HomeMy WebLinkAboutDrainage Calculations
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Drainage
Calculations
PROJECT:
HEART HOSPITAL
Meridian Street & 106lh
Carmel, Indiana
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PREPARED FOR:
REI Investments, Inc.
11711 North Pennsylvania St., Suite 200
Carmel, Indiana 46032
(317) 573-6050
DATE: 03-15-01
DESIGNER: Brian J. Holzhausen
CHECKED BY: Robert L. Doster, P.E.
JOB NUMBER: 521.009
The Schneider Corporation
8901 Otis Avenue
Indianapolis, Indiana 46216-1037
317-826-7100
317-826-7200 Fax
5:\521 \009\009\d rainage \Drain rep.doc
March 15,2001
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PROJECT CRITERIA
DESIGN CRITERIA
These drainage calculations are based on given data and design criteria as
follows:
Site location:
This project is located at the southwest intersection of U.S. 31 and 106th Street in
the Northwest Quarter of Section 11, Township 17 North, Range 3 East, Clay
Township, Hamilton County, Indiana.
Terrain and existing ground condition:
Approximately 80 percent of the site is relatively flat with a maximum relief of 7
feet. A ravine exists on the northern portion of the property. The ravine breaks
at approximately 840 ft. amsl, with a minimum bottom elevation of 829 ft. amsl.
Adjoining land conditions:
North: Commercial
South: Commercial
East: Commercial
West: Residential
Soil types:
Soils maps from the United States Department of Agriculture, Soil Conservation
Service identify Crosby~'8rookstOfl,";Mi:iml;cahdShoalssoiIS" atthesite<~. 'Crosby:
(CrA)is associated with deep, somewhat poorly drained soil with slow ..
permeability. Brookston (Br) is associated with deep, very poorly drained,
moderately permeable soils. Miami (MmB and MmD) soils are deep, well
drained soils with moderate permeability. Shoals (Sh) soils are deep, somewhat
poorly drained soils with moderate permeability.
Design storm frequency:
The storm sewers are designed for a 1 O-year storm event.
The detention areas are designed for a 1 DO-year storm event.
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REFERENCES
Data and design methods are based on the following references:
1. Hamilton County Soils Survey
2. HERPICC Stormwater Drainage Manual, Purdue Research Foundation,
Revised July 1994.
3. 210-VI-TR-55, Second Ed., June 1986
4. ICPR 2.20 Pond Modeling Program by Streamline Technologies, Inc.
OVERALL WATERSHED
Williams Creek
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EXISTING
EXISTING SITE DATA
The existing drainage pattern for this site is comprised of onsite and offsite
drainage basins. The site drains North into an existing ravine located at the north end of
the site. A small portion of the site drains into a right-of-way ditch adjacent to u.s. 31
(Meridian Street) and drains North into the existing ravine. The ravine is drained by an
existing pipe that runs West beneath Illinois Street and outlets into a right-of-way ditch
adjacent to 106th Street, where it continues Westward towards Williams Creek. The
remaining portion of the site drains into Illinois Street where it is collected by an existing
storm sewer system and carried off site towards Williams Creek.
The existing watershed area "Exist" is approximately 11.80 acres. The basin
area is currently pervious with no existing paved or impervious areas.
Attached is the existing subarea watershed map. A soils map and flood data of
the proposed site and surrounding areas are also included in the Exhibits section of this
report.
Following are the existing basin runoffrestilts~ The input for the model is included
in the Appendix of this report.
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Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20)
Copyright 1995, Streamline Technologies, Inc.
MERIDIAN POINTE
EXISTING 10 YEAR STORM EVENT
521.006 3-15-01
********** Basin Results Comparisons ****************************
Simulation Name Time Max Flow Max
(hrs) (ds)
Runoff Volume Runoff Volume
(in) (d)
*** Basin Name: EXIST
EX10Y24 12.43 /13.03 i 1.81 77679
EX10Y12 6.48 11.70 1.37 58563
EX10Y6 3.55 10.18 1.04 44354
*** Basin Name: DVLPD
EX10Y24 12.09 46.20 3.41 166250
EX10Y12 6.13 52.13 2.83 137859
EX10Y6 3.16 53.64 2.37 115336
[1]
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LAKE STORAGE AND
DISCHARGE CALCULATIONS
PROPOSED SITE DATA
The proposed site drainage patterns are overland flow from grass, paved, and
building areas. A storm sewer collection system consisting of inlets and pipes deposits
the collected water into a detention pond located to the West across Illinois Street. The
detention pond outlets into a right-of-way ditch which drains into the Williams Creek
basin. Drainage on the adjacent properties surrounding this site flow away from this site
via sheet drainage and various storm sewers. Stormwater from U.S. 31 drains to the
adjacent right-of-way ditch where it enters the pro~osed storm sewer and outlets West
into the right-of-way ditch located adjacent to 106t Street.
DESIGN SUMMARY
Using the SCS Type II Method, the detention pond was sized to detain the 100-
year storm event while releasinguarorbelowtheexisting1;O~yearstorm event. In ."'
addition, the detention pond and its. outlet have.been.designed.to determine the
proposed 2-year and 1 Q-year storm events and release at or below the respective
existing 2-year and 1 O-year storm events.
Attached are the proposed sub-area watersheds.
Following are results for the detention model. The input for the model is included
in the Appendix of this report.
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Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20)
Copyright 1995, Streamline Technologies, Inc.
[1J
MERIDIAN POINTE
DEVELOPED 100 YEAR STORM EVENT
521.006 3-15-01
**********
Node Maximum Comparisons *******************************************************************************
(Time units - hours)
Sim Max Time Max Stage Warning Max Del ta Max Surface Max Time Max Inflow Max Time Max Outflow
Name Conditions (ft) Stage (ft) Stage (ft) Area (sf) Inflow (cfs) Out fl ow (cfs)
-------------------------------------------------------------------------------------------------------------------
*** Node Name: BDRY Group: DVLPD
DV100Y24 0.00 825.00 826.00 0.0000 0.00 12.58 12.39 0.00 0.00
DV100Y12 0.00 825.00 826.00 0.0000 0.00 6.70 12.36 0.00 0.00
DV100Y6H 0.00 825.00 826.00 0.0000 0.00 3.73 12.26 0.00 0.00
*** Node Name: POND Group: DVLPD
DV100Y24 12.58 1836.861 838.00 0.0500 33245.10 12.08 65.66 12.58 12.39
DV100Y12 6.70 836.82 838.00 0.0100 33169.22 6.25 59.45 6.70 12.36
DV100Y6H 3.73 836.67 838.00 0.0100 32902. 13 3.25 71.92 3.73 12.26
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STORM SEWER
FLOW TABULATION
PROPOSED SITE OAT A
In the proposed scenario, 16 inlets collect water trom 16 separate sub-basins.
Each inlet collects water trom its respectively numbered basin. Water at upstream
locations is collected by a storm sewer system comprised ot three main branches. The
water collected by all branches is then channeled to manhole #611. From Structure
#611, the water is piped Northwest and outlets into the proposed detention pond.
Water collected by the right-ot-way ditch adjacent to U.S. 31 enters the proposed end
section #119 and is piped by the proposed 24" pipe to join the existing storm sewer
which outlets into the right-ot-way ditch adjacent to 106th Street.
DESIGN SUMMARY
The onsite storm sewer system is designed to convey the proRosed 10-yearflow.
The rational method was'use-d'tcr determine pipe sizestor'the proposed storm sewer
servicing the proposed development............
The proposed pipe that will collect water trom the U.S. 31 right-ot-way ditch
basin (end section #641 connecting to Existing Structure #641) was determined to be
24" using the Rational Method.. The proposed pipe will t4e into the existing sewer.
The following consists of the design data and calculations for the storm sewer
system, and drainage maps illustrating the basins tor the storm sewer system.
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STORM SEWER DESIGN CALCULATIONS
-PIPE DESIGN-
PROJECT: Heart Hospital STORM: 10 Year
JOB#: 521.009 COMPUTED BY: BJH
DATE: 3/15/01 SHEET NO.:
STRUCTURE DESIGN CAP.
FROM TO Q L DIA. SLOPE Q VEL. RIM ELEV. INVERT ELEV. COVER
(cfs) (ft) (in) % (cfs) (tUs) UP DOWN UP DOWN (ft)
637 636 2.05 97 12 0.40 2.27 2.89 844.40 845.40 841.80 841.41 1.43
636 635 2.81 107 12 0.70 3.00 3.82 845.40 844.80 841.41 840.66 2.82
635 634 3.86 170 15 0.40 4.11 3.35 844.80 844.00 840.41 839.73 2.97
634 633 7.31 174 18 0.50 7.47 4.23 844.00 844.65 839.48 838.61 2.83
633 632 15.29 211 24 0.50 16.10 5.12 844.65 845.20 838.11 837.06 4.31
632 631 20.23 130 24 0.90 21.60 6.87 845.20 843.15 837.06 835.89 5.91
631 630 23.82 52 30 0.40 26.11 5.32 843.15 840.70 835.39 835.18 4.97
630 611 24.16 219 30 0.40 26.11 5.32 840.70 839.80 835.18 834.30 2.73
623 622 1.94 259 12 0.40 2.27 2.89 843.35 843.35 840.40 839.36 1.78
622 621 6.02 326 18 0.50 7.47 4.23 843.35 841.00 838.86 837.23 2.80
621 620 9.28 116 21 0.50 11.27 4.69 841.00 840.80 836.98 836.40 2.06
620 611 12.93 86 24 0.50 16.10 5.12 840.80 839.80 836.15 835.72 2.42
614 613 2.20 110 12 0.40 2.27 2.89 839.40 839.20 836.60 836.16 1.63
613 612 4.32 85 15 0.50 4.60 3.75 839.20 838.20 835.91 835.49 1.87
612 611 5.72 191 24 0.12 7.89 2.51 838.20 839.80 834.74 X 834.51 1.24
611 610 42.75 146 36 0.55 49.78 7.04 839.80 #N/A 833.80 833.00 2.67
833 CO ~JP
641 640 20.77 340 24 1.54 28.25 8.99 833.80 #N/A 833.80 828.56 -2.23
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STORM SEWER DESIGN CALCULATIONS
-RATIONAL METHOD-
I PROJECT: Heart Hospital STORM: 10 Year
JOB#: 521.009 COMPUTED BY: BJH
DATE: 3115101 SHEET NO.:
STRUCTURE BASINS COMPOSITE BASINS TRAVEL
FROM TO BASIN c A c*A Tc I Q SUM Tc I Q TIME
# (acres) (min) (inlhr) (cfs) (c*A) (min) (inlhr) (cfs) (min)
637 636 637 0.85 0.36 0.31 6 6.61 2.05 0.31 6 6.61 2.05 0.02
636 635 636 0.85 0.14 0.11 5 6.98 0.80 0.42 6 6.61 2.81 0.02
635 634 635 0.85 0.19 0.16 5 6.98 1.10 0.58 6 6.61 3.86 0.02
634 633 634 0.85 0.61 0.52 5 6.98 3.65 1.11 6 6.61 7.31 0.02
633 632 633 0.85 1.42 1.21 5 6.98 8.43 2.31 6 6.61 15.29 0.03
632 631 632 0.85 1.07 0.91 5 6.98 6.35 3.22 7 6.28 20.23 0.04
631 630 631 0.85 0.67 0.57 5 6.98 3.99 3.79 7 6.28 23.82 0.03
630 611 630 0.85 0.06 0.05 5 6.98 0.38 3.85 7 6.28 24.16 0.03
623 622 623 0.85 0.40 0.34 9 5.72 1.94 0.34 9 5.72 1.94 0.02
622 621 622 0.85 0.84 0.71 5 6.98 4.99 1.05 9 5.72 6.02 0.02
621 620 621 0.85 0.67 0.57 5 6.98 3.98 1.62 9 5.72 9.28 0.03
620 619 620 0.85 0.75 0.64 5 6.98 4.46 2.26 9 5.72 12.93 0.03
614 613 614 0.85 0.37 0.32 5 6.98 2.20 0.32 5 6.98 2.20 0.02
613 612 613 0.85 0.36 0.30 5 6.98 2.12 0.62 5 6.98 4.32 0.02
612 611 612 0.85 0.23 0.20 5 6.98 1.39 0.82 5 6.98 5.72 0.01
611 610 611 0.85 0.65 0.55 5 6.98 3.84 7.47 9 5.72 42.75 0.04
641 640 641 0.70 8.40 5.88 24 3.53 20.77 5.88 24 3.53 20.77 0.05
CJCJCJEJt:=Jt:=JCJCJCJCJr::=JCJCJCJCJr:=JCJE=:JCJ
Time of Concentration Worksheet PROJECT: Heart Hospital
Based on TR-55 JOB #: 521.009
Typical values for Manning's n
Overland Flow Channel Flow 2 year, 24 hour rainfall = 2.90 inches
short grass 0.15 grass 0.03 minimum T _c = 5 minutes
dense grass 0.24 concrete 0.015
pavement 0.011 rip-rap 0.035
Overland flow sea. 1 Overland flow sea. 2 Shallow Concentrated Flow Channel Flow T_c
Basin Length S n T_t Length S n T_t Length S Paved/Un Vel. T_t Length a Pw r S n Vel. T_t
name (ft) % (min) (ft) % (min) (ft) % (P or U) (ftIs) (min (ft) (s.f.) (ft) (ft) % (ftIs) (min) (min)
637 35 1 0.15 6 35 2 0.011 1 0 0 6
636 80 2 0.011 1 0 2 p 0 0 5
635 100 2 0.011 1 0 2 P 0 0 5
634 150 2 0.011 2 0 2 P 0 0 5
633 100 2 0.011 1 0 400 2 P 2.9 2 0 5
632 100 2 0.011 1 0 300 2 P 2.9 2 0 5
631 100 2 0.011 1 0 200 2 P 2.9 1 0 5
630 20 2 0.15 3 0 100 2 P 2.9 1 0 5
623 50 1 0.15 8 35 1.5 0.011 1 65 1 P 2 1 0 9
622 30 1 0.011 1 40 2 0.011 1 2 P 0 0 5
621 100 2 0.011 1 0 200 2 P 2.9 1 0 5
620 100 2 0.011 1 0 200 2 P 2.9 1 0 5
614 100 2 0.011 1 0 100 2 P 2.9 1 0 5
613 100 2 0.011 1 0 100 2 P 2.9 1 0 5
612 100 2 0.011 1 0 100 2 P 2.9 1 0 5
611 100 2 0.011 1 0 300 2 p 2.9 2 0 5
0 0 0 0
641 40 3 0.24 6 0 1680 1 u 1.6 17 0 24
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EXHIBITS
EXHIBITS
Vicinity Map
National Wetlands Inventory Map
FEMA FIRM Map
USDA Soil Survey Map
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APPENDIX
APPENDIX
ICPR Input (Existing and Proposed Groups)
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Advanced Interconnected Chunnel & Pond Routing (ICPR Ver 2.20) [1]
Copyright 1995, Streamline Technologies, Inc.
Meridian Pointe -
Input (Existing and Proposed Groups)
03-15-01
********** Input Report ********************************************************
--------Class: Node-------------------------------------------------------------
Name: BDRY Base Flow(cfs): 0 Init Stage(ft): 825
Group: DVLPD Yarn Stage(ft): 826
Comment:
Time(hrs) Stage(ft)
o 825
24 825
--------Class: Node-------------------------------------------------------------
Name: POND Base Flow(cfs): 0 Init Stage(ft): 833
Group: DVLPD Yarn Stage(ft): 838
Comment:
Stage(ft) Area(ac)
833 0.605
838 0.81
--------Class: Basin------------------------------------------------------------
Basin: DVLPD Node: POND Status: On Site Type: SCS Unit Hydr
Group: DVLPD
Unit Hydrograph:
Rainfall File:
Rainfall Amount(in):
Area(ac) :
Curve #:
DCIA(%) :
--------Class: Basin------------------------------------------------------------
Basin: EXIST Node: EXIST Status: On Site Type: SCS Unit Hydr
Group: EXIST
Unit Hydrograph:
Rainfall Fi le:
Rainfall Amount(in):
Area(ac) :
Curve #:
DCIA(%) :
UH484
SCSII-24
o
13.43
93
o
Peak Factor: 484
Storm Duration(hrs): 0
Concentration Time(min): 20
Time Shift(hrs): 0
UH484
SCSII-24
o
11.8
75
o
Peak Factor: 484
Storm Duration(hrs): 0
Concentration Time(min): 47
Time Shift(hrs): 0
o
o
D
o
o
o
o
o
o
o
o
o
o
o
o
D
o
o
o
Advanced Interconnected Channel & Pond Routing CICPR Ver 2.20) [2]
Copyright 1995, Streamline Technologies, Inc.
Meridian Pointe -
Input CExisting and Proposed Groups)
03-15-01
********** Input Report ********************************************************
--------Class: Drop Structure---------------------------------------------------
Name: OUTLET From Node: POND LengthCft): 40
Group: DVLPD To Node: BDRY Count: 1
Outlet Cntrl Spec: Use dc or tw
Upstream Geometry: Circular
UPSTREAM
SpanCin): 12
RiseCin): 12
InvertCft): 827
Manning's N: 0.013
Top Cl ip( in): 0
Bottom ClipCin): 0
Inlet Cntrl Spec: Use dn
Downstream Geometry: Circular
DOIJNSTREAM
12
12
826.9
0.013
o
o
Entrance Loss Coef: 0.5
Exit Loss Coef: 0.5
Flow: Both
Equation: Aver Conveyance
Upstream FHIJA Inlet Edge Description:
Circular Concrete: Square edge wI headwall
Downstream FHIJA Inlet Edge Description:
Circular Concrete: Square edge wI headwall
*** IJeir 1 of 2 for Drop Structure OUTLET *** [TABLE]
Count: 1 Bottom ClipCin): 0
Type: Horiz Top ClipCin): 0
Flow: Both IJeir Discharge Coef: 3.2
Geometry: Rectangular Orifice Discharge Coef: 0.6
Span( in): 24 Invert(ft) : 835
RiseCin): 24 Control E(evCft): 835
*** IJeir 2 of 2 for Drop Structure OUTLET *** [T ABLE]
Count: 3 Bottom Clip(in): 0 "
Type: Mavis Top'ClipCin): 0 ......
Flow: Both IJeir Discharge Coef: 3.2
Geometry: Circular Orifice Discharge Coef: 0.6
SpanCin): 6 InvertCft): 833
RiseCin): 6 Control ElevCft): 833
o
o
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [3]
Copyright 1995, Streamline Technologies, Inc.
o
Meridian Pointe -
Input (Existing and Proposed Groups)
03-15-01
o
********** Input Report ********************************************************
--------Class: Simulation-------------------------------------------------------
S:@521~009@00980RAINAGE@SIM@EX2Y
Execution: Hydrology
Header: MERIDIAN POINTE
EXISTING 2 YEAR STORM EVENT
521.006 6-15-99
---------HYDRAULICS-----------------------------HYDROLOGY--------------------
Max Delta Z (ft): 1
Delta Z Factor: 0.05
Time Step Optimizer: 10
Drop Structure Optimizer: 10
Sim Start Time(hrs): 0
Sim End Time(hrs): 24
Min Calc Time(sec): 0
Max Calc Time(sec): 300
To Hour: Plnc(min): To Hour: Plnc(min):
10 15 10 15
14 5 14 5
24 15 24 15
---------GROUP SELECTIONS----------------------------------------------------
- DVLPD [ NO RUN] + EXIST [ NO RUN]
--------Class: Simulation-------------------------------------------------------
S:@521~00~0980RAINAGE@SIM~EX10Y24
Execution: Hydrology
Header: MERIDIAN POINTE
EXISTING 10 YEAR STORM EVENT
521.006 6-15-99
---------HYDRAULICS-----------------------------HYDROLOGY--------------------
Max Delta Z (ft): 1
Delta Z Factor: 0.05
Time Step Optimizer: 10
Drop Structure Optimizer: 10
Sim Start Time(hrs): 0
Sim End Time(hrs): 24
Min Calc Time(sec): 0
Max Calc Time(sec): 300 -, -,,: ".f-'-" '!
To Hour: Plnc(min): To Hour: Plnc(min):
10 15 10- 15
14 5 14 5
24 15 24 15
---------GROUP SELECTIONS----------------------------------------------------
- DVLPD [ NO RUN ] + EX I ST [ NO RUN ]
Override Defaults:
Storm Dur(hrs):
Rain Amount(in):
Rainfall File:
Yes
24
2.9
SCSII-24
o
o
o
D
D
o
Override Defaults:
Storm Dur(hrs):
Rain Amount(in):
Rainfall File:
Yes
24
4.2
SCSII-24
D
o
o
o
o
o
D
o
o
o
o
Advanced Interconnected Channel & Pond Routing CICPR Ver 2.20) [4]
Copyright 1995, Streamline Technologies, Inc.
********** Input Report ********************************************************
--------Class: Simulation-------------------------------------------------------
S:@521@009@009@ORAINAGE@SIM@EX100Y24
Execution: Hydrology
Header: MERIDIAN POINTE
EXISTING 100 YEAR STORM EVENT
521.006 6-15-99
---------HYDRAULICS-----------------------------HYDROLOGY--------------------
Max Delta Z (ft): 1
Delta Z Factor: 0.05
Time Step Optimizer: 10
Drop Structure Optimizer: 10
Sim Start Time{hrs): 0
Sim End Time{hrs): 24
Min Calc TimeCsec): 0
Max Calc TimeCsec): 300
To Hour: PlncCmin): To Hour: Plnc(min):
10 15 10 15
14 5 14 5
24 15 24 15
---------GROUP SELECTIONS----------------------------------------------------
- DVLPD [ NO RUN ] + EX 1ST [ NO RUN ]
--------Class: Simulation-------------------------------------------------------
S:@521@Q09@009@ORAINAGE@SIM@QV2Y
Execution: None
Header: MERIDIAN POINTE
DEVELOPED 2 YEAR STORM EVENT
521.006 6-15-99
---------HYDRAULICS-----------------------------HYDROLOGY--------------------
Max Delta Z (ft): 1
Delta Z Factor: 0.05
Time Step Optimizer: 10
Drop Structure Optimizer: 10
Sim Start Time(hrs): 0
Sim End Time(hrs): 24
Min Calc Time(sec): 0
Max Calc Time(sec): 300
To Hour: PInc(min): To Hour: Plnc(min):
10 15 10 15
14 5 14 5
24 15 24 15
---------GROUP SELECTIONS----------------------------------------------------
+ DVLPD [06/15/99] - EX I ST [ NO RUN ]
o
Meridian pointe -
Input (Existing and Proposed Groups)
03-15-01
o
o
o
o
o
o
o
o
'0
o
o
o
o
o
o
o
Override Defaults:
Storm Dur(hrs):
Rain Amount(in):
Rainfall File:
Yes
24
5.8
SCSII -24
Override Defaults:
Storm Dur(hrs):
Rain Amount(in):
Rainfall File:
Yes
24
2,9
SCSII-24
o
o
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [5]
copyright 1995, Streamline Technologies, Inc.
o
Meridian Pointe -
Input (Existing and Proposed Groups)
03-15-01
o
********** Input Report ********************************************************
--------Class: Simulation-------------------------------------------------------
S:~521~009@009@DRAINAGE~SIM@QV10Y
Execution: None
Header: MERIDIAN POINTE
DEVELOPED 10 YEAR STORM EVENT
521.006 6-15-99
---------HYDRAULICS-----------------------------HYDROLOGY--------------------
Max Delta Z (ft): 1
Delta Z Factor: 0.05
Time Step Optimizer: 10
Drop Structure Optimizer: 10
Sim Start Time(hrs): 0
Sim End Time(hrs): 24
Min Calc Time(sec): 0
Max Calc Time(sec): 300
To Hour: Plnc(min): To Hour: Plnc(min):
10 15 10 15
14 5 14 5
24 15 24 15
---------GROUP SELECTIONS----------------------------------------------------
+ DVLPD [06/15/99] - EXIST [ NO RUN]
-roo-or-Class: Simulation-------------------------------------------------------
S:@521@009@009@DRAINAGE@SIM@QV100Y24
Execution: Both
Header: MERIDIAN POINTE
DEVELOPED 100 YEAR STORM EVENT
521.006 6-15-99
---------HYDRAULICS-----------------------------HYDROLOGY--------------------
Max Delta Z (ft): 1
Delta Z Factor: 0.05
Time Step Optimizer: 10
Drop Structure Optimizer: 10
Sim Start Time(hrs): 0
Sim End Time(hrs): 24
Min Calc Time(sec): 0
Max Cal-c lime(sec): 300 ,.-.r,- ,.""
To Hour: Plnc(min): To Hour: Plnc(min):
10 15 10 15
14 5 14 5
24 15 24 15
---------GROUP SELECTIONS----------------------------------------------------
+ DVLPD [03/07/01] - EXI ST [ NO RUN ]
Override Defaults:
Storm Dur(hrs):
Rain Amount(in):
Rainfall File:
Yes
24
4.2
SCSII-24
o
D
o
D
D
o
Override Defaults:
Storm Dur(hrs):
Rain Amount(in):
Rainfall Fi le:
Yes
24
5.8
SCS II - 24
o
D
o
o
o
o
o
o
o
o
o
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [6]
Copyright 1995, Streamline Technologies, Inc.
o
Meridian Pointe -
Input (Existing and Proposed Groups)
03-15-01
o
********** Input Report ********************************************************
--------Class: Simulation-------------------------------------------------------
S:~521~009@009@DRAINAGE@QV100y12
Execution: Both
Header:
D
---------HYDRAULICS-----------------------------HyDROLOGY--------------------
Max Delta Z (ft): 1
Delta Z Factor: 0.01
Time Step Optimizer: 0
Drop Structure Optimizer: 0
Sim Start Time(hrs): 0
Sim End Time(hrs): 24
Min Calc Time(sec): 0
Max Calc Time(sec): 600
To Hour: Plnc(min): To Hour: Plnc(min):
24 15 24 15
---------GROUP SELECTIONS----------------------------------------------------
+ DVLPD [03/07/01] - EXIST [ NO RUN]
--------Class: Simulation-------------------------------------------------------
S:~521~009@009@DRAINAGE@QV100Y6H
Execution: Both
Header:
Override Defaults:
Storm Dur(hrs):
Rain Amount(in):
Rainfall File:
Yes
12
5.16
SCSII-24
D
o
o
o
o
---------HYDRAULICS-----------------------------HYDROLOGY--------------------
Max Delta Z (ft): 1
Delta Z Factor: 0.01
Time Step Optimizer: 0
Drop Structure Optimizer: 0
Sim Start Time(hrs): 0
Sim End Time(hrs): 12
Min Calc Time(sec): 0
Max Calc Time(sec): 600
To Hour: Plnc(min): To Hour: Plnc(min):
12 15 12 15
---------GROUP SELECTIONS----------------------------------------------------
+ DVLPD [03/07/01] - EX I ST [ NO RUN ]
Override Defaults:
Storm Dur(hrs):
Rain Amount(in):
Rainfall Fi le:
Yes
6
4.5
SCSII-24
o
o
o
o
o
o
o
o
o
o
o
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [7]
Copyright 1995, Streamline Technologies, Inc.
o
Meridian Pointe -
Input (Existing and Proposed Groups)
03-15-01
o
********** Input Report ********************************************************
--------Class: Simulation-------------------------------------------------------
S:~521@009@009@DRAINAGE@OV100y3
Execution: Both
Header:
o
o
---------HYDRAULICS-----------------------------HyDROLOGY--------------------
Max Delta Z (ft): 1
Delta Z Factor: 0.01
Time Step Optimizer: 0
Drop Structure Optimizer: 0
Sim Start Time(hrs): 0
Sim End Time(hrs): 6
Min Calc Time(sec): 0
Max Calc Time(sec): 600
To Hour: Plnc(min): To Hour: Plnc(min):
6 5 6 5
---------GROUP SELECTIONS----------------------------------------------------
+ DVLPD [03/07/01] - EX 1ST [ NO RUN ]
----Moo-Class: Simulation-------------------------------------------------------
S:~21@009@009@DRAINAGE@OV100Y2
Execution: Both
Header:
Override Defaults:
Storm Dur(hrs):
Rain Amount(in):
Rainfall File:
Yes
3
3.87
SCSII -24
o
o
o
---------HYDRAULICS-----------------------------HYDROLOGY--------------------
Max Delta Z (ft): 1
Delta Z Factor: 0.01
Time Step Optimizer: 0
Drop Structure Optimizer: 0
Sim Start Time(hrs): 0
Sim End Time(hrs): 4
Min Calc Time(sec): 0
Max Calc Time(sec): 600
To Hour: Plnc(min): To Hour: Plnc(min):
4 1 4 1
---------GROUP SELECTIONS----------------------~-----------------------------
+ DVLPD [03/07/01] - EXIST. [NO RUN]
Override Defaults:
Storm Dur(hrs):
Rain Amount ( in):
Rainfall Fi le:
Yes
2
3.5
SCSII -24
o
o
o
o
D
o
o
o
o
D
u
D
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [8]
Copyright 1995, Streamline Technologies, Inc.
D
Meridian Pointe -
Input (Existing and Proposed Groups)
03-15-01
D
********** Input Report ********************************************************
--------Class: Simulation-------------------------------------------------------
S:~521~00~009@DRAINAGE~EX10y12
Execution: Hydrology
Header:
o
---------HYDRAULICS-----------------------------HyDROLOGY--------------------
Max Delta Z (ft): 1
Delta Z Factor: 0.01
Time Step Optimizer: 0
Drop Structure Optimizer: 0
Sim Start Time(hrs): 0
Sim End Time(hrs): 24
Min Calc Time(sec): 0
Max Calc Time(sec): 600
To Hour: Plnc(min): To Hour: Plnc(min):
24 15 24 15
---------GROUP SELECTIONS----------------------------------------------------
- DVLPD [ NO RUN ] + EX I ST [ NO RUN ]
----Moo-Class: Simulation-------------------------------------------------------
S:~521~00~009@DRAINAGE@EX10Y6
Execution: Hydrology
Header:
Override Defaults:
Storm Dur(hrs):
Rain Amount(in):
Rainfall File:
Yes
12
3.6
SCSII-24
D
o
o
o
o
---------HYDRAULICS-----------------------------HYDROLOGY--------------------
Max Delta Z (ft): 1
Delta Z Factor: 0.01
Time Step Optimizer: 0
Drop Structure Optimizer: 0
Sim Start Time(hrs): 0
Sim End Time(hrs): 12
Min Calc Time(sec): 0
Max Calc Time(sec): 600
To Hour: Plnc(min): To Hour: Plnc(min):
12 5 12 5
---------GROUP SELECTIONS----------------------------------------------------
+ DVLPD. [ NO RUN] + EXIST [ NO RUN]
Override Defaults:
Storm Dur(hrs):
Rain Amount(in):
Rainfall Fi le:
Yes
6
3.12
SCSII-24
o
0"
o
o
D
o
o
o
o
D
u
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) [9]
Copyright 1995, Streamline Technologies, Inc.
D
Meridian Pointe -
Input (Existing and Proposed Groups)
03-15-01
********** Input Report ********************************************************
..------Class: Simulation-------------------------------------------------------
S:@521@009@00980RAINAGE@EX10Y3
Execution: Hydrology
Header:
D
o
---------HYDRAULICS-----------------------------HYDROLOGY--------------------
Max Delta Z (ft): 1
Delta Z Factor: 0.01
Time Step Optimizer: 0
Drop Structure Optimizer: 0
Sim Start Time(hrs): 0
Sim End Time(hrs): 6
Min Calc Time(sec): 0
Max Calc Time(sec): 600
To Hour: Plnc(min): To Hour: Plnc(min):
4 5 6 5
---------GROUP SELECTIONS----------------------------------------------------
+ DVLPD [ NO RUN] + EXIST [ NO RUN ]
Override Defaults:
Storm Dur(hrs):
Rain Amount(in):
Rai nfall File:
Yes
3
2.64
SCSII-24
o
o
o
o
o
o
D
o
o
o
o
o
D
o