portions
of the site
2.5 DU/GA
30
or basin
3.0 DU/GA
34
3.5 DU/GA
38
4.0 DU/GA
42
4.5 DU/GA
46
5.0 DU/GA
48
5.5 DU`/GA
so
6.0 DTJ/GA
S2
6.S DU/GA
54
7.0 DU/GA
56
PUD's, condos, apartments, %impervious
commercial businesses must be
industrial areas-
computed
(1) For a more detailed description of agricultural land use curve numbers refe=
to National Engineering Handbook, Sec. 4, Hydrology, Chapter 9, August 1972-
(2) Assumes roof and driveway runoff is directed into street/storm systam.
(3) The remaining pervious areas (lawn) are considered to be in good
condition for these curve numbers.
111-1-12 FEBRU;�RY, 1992-
Time of Concentration ( T, EAsting Conditions
for: Edmonds, WA
Sheet Flow Sezment 1 (For the initial 300 feet)
L = 230 ft
N, = 0.24 Lawn
P2 = 1.50 in 2-year
so = 0.074 ft/ft
Tt = 24.09 niin
Shallow Concentrated Flow Seginent 2 (After the initial 300 feet)
L 0 ft
K 3 Wooded
so 0.032 ft/ft
Vo 0.53 ft / see
Tt 0.00 min
Total 24.09 min
Use 24.00 min
Time of Concentration By ims DWa 7/19/2006
0 ChU Daic
ENGINEeRING Existing Conditions
Shcallo.
250 4th Ave. South N.T.S.
Suite 200 lob Nm
Edmonds, WA 98020 FNorton Residence 06094.20
Nortonreport.txt
KING COUNTY DEPARTMENT OF PUBLIC WORKS
surface water management DiVision
HYDROGRAPH PROGRAMS
Version 4.21B
1
- INFO ON THIS PROGRAM
2
- SBUHYD
3
- MODIFIED SBUHYD
4
- ROUTE
5
- ROUTE2
6
- ADDHYD
7
- BASEFLOW
8
- PLOTHYD
9
- DATA
10
- RDFAC
11
- RETURN TO DOS
ENTER OPTION:
SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH
STORM OPTIONS:
1 - S.C.S. TYPE-lA
2 - 7-DAY DESIGN STORM
3 - STORM DATA FILE
SPECIFY STORM OPTION:
S.C.S. TYPE-lA RAINFALL DISTRIBUTION
ENTER: FREQ(YEAR), DURATION(HOUR), PRECIPCINCHES)
----------------------------------------------------------------------
S.C.S. TYPE-lA DISTRIBUTION
2-YEAR 24-HOUR STORM **** 1.50" TOTAL PRECIP.
----------------------------------------------------------------------
ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
1.0 .946 85.0 .064 98.0 24.0
PEAK-Q(.CFS) T-PEAK(HRS) VOL(CU-FT)
7.83 1842
ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
FILE ALREADY EXIST; OVERWRITE (Y or N) ?
SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP
STORM OPTIONS:
Page 1
Nortonreport.txt
1 - S.C.S. TYPE-lA
2 - 7-DAY DESIGN STORM
3 - STORM DATA FILE
SPECIFY STORM OPTION:
S.C.S. TYPE-lA RAINFALL DISTRIBUTION
ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES)
----------------------------------------------------------------------
S.C.S. TYPE-lA DISTRIBUTION
10-YEAR 24-HOUR STORM **** 2.00" TOTAL PRECIP.
----------------------------------------------------------------------
ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
1.0 .946 85.0 .064 98.0 24.0
PEAK-Q,�G_FS) T-PEAK(HRS) VOL(CU-FT)
7.83 3127
ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
FILE ALREADY EXIST; OVERWRITE (Y or N) ?
SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP
STORM OPTIONS:
1 - S.C.S. TYPE-lA
2 - 7-DAY DESIGN STORM
3 - STORM DATA FILE
SPECIFY STORM OPTION:
S.C.S. TYPE-lA RAINFALL DISTRIBUTION
ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES)
----------------------------------------------------------------------
S.C.S. TYPE-lA DISTRIBUTION
100-YEAR 24-HOUR STORM **** 3.00" TOTAL PRECIP.
----------------------------------------------------------------------
ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1
DATA PRINT-OUT:
AREACACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
1.0 .946 85.0 .064 98.0 24.0
PEAK-qf,CFS) T-PEAK(HRS) VOL(CU-FT)
(3�) 7.83 6071
ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
FILE ALREADY EXIST; OVERWRITE (Y or N) ?
SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP
STORM OPTIONS:
1 - S.C.S. TYPE-lA
Page 2
Nortonreport.txt
2 - 7-DAY DESIGN STORM
3 - STORM DATA FILE
SPECIFY STORM OPTION:
S.C.S. TYPEAA RAINFALL DISTRIBUTION
ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES)
----------------------------------------------------------------------
S.C.S. TYPEAA DISTRIBUTION
2-YEAR 24-HOUR STORM **** 1.50- TOTAL PRECIP.
----------------------------------------------------------------------
ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
1.0 .862 86.0 .148 98.0 10.0
PEAK-OCCFS) T-PEAK(HRS) VOL(CU-FT)
7.83 2226
ENTER [d:][path]filename[.eXt] FOR ST004GE OF COMPUTED HYDROGRAPH:
FILE ALREADY EXIST; OVERWRITE (Y or N) ?
SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP
STORM OPTIONS:
1 - S.C.S. TYPEAA
2 - 7-DAY DESIGN STORM
3 - STORM DATA FILE
SPECIFY STORM OPTION:
S.C.S. TYPEAA RAINFALL DISTRIBUTION
ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES)
----------------------------------------------------------------------
S.C.S. TYPEAA DISTRIBUTION
10-YEAR 24-HOUR STORM **** 2.00- TOTAL PRECIP.
----------------------------------------------------------------------
ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
1.0 .862 86.0 .148 98.0 10.0
PEAK-QCFS) T-PEAK(HRS) VOL(CU-FT)
(21) 7.83 3607
ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
FILE ALREADY EXIST; OVERWRITE (Y or N) ?
SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP
STORM OPTIONS:
1 - S.C.S. TYPEAA
2 - 7-DAY DESIGN STORM
Page 3
Nortonreport.txt
3 - STORM DATA FILE
SPECIFY STORM OPTION:
S.C.S. TYPE-lA RAINFALL DISTRIBUTION
ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES)
----------------------------------------------------------------------
S.C.S. TYPE-lA DISTRIBUTION
100-YEAR 24-HOUR STORM **** 3.00" TOTAL PRECIP.
----------------------------------------------------------------------
ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES)
A CN A CN
1.0 .862 86.0 .148 98.0 10.0
PEAK-Q FS) T-PEAK(HRS) VOL(CU-FT)
& 7.83 6684
ENTER [d:][path]filename[.eXt] FOR STORAGE OF COMPUTED HYDROGRAPH:
FILE ALREADY EXIST; OVERWRITE CY or N) ?
SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP
----------------------------------------------------------------------
KING COUNTY DEPARTMENT OF PUBLIC WORKS
surface water management DiVision
HYDROGRAPH PROGRAMS
Version 4.21B
1
- INFO ON THIS PROGRAM
2
- SBUHYD
3
- MODIFIED SBUHYD
4
- ROUTE
5
- ROUTE2
6
- ADDHYD
7
- BASEFLOW
8
- PLOTHYD
9
- DATA
10
- RDFAC
11
- RETURN TO DOS
ENTER OPTION:
R/D FACILITY DESIGN ROUTINE
SPECIFY TYPE OF R/D FACILITY:
1 - POND 4 - INFILTRATION POND
2 - TANK 5 - INFILTRATION TANK
3 - VAULT 6 - GRAVEL TRENCH/BED
Page 4
Nortonreport.txt
ENTER: TANK DIAMETER (ft), EFFECTIVE STORAGE DEPTH (ft)
ENTER [d:][path]filename[.ext] OF PRIMARY DESIGN INFLOW HYDROGRAPH:
PRIMARY DESIGN INFLOW PEAK = .45 CFS
ENTER PRIMARY DESIGN RELEASE RATE(CfS):
ENTER NUMBER OF INFLOW HYDROGRAPHS TO BE TESTED FOR PERFORMANCE (5 MAXIMUM):
ENTER [d:][path]filename[.ext] OF HYDROGRAPH 1:
ENTER TARGET RELEASE RATECCfS):
ENTER [d:][path]filename[.ext] OF HYDROGRAPH 2:
ENTER TARGET RELEASE RATE(CfS):
ENTER [d:][path]filename[.ext] OF HYDROGRAPH 3:
ENTER TARGET RELEASE RATE(CfS):
ENTER: NUMBER OF ORIFICES, RISER-HEAD(ft), RISER-DIAMETER(in)
RISER OVERFLOW DEPTH FOR PRIMARY PEAK INFLOW .13 F-r
SPECIFY ITERATION DISPLAY: Y - YES, N - NO
SPECIFY: R - REVIEW/REVISE INPUT, C - CONTINUE
SUMMARY OF INPUT ITEMS
1) TYPE OF FACILITY: TANK
2) TANK DIAMETER(ft), STORAGE DEPTH(ft):
3) VERTICAL PERMEABILITY(min/in): .00
4) PRIMARY DESIGN HYDROGRAPH FILENAME:
5) PRIMARY RELEASE RATE(CfS): .32
6) NUMBER OF TEST HYDROGRAPHS: 3
TEST HYD 1 FILENAME: N2.d
TEST HYD 2 FILENAME: Nl0.d
TEST HYD 3 FILENAME: N10O.d
4.00, 4.00
N100. d
TARGET RELEASE(CfS): .04
TARGET RELEASE(CfS): .14
TARGET RELEASE(CfS): .32
7) NUMBER -OF -ORIFICES, RISER-HEAD(ft), RISER-DIAM(in): 2, 4.00, 12
8) ITERATION DISPLAY: NO
SUMMARY OF INPUT ITEMS
1) TYPE OF FACILITY: TANK
2) TANK DIAMETER(ft), STORAGE DEPTH(ft): 4.00, 4.00
3) VERTICAL PERMEABILITY(min/in): .00
4) PRIMARY DESIGN HYDROGRAPH FILENAME: N10O.d
5) PRIMARY RELEASE RATE(CfS): .32
Page 5
6) NUMBER OF TEST HYDROGRAPHS: 3
TEST HYD 1 FILENAME: N2.d
TEST HYD 2 FILENAME: N10.d
TEST HYD 3 FILENAME: N10O.d
Nortonreport.txt
TARGET RELEASE(CfS): .04
TARGET RELEASE(CfS): .14
TARGET RELEASE(CfS): .32
7) NUMBER -OF -ORIFICES, RISER-HEAD(ft), RISER-DIAM(in): 2, 4.00, 12
8) ITERATION DISPLAY: NO
ENTER ITEM NUMBER TO BE REVISED (ENTER ZERO IF NO REVISIONS ARE REQUIRED):
ENTER: NUMBER
OF ORIFICES, RISER-HEAD(ft), RISER-DIAMETER(in)
RISER OVERFLOW
DEPTH FOR PRIMARY PEAK INFLOW
.13 FT
SPECIFY: R -
REVIEW/REVISE INPUT, C - CONTINUE
INITIAL STORAGE
VALUE FOR ITERATION PURPOSES:
1689 CU-FT
BOTTOM ORIFICE:
ENTER Q-MAX(CfS)
DIA.= .80 INCHES
TOP ORIFICE:
ENTER HEIGHT(ft)
DIA.= 2.76 INCHES
PERFORMANCE:
INFLOW TARGET -OUTFLOW ACTUAL -OUTFLOW
PK-STAGE
STORAGE
DESIGN HYD:
.45 .32
.32
3.99
749
TEST HYD 1:
.13 .04
.04
2.14
400
TEST HYD 2:
.23 .14
.15
2.45
480
TEST HYD 3:
.45 .32
.32
3.99
740
SPECIFY: D -
DOCUMENT, R - REVISE, A ADJUST
ORIF,
E - ENLARGE,
S - STOP
PERFORMANCE:
INFLOW TARGET -OUTFLOW ACTUAL -OUTFLOW
PK-STAGE
STORAGE
DESIGN HYD:
.45 .32
.32
3.99
749
TEST HYD 1:
.13 .04
.04
2.14
400
TEST HYD 2:
.23 .14
.15
2.45
480
TEST HYD 3:
.45 .32
.32
3.99
740
STRUCTURE DATA: R/D TANK (FLAT GRADE)
RISER -HEAD TANK-DIAM STOR-DEPTH TANK -LE
4.00 Fr U�ffj 4. 00 FT- 7 FT
DOUBLE ORIFICE RESTRICTOR: DIA(INCHES) HT(FEET)
BOTTOM ORIFICE: .00
TOP ORIFICE: L2.76-i 2.10
ROUTING DATA:
STAGE(FT)
.00
.40
.80
1.20
1.60
2.00
2.10
2.40
2.80
3.20
3.60
DISCHARGE(CFS)
.00
.01
.02
.02
.02
.02
.03
.14
.20
.25
.29
STORAGE(CU-Fr)
.0
39.0
106.8
189.3
280.2
375.0
398.9
469.9
560.8
643.3
Page 6
STORAGE -VOLUME
749 cu-Fr
Q-MAX(CFS)
.035
.285
PERM-AREA(SQ-FF)
.0
.0
.0
.0
.0
.0
.0
.0
.0
.0
. - �14
APPENDIX C