HomeMy WebLinkAboutDrainage Report
Addendum to Drainage
Calculations
Ed Martin Buick / GMC Parking Lot
Expansion
9896 North Michigan Road
Carmel, Indiana 46032
Job #: DPI.001
Date: 11-12-12
Revised: 05-15-13
Addendum Date: 06-17-13
Prepared by: Brian Cross, P.E.
Reviewed by: Eric Gleissner, P.E.
643 Massachusetts Avenue
Suite 200
Indianapolis, IN 46204
Phone: 317-423-3305 Fax: 317-423-3306
TABLE OF CONTENTS
Section I: Report
A. Project Title
B. Project Description
Section II: Appendix
A. CrossRoad Comment Letter
B. Response Letter
C. Revised Drainage Calculations
D. Revised Construction Plans
SECTION I: REPORT
A. Project Title
Ed Martin Buick / GMC Parking Lot Expansion (9896 North Michigan Road)
B. Summary of Revisions
Minor revisions have been made to the drainage calculations and construction
plans based on comments received from CrossRoad Engineers dated June 7,
2013. Copies of the comment letter and response letter are attached for
reference.
SECTION II: APPENDIX
A. CrossRoad Comment Letter
Ed Martin Buick GMC – Parking Lot Expansion
Civil Site Group
June 7, 2013
Page 1 of 2
June 7, 2013 3rd Submittal
Mr. Brian Cross
Civil Site Group
643 Massachusetts Ave., Suite 200
Indianapolis, IN 46204
RE: Ed Martin Buick GMC
Parking Lot Expansion
Technical Advisory Committee
Engineering Review for Development Drainage Designs
Dear Mr. Cross:
The stormwater review of the proposed construction plans dated May 13, 2013, drainage calculations
dated May 15, 2013 and supplemental information provided on May 28, 2013 for the above referenced
project has been completed. The submittal is in need of additional information in order to be in
compliance with the City of Carmel Stormwater Technical Standard Manual (the manual). Please revise
the plans in accordance with the comments below.
1. Per Section 102.02.xi, please revise the Development Plan to include the following;
j. A typical section of the detention pond. It appears that the proposed contours shown on
the Grading and Drainage plan do not match the provided Lake Cross Section shown on
Sheet C7.0. Please review and revise.
• There are discrepancies between the elevations indicated on the detention
basin detail on Sheet C7.0 and the elevations indicated on the plan view and
within the drainage summary on Sheet C3.0. Please review and revise as
necessary.
2. Addressed Satisfactorily.
3. Not applicable due to the latest revisions / design changes.
4. Per Section 305.04, minimum and maximum allowable slopes shall be those capable of producing
velocities no less than 2.5 and no greater than 10 feet per second, respectively, when the sewer is
flowing at full capacity. It appears the pipe run from Str. 200 to Str. D4 exceeds the maximum
allowable full flow velocity. Please review and revise.
• Please submit a formal variance request to the City of Carmel from this
standard, and provide a copy of the request to our office.
5. Addressed Satisfactorily.
6. Addressed Satisfactorily.
7. Addressed Satisfactorily.
8. Addressed Satisfactorily.
9. Addressed Satisfactorily.
10. Addressed Satisfactorily.
11. Addressed Satisfactorily.
12. Addressed Satisfactorily.
13. Addressed Satisfactorily.
14. Please revise the Structure Data Table on Sheet C3.0 to also include the Outlet Structure
and Str. E2.
Ed Martin Buick GMC – Parking Lot Expansion
Civil Site Group
June 7, 2013
Page 2 of 2
15. Please revise Sheet C3.0 to label the bottom of basin elevation and the slope of the bottom of
the detention basin. Also, please label the subsurface drain within the detention basin
(material, diameter, length, slope, etc.) and provide a typical detail of the subsurface drain.
16. Please revise the construction plans to include a detail / cross-section of the proposed
emergency spillway.
17. Per Table 303.02 of the manual, a Manning’s “n” value of n = 0.013 should be used for all
RCP pipe design. Please review and revise accordingly.
18. The emergency spillway calculations were completed by using a maximum H (height of flow
over the spillway) of 0.50 ft.; however, a maximum H of only 0.45 ft. is available prior to
overtopping the basin (Spillway Crest = 887.80 / Top of Bank = 888.25). Please review and
revise as necessary.
19. Per Section 302.08.2 of the manual, the maximum depth of stormwater to be stored within a
dry detention facility shall not exceed four (4) feet. It appears that the maximum depth of
storage within the dry detention basin is proposed to be 4.12 feet. Please review and revise
as necessary.
Please include with your submittal, one (1) copy of the comments indicating the action taken or a
written explanation for action not taken. Construction plans and drainage calculations are not to be re-
submitted without implementing changes with respect to any and all review comments from the City of
Carmel and the Hamilton County Surveyor’s Office.
Please contact me at (317) 780-1555 ext. 112 with any questions.
Sincerely,
CrossRoad Engineers, P.C.
Gregory J. Ilko, P.E.
Project Manager
copy: Gary Duncan, City of Carmel Assistant Engineer
Greg Hoyes, Hamilton County Surveyors Office
John Thomas, City of Carmel MS-4 Operator
Amanda Foley, City of Carmel Engineering Dept.
File
B. Response Letter
643 Massachusetts Avenue, Suite 200
Indianapolis, IN 46204
Phone: 317-423-3305
Fax: 317-423-3306
June 17, 2013
Greg Ilko, PE
CrossRoad Engineers, PC
3417 Sherman Drive
Beech Grove, IN 46107
Subject: Ed Martin Buick GMC – Parking Lot Expansion
Dear Mr. Ilko:
This letter is in response to your TAC Review letter dated June 7, 2013, regarding the above referenced project.
The following describes the action taken or not taken for each of the comments:
General Information
1. The detention basin detail on sheet C7.0 has been revised to match the information on sheet C3.0.
2. Noted.
3. Noted.
4. A formal variance request letter is attached.
5. Noted.
6. Noted.
7. Noted.
8. Noted.
9. Noted.
10. Noted.
11. Noted.
12. Noted.
13. Noted.
14. Structures “OUT” and “E2” have been added to the structure data table on sheet C3.0 as requested.
15. Since the detention basin is a dry basin there is no constant bottom elevation to label. Contours and spot
grades are indicated on sheet C3.0 which in effect show the grading and elevations of the bottom and
banks of the basin. The minimum slope of the bottom of the basin has been added in addition to the
subsurface drain. Please see revised sheet C3.0. A subsurface drain detail has also been added to sheet
C3.0.
16. A cross-section detail of the emergency spillway has been added to sheet C3.0 as requested.
17. The storm sewer spreadsheet has been revised to reflect a Manning’s coefficient of 0.013 as requested.
Please see the attached Addendum to Drainage Calculations.
18. The emergency spillway calculations have been revised and the base of the emergency overflow weir
has been lowered. Please see the attached Addendum to Drainage Calculations.
Mr. Gregory J. Ilko, P.E.
Crossroad Engineers, PC
Ed Martin Buick GMC – Parking Lot Expansion
June 17, 2013
Page 2 of 2
19. The 100-year elevation of the dry detention basin as designed with the minimum required 6” diameter
orifice is 885.45 feet. Therefore, the actual depth of storage within the dry detention basin will reach
3.00 feet (885.45 feet -882.45 feet =3.00 feet) in real world (as designed) conditions. The dry detention
basin, as designed, meets the requirements of Section 302.08.2. The actual 100-year elevation of the dry
detention basin with them minimum 6” diameter orifice has been added to sheet C3.0.
I hope the above addresses your concerns and we look forward to receiving final approval for the project.
Thank you.
Sincerely,
Civil Site Group, Inc.
Brian S. Cross, P.E.
Principal
Cc: Dan Chappel, Ed Martin Buick GMC; George Small, Design Point
Attachments: BPWS Variance Request Letter, Revised Construction Plans and Drainage Report
643 Massachusetts Avenue, Suite 200
Indianapolis, IN 46204
Phone: 317-423-3305
Fax: 317-423-3306
June 17, 2013
City of Carmel
Department of Engineering
David Barnes
One Civic Square
Carmel, IN 46032
317-571-2441
Subject: Ed Martin Buick GMC
Docket Number: 12090018 DP Amend
Dear Mr. Barnes:
This letter is to formally notify The City of Carmel of our request to be placed upon the
July 3, 2013 BPWS meeting agenda for the above referenced project. Our request is for
the following:
1. Temporary Construction Entrance – West 99th Street
2. Variance from the City of Carmel Stormwater Technical Standards Manual for
the following items:
i. Section 305.04 – calculated velocity within a storm sewer exceeds
the maximum allowable of 10 feet per second – This occurs within
an 8’ length of pipe exiting the structural BMP and the actual
velocity will never reach the maximum allowable of 10 feet per
second. The excessive slope is due to the design of the structural
BMP as a sump.
ii. Section 501.01 – 2.5 feet of cover over storm pipe – RCP pipe to
be used.
iii. Section 302.11 – 2 feet of freeboard through the pond emergency
overflow weir – 0.3-feet provided.
Please contact me with any further information you need. Thank you.
Sincerely,
Civil Site Group, Inc.
Brian S. Cross, P.E.
Principal
C. Revised Drainage Calculations
CIVIL SITE GROUP, Inc.STORM DRAIN FLOW TABULATION FORM - RATIONAL METHODPROJECT NAMEEd Martin Buick GMCCOMPUTED BY:BSCPROJECT No.DPI.001CHECKED BY:BSCSTORM FREQUENCY DESIGN YEAR 10C A L C U L A T E D D E S I G NHGLHeadlossLOCATION INLET ACRES COEF. SUM TIME CONC. (min) INT. "Q" = PIPE (full) n =0.013Pipe Pipe Max Q Max V MANHOLEin MH MH DEPTH Coeff. atLOCA TIONfrom to AREA sub total "C" CA CA inlet drain total "I" CIA size slope vel. length slope full full INV out INV inout MHTC-INV ManholeFROM TO2030.34 0.850.2955 6.98 2.02GUT=888.00885.002033.50 0.50203203 2020.34 0.29 5.00 1.64 6.64 6.98 2.02120.32 2.57253 0.322.02 2.57 884.50 883.69 884.95Cover = 2.50203 2022020.39 0.840.3355 6.98 2.29GUT=887.25884.152024.18 0.50202202 2010.94 0.80 6.64 0.16 6.80 6.40 5.09180.23 2.8828 0.235.08 2.88 883.07 883.01 884.09Cover = 2.68202 2012010.00 0.000.0055 6.98 0.00T.C.=888.25884.022015.34 0.50201201 E10.94 0.80 6.80 0.16 6.97 6.34 5.04180.23 2.8528 0.235.04 2.85 882.91 882.84 883.96Cover = 3.84201 E1883.89 = T.W.2040.21 0.850.1855 6.98 1.25T.C.=887.00884.462043.50 0.50204204 2020.21 0.18 5.00 1.12 6.12 6.98 1.25120.12 1.59107 0.311.97 2.50 883.50 883.17 884.41Cover = 2.50204 202884.09 = T.W.2010.00 0.000.0055 6.98 1.38T.C.=888.25887.002015.25 0.50201201 D40.34 0.29 5.00 0.08 5.08 6.98 1.38120.15 1.768 12.5012.59 16.03 883.00 882.00 885.01Cover = 4.25201 D4884.02 = T.W.D40.00 0.000.0055 6.98 1.38T.C.=888.25884.17D45.25 0.50D4D4 2010.34 0.29 5.00 0.08 5.08 6.98 1.38120.15 1.768 0.632.83 3.60 883.00 882.95 884.07Cover = 4.25D4 201884.02 = T.W.05/14/13Page 1
Emergency Overflow Weir Analysis
(Trapezoidal Weir) - Ed Martin Buick GMC Dry Pond
Q = 2/3 * Cd * b * [(2g)^(1/2)] * [H^(3/2)]
Cd = Weir Discharge Coefficient =0.63
b = Base Width of Weir =10 ft
g = Gravitational Constant =32.2 ft/s^2
H = Height of Water Above Base of Weir =0.500 ft
Q = Discharge from Weir =11.74 ft^3/s
Maximum 100-year Inflow Into Pond =9.39 ft^3/s
1.25 x 100-year Inflow =11.74 ft^3/s
HQ HQ
(ft) (ft^3/s) (ft) (ft^3/s)
0.0 0.00 0.500 11.92
0.1 1.07 100-Year Elevation =885.45 ft
0.2 3.01 Base of Weir Elevation =887.50 ft
0.3 5.54 Emergency Overflow Elevation =888.00 ft
0.4 8.53 Pond Top-of-Bank =888.25 ft
0.5 11.92 Freeboard =2.05 ft
0.6 15.66
0.7 19.74
0.8 24.12
0.9 28.78
1.0 33.70
1.1 38.88
1.2 44.31
1.3 49.96
1.4 55.83
1.5 61.92
1.6 68.21
1.7 74.71
1.8 81.40
1.9 88.27
2.0 95.33
D. Revised Construction Plans
STR. #TC/RIM ELEV INV. IN INV. OUTPIPE COVER (FEET)STR. SIZE (INCHES)STR. TYPE / DETAIL SHEETCASTING TYPE (NEENAH)PIPE SIZE (INCHES)PIPE WALL THICKNESS (INCHES)DIRECTION OF PIPE IN / OUTPIPE MATERIALPIPE SLOPE (%)PIPE LENGTH (FEET)SUMP DEPTH (FEET)UPSTREAM STR. #DOWNSTREAM STR. #UPSTREAM INVERTDOWNSTREAM INVERT204 TC=887.00 N/A 883.50 2.31 24x24TYPE A / C7.03405 12 2.25 " / NW RCP 0.31 107 2 N/A 202 N/A 883.17203 GUT=888.00 N/A 884.50 2.31 24x36TYPE J / C7.03287-10V 12 2.25 " / S RCP 0.32 253 2 N/A 202 N/A 883.69202 GUT=887.25 883.69 883.07 2.59 48MH / C7.03287-10V 18 1 N,SE / W HDPE 0.23 28 2 204,203 201 883.50 883.01883.17884.50201 TC=888.3 883.01 882.91 3.76 72MH / C7.0R-1772 18 1 E / W HDPE 0.23 28 2 202 E1 883.07 882.84D4 TC=888.25 882.00 883.00 4.21 48BMP / C7.0SPECIAL 12 0.5 S / S HDPE 0.63 8 3.25 201 201 883 882.95E1 N/A N/A 882.84 2.50 N/AEND / C7.0N/A 18 1 SE / NW HDPE N/A N/A N/A 201 N/A 882.91 882.84OUT TC=886.55 882.45 882.35 3.16 30x30TYPE E / C3.0R-4215-C 12 0.5 N / S HDPE 0.67 52 0 N/A E2 N/A 882.00E2 N/A N/A 882.00 2.50 N/AEND / C7.0N/A 12 0.5 N / S HDPE N/A N/A N/A OUT N/A 882.35 882.00STORM SEWER STRUCTURE DATA TABLE
Drainage
Calculations
Ed Martin Buick / GMC Parking Lot
Expansion
9896 North Michigan Road
Carmel, Indiana 46032
Job #: DPI.001
Date: 11-12-12
Revised: 05-15-13
Prepared by: Brian Cross, P.E.
Reviewed by: Eric Gleissner, P.E.
643 Massachusetts Avenue
Suite 200
Indianapolis, IN 46204
Phone: 317-423-3305 Fax: 317-423-3306
TABLE OF CONTENTS
Section I: Report
A. Project Title
B. Project Description
C. Design Method and Criteria
D. References
E. Existing Conditions
F. Proposed Conditions
G. Stormwater Quality
Section II: Appendix
A. Site Information
B. Existing Conditions (Exhibits, Calculations, etc.)
C. Proposed Conditions (Exhibits, Calculations, etc.)
D. Stormwater Quality Data
E. Existing Conditions ICPR Input Data
F. Proposed Conditions ICPR Input Data
G. Existing Storm Water Lift Station Info
SECTION I: REPORT
A. Project Title
Ed Martin Buick / GMC Parking Lot Expansion (9896 North Michigan Road)
B. Project Description
This project is located on the southwest corner of the intersection of North
Michigan Road (U.S. 421) and West 99th Street in Carmel, Indiana. The site
consists of a single parcel totaling 7.35 +/- acres in size. The site is currently
occupied by a single building along with the associated parking, drainage and
utility infrastructure. The business is currently operating as a car dealership.
The proposed improvements will consist of new hard surface for additional
parking along with drainage improvements and a new dry detention facility.
These plans and calculations analyze the existing and proposed drainage
patterns and will show that the proposed improvements will have no negative
effect on drainage conditions in the area.
The existing land uses adjacent to the subject site are as follows:
North: Commercial / Office
West: Commercial / Office
South: Commercial / Retail
East: Commercial / Retail
C. Design Method and Criteria
1. Soil Type: Soil maps from the United States Department of Agriculture, Soil
Conservation Service, identify Brookston Silty Clay Loam – (Br – 21% Site) and
Crosby Silt Loam – (CrA – 79% Site).
2. Design Storm: The 2, 10 and 100-year storm events have been analyzed for
both the existing and proposed overall conditions. The Rational Method was
used in pipe sizing calculations. Hydrology / Detention sizing was performed
using the SCS-II 24-hour rainfall distribution and ICPR computer software.
3. Overall Watershed: The existing site drains via subsurface storm sewers
into the existing detention facility in the southwest corner of the site. It then
outlets to the east via a 27” pipe into an existing storm sewer lift station. The
storm sewer lift station then discharges into the storm sewer system in Michigan
Road (U.S. 421). The stormwater ultimately makes its way to Crooked Creek.
There is also a secondary 12” emergency overflow pipe which outlets to the west
into the existing storm sewer system within West 99th Street.
D. References
1. TR55 Stormwater Design Manual.
2. Hamilton County Soil Survey.
3. Highway Extension and Research Project for Indiana Counties (HERPIC).
4. City of Carmel Stormwater Technical Standards Manual.
E. Existing Conditions
The site consists of a single parcel totaling 7.35 +/- acres in size; however, the
total improved area will only be 1.32 +/- acres. The site is currently occupied by
a single building along with the associated parking, drainage and utility
infrastructure. The business is currently operating as a car dealership. The
existing site drains via subsurface storm sewers into the existing detention facility
in the southwest corner of the site. It then outlets to the east via a 27” pipe into
an existing storm sewer lift station. The storm sewer lift station then discharges
into the storm sewer system in Michigan Road (U.S. 421). The stormwater
ultimately makes its way to Crooked Creek. There is also a secondary 12”
emergency overflow pipe which outlets to the west into the existing storm sewer
system within West 99th Street.
The current detention facility has been analyzed to determine how it is
functioning in the existing condition. In addition to the subject site, the adjacent
property to the south (Alt & Witzig Engineering) also drains into the existing pond.
Basin EX2 represents the existing developed portion of the Ed Martin Buick GMC
auto dealership draining to the existing detention pond. Basin AW represents the
Alt & Witzig property draining to the existing detention pond. Basin EX1
represents the project site area for the parking lot expansion.
1.32 Acre Project Site Area Allowable
Runoff (cfs)
Storm Event BASIN EX1
2-YR 0.13
10-YR 0.13
100-YR 0.40
Table 1: Allowable Release Rates for 1.32 Acre Project Site
F. Proposed Conditions
The proposed improvements will consist of new hard surface for additional
parking along with drainage improvements and a new dry detention facility. The
required detention volume for the proposed improvements to meet the allowable
release rates is 0.4124 Acre-Feet with 0.6776 Acre-Feet provided. The dry
detention pond was designed with a 1.5-inch orifice to meet the allowable release
rates and provide adequate detention volume storage. However, a 6-inch orifice
size is the minimum size allowed per ordinance and will be the primary low flow
orifice.
Total
Discharge
Pond Stage
Elevation
2-YEAR 0.11 cfs 884.68’
10-YEAR 0.13 cfs 885.38’
100-YEAR 0.36 cfs 886.57’
Table 2: Proposed Dry Detention Pond With 1.5-inch Orifice
Total
Discharge
Pond Stage
Elevation
2-YEAR 0.99 cfs 884.03’
10-YEAR 1.17 cfs 884.52’
100-YEAR 1.45 cfs 885.45’
Table 3: Proposed Dry Detention Pond With 6-inch Orifice
G. Stormwater Quality
An offline Downstream Defender 4’ diameter hydrodynamic separator will be
proposed to address the Stormwater Quality requirements. In addition, a
pervious concrete curb with underdrain will serve as the secondary BMP. Based
on the new City of Indianapolis Stormwater Quality Treatment Unit (SQTU)
Selection Guide, this particular structure has a maximum treatment flow capacity
of 1.30 cfs. The required treatment flow rate was calculated based on the CNwq
(98) at 0.97 cfs per the City of Carmel Stormwater Technical Standards Manual.
Therefore, the Downstream Defender 4’ diameter structure is an ideal fit for this
application.
SECTION II: APPENDIX
A. Site Information
#99th StMich
igan
RdPro
fess
iona
l
D
r
£¤421
CrA
Br
Br
CrA
565350
565350
565400
565400
565450
565450
565500
565500
565550
565550
565600
5656004420200 4420200442025044202504420300442030044203504420350442040044204004420450442045044205004420500442055044205500 100 200 30050
Feet
0 30 60 9015
Meters±
39° 55' 58''86° 13' 55''39° 55' 44''86° 13' 55''39° 55' 45''
39° 55' 58''86° 14' 8''86° 14' 7''Map Scale: 1:1,960 if printed on A size (8.5" x 11") sheet.
Soil Map—Hamilton County, Indiana
Natural ResourcesNatural ResourcesNatural ResourcesNatural Resources
Conservation ServiceConservation ServiceConservation ServiceConservation Service
Web Soil Survey
National Cooperative Soil Survey
11/9/2012
Page 1 of 3
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Units
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Gully
Short Steep Slope
Other
Political Features
Cities
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Map Scale: 1:1,960 if printed on A size (8.5" × 11") sheet.
The soil surveys that comprise your AOI were mapped at 1:15,840.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil line
placement. The maps do not show the small areas of contrasting
soils that could have been shown at a more detailed scale.
Please rely on the bar scale on each map sheet for accurate map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov
Coordinate System: UTM Zone 16N NAD83
This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
Soil Survey Area: Hamilton County, Indiana
Survey Area Data: Version 13, Sep 25, 2012
Date(s) aerial images were photographed: 7/19/2003
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries may be evident.
Soil Map–Hamilton County, Indiana
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
11/9/2012
Page 2 of 3
Map Unit Legend
Hamilton County, Indiana (IN057)
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
Br Brookston silty clay loam 1.7 20.5%
CrA Crosby silt loam, 0 to 3 percent slopes 6.8 79.5%
Totals for Area of Interest 8.5 100.0%
Soil Map–Hamilton County, Indiana
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
11/9/2012
Page 3 of 3
B. Existing Conditions
EXISTING CONDITIONSDETENTION PONDRunoff CurveElevation Area Area AverageCoefficient Number(ft) (ft^2) (Acres) (Acres)Impervious Area = 0.9098881.85 13128 0.3014Open Area =0.20 71.3 **Open Space (Good Condition)882 13360 0.30670.0456Gravel/Stone = 0.85 88.2883 14906 0.34220.3244884 17044 0.39130.3667885 19438 0.44620.4188Brookston Silty Clay Loam (Br - 21% Project Site Area) Type "B" Soil886 30011 0.68900.5676Crosby Silt Loam (CrA - 79% Project Site Area) Type "C" Soil887 54260 1.24560.9673Storage =1.7231acre-ftON SITE (EX1)Impervious Area Open Area Stone Total Total Composite(ft^2) (ft^2) (ft^2) (ft^2) (Acres) "CN"0 57607 0 57607 1.32 71.3ON SITE (EX2)Impervious Area Open Area Stone Total Total Composite(ft^2) (ft^2) (ft^2) (ft^2) (Acres) "CN"190034 5483 0 195517 4.49 97.3OFF SITE (A&W)Impervious Area Open Area Stone Total Total Composite(ft^2) (ft^2) (ft^2) (ft^2) (Acres) "CN"142484 36618 0 179102 4.11 92.5 Overland flowseg. 1 Shallow Concentrated FlowBasin Length S n T_t Length S Paved/Un Vel. T_tT_cname (ft) %(min) (ft) % (P or U) (ft/s) (min)(min)EX1100 1.00 0.15013103 1.00 U1.61 114EX2(SEE Tc WORKSHEET)8A&W(SEE Tc WORKSHEET)10
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs ---------------------------------------------------------------------------------------------------------------------------------------- EX-POND PRE 100YR-24HR 12.42 886.29 886.00 -0.0050 36908 12.00 67.35 11.82 11.68 LS1 PRE 100YR-24HR 12.43 885.99 886.00 0.0091 148 11.82 11.53 5.46 6.25 STR-EX4 PRE 100YR-24HR 12.43 886.16 887.11 -0.0050 129 12.39 1.77 12.43 1.77 EX-POND PRE 10YR-24HR 12.33 884.55 886.00 -0.0050 18404 12.00 37.36 11.98 12.56 LS1 PRE 10YR-24HR 12.33 884.26 886.00 0.0110 148 11.98 12.40 7.58 6.25 STR-EX4 PRE 10YR-24HR 12.30 884.55 887.11 0.0049 152 11.69 0.29 0.00 0.00 EX-POND PRE 2YR-24HR 12.23 883.54 886.00 -0.0040 16519 12.00 24.21 12.11 10.52 LS1 PRE 2YR-24HR 12.24 883.24 886.00 0.0071 292 12.11 10.49 9.36 6.25 STR-EX4 PRE 2YR-24HR 12.22 883.54 887.11 0.0032 116 11.86 0.37 0.00 0.00
Simulation Basin Group Time Max Flow Max Volume Volume
hrs cfs in ft3
-------------------------------------------------------------------------------------
-
100YR-24HR AW PRE 12.02 28.02 5.572 83131
100YR-24HR EX1 PRE 12.04 7.41 3.408 21899
100YR-24HR EX2 PRE 12.00 32.67 6.130 99917
10YR-24HR AW PRE 12.02 15.73 3.000 44755
10YR-24HR EX1 PRE 12.07 2.95 1.366 8774
10YR-24HR EX2 PRE 12.00 19.19 3.511 57230
2YR-24HR AW PRE 12.02 10.17 1.883 28096
2YR-24HR EX1 PRE 12.07 1.28 0.630 4045
2YR-24HR EX2 PRE 12.00 13.15 2.351 38312
200-6
TABLE 201-2: Rainfall Intensities for Various Return Periods and Storm Durations
Rainfall Intensity (Inches/Hour)
Return Period (Years) Duration
2 5 10 25 50 100
5 Min. 4.63 5.43 6.12 7.17 8.09 9.12
10 Min. 3.95 4.63 5.22 6.12 6.90 7.78
15 Min. 3.44 4.03 4.55 5.33 6.01 6.77
20 Min. 3.04 3.56 4.02 4.71 5.31 5.99
30 Min. 2.46 2.88 3.25 3.81 4.29 4.84
40 Min. 2.05 2.41 2.71 3.18 3.59 4.05
50 Min. 1.76 2.06 2.33 2.73 3.07 3.47
1 Hr. 1.54 1.80 2.03 2.38 2.68 3.03
1.5 Hrs. 1.07 1.23 1.42 1.63 1.91 2.24
2 Hrs. 0.83 0.95 1.11 1.37 1.60 1.87
3 Hrs. 0.59 0.72 0.84 1.04 1.22 1.42
4 Hrs. 0.47 0.58 0.68 0.84 0.99 1.15
5 Hrs. 0.40 0.49 0.58 0.71 0.83 0.97
6 Hrs. 0.35 0.43 0.50 0.62 0.72 0.85
7 Hrs. 0.31 0.38 0.44 0.55 0.64 0.75
8 Hrs. 0.28 0.34 0.40 0.49 0.57 0.67
9 Hrs. 0.25 0.31 0.36 0.45 0.52 0.61
10 Hrs. 0.23 0.28 0.33 0.41 0.48 0.56
12 Hrs. 0.20 0.24 0.29 0.35 0.41 0.48
14 Hrs. 0.17 0.22 0.25 0.31 0.36 0.42
16 Hrs. 0.16 0.19 0.23 0.28 0.32 0.38
18 Hrs. 0.14 0.17 0.20 0.25 0.29 0.34
20 Hrs. 0.13 0.16 0.19 0.23 0.27 0.31
24 Hrs. 0.11 0.14 0.16 0.20 0.23 0.27
Source: Purdue,A.M., et. al., "Statistical Characteristics of Short Time Incremental Rainfall",
Aug., 1992. (Values in this table are based on IDF equation and coefficients provided for
Indianapolis, IN.)
TABLE 201-3: Rainfall Depths for Various Return Periods
Rainfall Depth (Inches)
Return Period (Years) Duration
2 5 10 25 50 100
24 Hrs. 2.66 3.27 3.83 4.72 5.52 6.46
Source: Purdue,A.M., et. al., "Statistical Characteristics of Short Time Incremental
Rainfall", Aug., 1992.(Values in this table are based on IDF equation and coefficients
provided for Indianapolis, IN.)
TABLE 201-4: NRCS Type 2 Rainfall Distribution Ordinates
(for use when not already built in the computer program )
Cumulative Percent Cumulative Percent of
Storm Depth
Cumulative Percent Cumulative Percent of
Storm Depth of Storm Time of Storm Time
0 0 52 73
4 1 53 75
10 2.5 54 77
1545578
2065680
2585781
30 10 58 82
33 12 60 83.5
35 13 63 86
38 15 65 87
40 16.5 67 88
42 19 70 89.5
43 20 72 91
44 21 75 92
45 22 77 93
46 23 80 94
47 26 83 95
48 30 85 96
48.5 34 87 97
48.7 37 90 98
49 50 95 99
50 64 100 100
51 71
200-7
C. Proposed Conditions
PROPOSED CONDITIONSDRY DETENTION POND PROVIDED VOLUMERunoffCurveElevation Area Area AverageCoefficient Number(ft) (ft^2) (Acres) (Acres)Impervious Area = 0.9098882.45 0 0.0000Open Area =0.2071.3 **Open Space (Good Condition)883 690 0.01580.0044Gravel/Stone = 0.8588.2884 3799 0.08720.0515Open Area =0.2080.0 **Open Space (Good Condition) - "D" Soil885 5510 0.12650.1069886 7285 0.16720.1469Brookston Silty Clay Loam (Br - 21% Project Site Area) Type "B" Soi887 9132 0.20960.1884Crosby Silt Loam (CrA - 79% Project Site Area) Type "C" Soi887.80 10420 0.23920.1795Storage =0.6776acre-ftON SITE (PR1)POST-DEVELOPED SOIL HYDROLOGIC GROUP CN VALUE BASED UPON TYPE "D" SOILImpervious Area Open Area StoneTotal Total Composite(ft^2)(ft^2)(ft^2)(ft^2) (Acres) "CN"4020717400057607 1.32 92.6DRY DETENTION POND STAGED VOLUMEElevation Area Area Average(ft) (ft^2) (Acres) (Acres)ON SITE (EX2)882.45 0 0.0000Impervious Area Open Area Stone Total Total Composite 883 690 0.01580.0044(ft^2) (ft^2) (ft^2) (ft^2) (Acres) "CN" 884 3799 0.08720.0515190034 5483 0 195517 4.49 97.3 885 5510 0.12650.1069886 7285 0.16720.1469886.57 8427 0.19350.1028OFF SITE (A&W)Impervious Area Open Area StoneTotal Total CompositeStorage =0.4124acre-ft(ft^2)(ft^2)(ft^2)(ft^2) (Acres) "CN"142484 366180179102 4.11 92.5 Overland flowseg. 1 Shallow Concentrated FlowBasin Length S n T_t Length S Paved/Un Vel. T_tT_cname (ft) % (min) (ft) % (P or U) (ft/s) (min)(min)PR1(SEE STORM SEWER SPREADSHEET)7EX2(SEE Tc WORKSHEET)8A&W(SEE Tc WORKSHEET)10Current Development Area OnlySTORMWATER QUALITY CONTRIBUTING DRAINAGE AREAImpervious Area Open Area StoneTotal Total Composite Composite(ft^2)(ft^2)(ft^2)(ft^2) (Acres) "C" "CN"39678525040203 0.92 0.89 97.7CN pervious Area =(ft^2)Percent Impervious Area =99%Impervious Basin Area =0.91 acresCNwq =98Pervious Basin Area = 0.01 acres
ED MARTIN BUICK GMC PROPOSED DRY DETENTION POND STAGE/DISCHARGE WITH 6-INCH ORIFICE 05/15/2013 Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs ---------------------------------------------------------------------------------------------------------------------------------------- EX-POND POST 100YR-24HR 12.38 885.97 886.00 -0.0049 29752 12.00 60.51 11.84 11.74 EX-POND POST 10YR-24HR 12.29 884.35 886.00 -0.0050 17928 12.00 34.77 11.99 12.40 EX-POND POST 2YR-24HR 12.21 883.46 886.00 -0.0035 16383 12.00 23.17 12.13 10.17 PR-DRYPOND POST 100YR-24HR 12.28 885.45 887.80 -0.0050 6306 12.00 9.39 12.28 1.45 PR-DRYPOND POST 10YR-24HR 12.19 884.52 887.80 0.0045 4683 12.00 5.29 12.19 1.17 PR-DRYPOND POST 2YR-24HR 12.16 884.03 887.80 0.0036 3852 12.00 3.43 12.16 0.99
ED MARTIN BUICK GMC PROPOSED DRY DETENTION POND STAGE/DISCHARGE WITH 1.5-INCH ORIFICE 05/15/2013 Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs ---------------------------------------------------------------------------------------------------------------------------------------- EX-POND POST 100YR-24HR 12.38 885.97 886.00 -0.0050 29752 12.00 60.51 11.84 11.74 EX-POND POST 10YR-24HR 12.29 884.35 886.00 -0.0050 17928 12.00 34.77 11.99 12.40 EX-POND POST 2YR-24HR 12.21 883.46 886.00 -0.0035 16383 12.00 23.17 12.13 10.17 PR-DRYPOND POST 100YR-24HR 13.91 886.57 887.80 0.0048 8345 12.00 9.39 13.91 0.36 PR-DRYPOND POST 10YR-24HR 15.32 885.38 887.80 0.0045 6183 12.00 5.29 15.32 0.13 PR-DRYPOND POST 2YR-24HR 14.36 884.68 887.80 0.0036 4963 12.00 3.43 14.36 0.11
CIVIL SITE GROUP, Inc.STORM DRAIN FLOW TABULATION FORM - RATIONAL METHODPROJECT NAMEEd Martin Buick GMCCOMPUTED BY:BSCPROJECT No.DPI.001CHECKED BY:BSCSTORM FREQUENCY DESIGN YEAR10C A L C U L A T E D D E S I G NHGLHeadlossLOCATION INLET ACRES COEF.SUM TIME CONC. (min) INT. "Q" = PIPE (full) n =0.012Pipe Pipe Max Q Max V MANHOLEin MH MH DEPTH Coeff. atLOCA TIONfrom to AREA sub total "C" CA CA inlet drain total "I" CIA size slope vel. length slope full full INV out INV inout MHTC-INV ManholeFROM TO2030.34 0.850.2955 6.98 2.02GUT=888.00885.022033.50 0.50203203 2020.34 0.29 5.00 1.64 6.64 6.98 2.02120.27 2.57253 0.302.11 2.69 884.50 883.74 884.96Cover = 2.50203 2022020.39 0.840.3355 6.98 2.29GUT=887.25884.212024.17 0.50202202 2010.94 0.80 6.64 0.16 6.80 6.40 5.09180.20 2.8828 0.205.08 2.88 883.08 883.02 884.15Cover = 2.67202 2012010.00 0.000.0055 6.98 0.00T.C.=888.25884.092015.35 0.50201201 E10.94 0.80 6.80 0.16 6.97 6.34 5.04180.20 2.8528 0.205.04 2.85 882.90 882.85 884.03Cover = 3.85201 E1883.97 = T.W.2040.21 0.850.1855 6.98 1.25T.C.=887.00885.392043.50 0.50204204 2020.21 0.18 5.00 1.12 6.12 6.98 1.25120.10 1.59107 0.302.11 2.69 883.50 883.18 885.33Cover = 2.50204 202885.02 = T.W.2010.00 0.000.0055 6.98 1.38T.C.=888.25887.422015.25 0.50201201 D40.34 0.29 5.00 0.08 5.08 6.98 1.38120.13 1.768 12.5013.64 17.37 883.00 882.00 885.08Cover = 4.25201 D4884.09 = T.W.D40.00 0.000.0055 6.98 1.38T.C.=888.25884.26D45.25 0.50D4D4 2010.34 0.29 5.00 0.08 5.08 6.98 1.38120.13 1.768 0.633.05 3.88 883.00 882.95 884.14Cover = 4.25D4 201884.09 = T.W.05/14/13Page 1
PROPOSED STORM SEWER BASINS
Runoff Curve
Coefficient Number
Impervious Area = 0.90 98 **Rooftop
Open Area =0.20 71.3 **Open Space (Good Condition)
Impervious Area = 0.85 98 **Pavement
Open Area =0.20 80.0 **Open Space (Good Condition) - "D" Soil
Crosby Silt Loam (CrA - 100% Project Site Area) Type "C" Soil
POST-DEVELOPED SOIL HYDROLOGIC GROUP CN VALUE BASED UPON TYPE "D" SOIL
BASIN (202)
Impervious Area Open Area Impervious Area Total Total Composite Composite
Rooftop (ft^2) (ft^2) Pavement (ft^2) (ft^2) (Acres) "CN" "C"
0 371 16406 16777 0.39 97.6 0.84
BASIN (203)
Impervious Area Open Area Impervious Area Total Total Composite Composite
Rooftop (ft^2) (ft^2) Pavement (ft^2) (ft^2) (Acres) "CN" "C"
0 0 14858 14858 0.34 98.0 0.85
BASIN (204)
Impervious Area Open Area Impervious Area Total Total Composite Composite
Rooftop (ft^2) (ft^2) Pavement (ft^2) (ft^2) (Acres) "CN" "C"
0 0 9040 9040 0.21 98.0 0.85
Time of Concentration WorksheetPROJECT: ED MARTIN BUICK GMC Based on TR-55JOB #: DPI.001Typical values for Manning's nTypical values for Manning's nOverland Flow 2 year, 24 hour rainfall =2.66inches Channel Flow short grass 0.150 grass 0.030 dense grass 0.240 concrete 0.015 pavement 0.011 rip-rap 0.035 Overland flowseg. 1 Overland flowseg. 2 Shallow Concentrated Flow Channel FlowBasin Length S n T_t Length S n T_t Length SPaved/UnVel. T_t Length a Pw r S n Vel. T_tT_cname (ft) %(min) (ft) %(min) (ft) % (P or U) (ft/s) (min) (ft) (s.f.) (ft) (ft) %(ft/s) (min)(min)20352025201520452015D45EX2 100 1.00 0.0112103 1.00 P2.03 1793 3.14 6.280.500.50 0.0122.57 58A&W 100 1.00 0.0112367 0.50 U1.14 5340 1.77 4.710.380.50 0.0122.12 310Page 1
Emergency Overflow Weir Analysis
(Trapezoidal Weir) - Ed Martin Buick GMC Dry Pond
Q = 2/3 * Cd * b * [(2g)^(1/2)] * [H^(3/2)]
Cd = Weir Discharge Coefficient =0.63
b = Base Width of Weir =10 ft
g = Gravitational Constant =32.2 ft/s^2
H = Height of Water Above Base of Weir =0.500 ft
Q = Discharge from Weir =11.74 ft^3/s
Maximum 100-year Inflow Into Pond =9.39 ft^3/s
1.25 x 100-year Inflow =11.74 ft^3/s
HQ HQ
(ft) (ft^3/s) (ft) (ft^3/s)
0.0 0.00 0.500 11.92
0.1 1.07 100-Year Elevation =885.45 ft
0.2 3.01 Base of Weir Elevation =887.80 ft
0.3 5.54 Emergency Overflow Elevation =888.30 ft
0.4 8.53 Pond Top-of-Bank =888.25 ft
0.5 11.92 Freeboard =2.35 ft
0.6 15.66
0.7 19.74
0.8 24.12
0.9 28.78
1.0 33.70
1.1 38.88
1.2 44.31
1.3 49.96
1.4 55.83
1.5 61.92
1.6 68.21
1.7 74.71
1.8 81.40
1.9 88.27
2.0 95.33
Inlet Capacity Calculations
INLET #203
Inlet Type = Neenah R-3287-10V
A = 2.10 ft - Assuming 50% Clogged =1.05 ft
P = 5.50 ft - Assuming 50% Clogged =2.75 ft
Q = 2.02 cfs - Projected 10yr Flow to Inlet, Basin 203
Orifice Flow Weir Flow
Q = 4.89 * A * (d)^0.5 Q = 3.0 * P * (d)^1.5
Q = Flow in cfs Q = Flow in cfs
A = Open area of inlet in ft^2 P = Wetted perimeter of inlet in ft
d = Depth of water above inlet in inches d = Depth of water above inlet in inches
d = 0.15 ft.d = 0.39 ft.
INLET #204
Inlet Type = Neenah R-3405
A = 1.50 ft - Assuming 50% Clogged = 0.75
P = 7.90 ft - Assuming 50% Clogged = 3.95
Q = 1.25 cfs - Projected Flow to Inlet 204
Orifice Flow Weir Flow
Q = 4.89 * A * (d)^0.5 Q = 3.0 * P * (d)^1.5
Q = Flow in cfs Q = Flow in cfs
A = Open area of inlet in ft^2 P = Wetted perimeter of inlet in ft
d = Depth of water above inlet in inches d = Depth of water above inlet in inches
d = 0.12 ft. d = 0.22 ft.
INLET #202
Inlet Type = Neenah R-3287-10V
A = 2.10 ft - Assuming 50% Clogged =1.05 ft
P = 5.50 ft - Assuming 50% Clogged =2.75 ft
Q = 2.29 cfs - Projected 10yr Flow to Inlet, Basin 202
Orifice Flow Weir Flow
Q = 4.89 * A * (d)^0.5 Q = 3.0 * P * (d)^1.5
Q = Flow in cfs Q = Flow in cfs
A = Open area of inlet in ft^2 P = Wetted perimeter of inlet in ft
d = Depth of water above inlet in inches d = Depth of water above inlet in inches
d = 0.20 ft.d = 0.43 ft.
D. Stormwater Quality Data
05/15/2013
Basin Name: WAT-QUAL
Group Name: POST
Simulation: WAT-QUAL
Node Name: WAT-QUAL
Basin Type: SCS Unit Hydrograph
Unit Hydrograph: Uh484
Peaking Fator: 484.0
Spec Time Inc (min): 0.93
Comp Time Inc (min): 0.93
Rainfall File: Scsii-24
Rainfall Amount (in): 1.000
Storm Duration (hrs): 24.00
Status: Onsite
Time of Conc (min): 7.00
Time Shift (hrs): 0.00
Area (ac): 0.920
Vol of Unit Hyd (in): 1.001
Curve Number: 98.000
DCIA (%): 0.000
Time Max (hrs): 12.01
Flow Max (cfs): 0.97
Runoff Volume (in): 0.790
Runoff Volume (ft3): 2637
05/15/2013
=========================================================================
=================
==== Basins
=========================================================================
=====
=========================================================================
=================
Name: WAT-QUAL Node: WAT-QUAL
Status: Onsite
Group: POST Type: SCS Unit Hydrograph CN
Unit Hydrograph: Uh484 Peaking Factor: 484.0
Rainfall File: Storm Duration(hrs): 0.00
Rainfall Amount(in): 0.000 Time of Conc(min): 7.00
Area(ac): 0.920 Time Shift(hrs): 0.00
Curve Number: 98.00 Max Allowable Q(cfs):
999999.000
DCIA(%): 0.00
=========================================================================
=================
==== Nodes
=========================================================================
======
=========================================================================
=================
Name: WAT-QUAL Base Flow(cfs): 0.000 Init
Stage(ft): 0.000
Group: POST Warn
Stage(ft): 0.000
Type: Stage/Area
Stage(ft) Area(ac)
--------------- ---------------
=========================================================================
=================
==== Hydrology Simulations
===============================================================
=========================================================================
=================
Name: WAT-QUAL
Filename: P:\DPI.001 - Ed Martin Buick.GMC\Drainage\ICPR\WAT-
QUAL.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsii-24
Rainfall Amount(in): 1.00
Time(hrs) Print Inc(min)
--------------- ---------------
30.000 5.00
=========================================================================
=================
==== Routing Simulations
=================================================================
=========================================================================
=================
Name: WAT-QUAL Hydrology Sim: WAT-QUAL
Filename: P:\DPI.001 - Ed Martin Buick.GMC\Drainage\ICPR\WAT-
QUAL.I32
Execute: Yes Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500
Time Step Optimizer: 10.000
Start Time(hrs): 0.000 End Time(hrs): 24.00
Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000
Boundary Stages: Boundary Flows:
Time(hrs) Print Inc(min)
--------------- ---------------
999.000 15.000
Group Run
--------------- -----
POST Yes
E. Existing Conditions ICPR Input Data
==========================================================================================
==== Basins ==============================================================================
==========================================================================================
Name: AW Node: EX-POND Status: Onsite
Group: PRE Type: SCS Unit Hydrograph CN
Unit Hydrograph: Uh484 Peaking Factor: 484.0
Rainfall File: Storm Duration(hrs): 0.00
Rainfall Amount(in): 0.000 Time of Conc(min): 10.00
Area(ac): 4.110 Time Shift(hrs): 0.00
Curve Number: 92.50 Max Allowable Q(cfs): 999999.000
DCIA(%): 0.00
---------------------------------------------------------------------------------------------------
-
Name: EX1 Node: EX-POND Status: Onsite
Group: PRE Type: SCS Unit Hydrograph CN
Unit Hydrograph: Uh484 Peaking Factor: 484.0
Rainfall File: Storm Duration(hrs): 0.00
Rainfall Amount(in): 0.000 Time of Conc(min): 14.00
Area(ac): 1.770 Time Shift(hrs): 0.00
Curve Number: 72.40 Max Allowable Q(cfs): 999999.000
DCIA(%): 0.00
---------------------------------------------------------------------------------------------------
-
Name: EX2 Node: EX-POND Status: Onsite
Group: PRE Type: SCS Unit Hydrograph CN
Unit Hydrograph: Uh484 Peaking Factor: 484.0
Rainfall File: Storm Duration(hrs): 0.00
Rainfall Amount(in): 0.000 Time of Conc(min): 8.00
Area(ac): 4.490 Time Shift(hrs): 0.00
Curve Number: 97.30 Max Allowable Q(cfs): 999999.000
DCIA(%): 0.00
==========================================================================================
==== Nodes ===============================================================================
==========================================================================================
Name: BOUNDARY-EAST Base Flow(cfs): 0.000 Init Stage(ft): 880.830
Group: PRE Warn Stage(ft): 880.830
Type: Time/Stage
Time(hrs) Stage(ft)
--------------- ---------------
0.00 880.830
12.00 880.830
24.00 880.830
------------------------------------------------------------------------------------------
Name: BOUNDARY-WEST Base Flow(cfs): 0.000 Init Stage(ft): 880.000
Group: PRE Warn Stage(ft): 888.170
Type: Time/Stage
Time(hrs) Stage(ft)
--------------- ---------------
0.00 880.000
12.00 880.000
24.00 880.000
30.00 880.000
------------------------------------------------------------------------------------------
Name: EX-POND Base Flow(cfs): 0.000 Init Stage(ft): 881.850
Group: PRE Warn Stage(ft): 886.000
Type: Stage/Area
Stage(ft) Area(ac)
--------------- ---------------
881.850 0.3014
882.000 0.3067
883.000 0.3422
884.000 0.3913
885.000 0.4462
886.000 0.6890
887.000 1.2400
------------------------------------------------------------------------------------------
Name: LS1 Base Flow(cfs): 0.000 Init Stage(ft): 877.600
Group: PRE Warn Stage(ft): 886.000
Type: Stage/Area
Stage(ft) Area(ac)
--------------- ---------------
870.000 0.0026
871.000 0.0026
872.000 0.0026
873.000 0.0026
874.000 0.0026
875.000 0.0026
876.000 0.0026
877.000 0.0026
878.000 0.0026
879.000 0.0026
880.000 0.0026
881.000 0.0026
882.000 0.0026
883.000 0.0026
884.000 0.0026
885.000 0.0026
886.000 0.0026
------------------------------------------------------------------------------------------
Name: STR-EX4 Base Flow(cfs): 0.000 Init Stage(ft): 882.180
Group: PRE Plunge Factor: 1.00 Warn Stage(ft): 887.110
Type: Manhole, Flat Floor
Stage(ft) Area(ac)
--------------- ---------------
882.180 0.0003
883.000 0.0003
884.000 0.0003
885.000 0.0003
886.000 0.0003
887.000 0.0003
887.110 0.0003
==========================================================================================
==== Operating Tables ====================================================================
==========================================================================================
Name: OUTLET Group: PRE
Type: Rating Curve
Function: US Stage vs. Discharge
US Stage(ft) Discharge(cfs)
--------------- ---------------
870.000 6.25
871.000 6.25
872.000 6.25
873.000 6.25
874.000 6.25
875.000 6.25
876.000 6.25
877.000 6.25
878.000 6.25
879.000 6.25
880.000 6.25
881.000 6.25
882.000 6.25
883.000 6.25
884.000 6.25
885.000 6.25
886.000 6.25
==========================================================================================
==== Pipes ===============================================================================
==========================================================================================
Name: EX1-LS1 From Node: EX-POND Length(ft): 624.00
Group: PRE To Node: LS1 Count: 1
Friction Equation: Automatic
UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive
Geometry: Circular Circular Flow: Positive
Span(in): 27.00 27.00 Entrance Loss Coef: 0.00
Rise(in): 27.00 27.00 Exit Loss Coef: 1.00
Invert(ft): 881.850 877.600 Bend Loss Coef: 0.00
Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw
Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc
Bot Clip(in): 0.000 0.000 Stabilizer Option: None
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
---------------------------------------------------------------------------------------------------
-
Name: EX3-EX4 From Node: EX-POND Length(ft): 19.00
Group: PRE To Node: STR-EX4 Count: 1
Friction Equation: Automatic
UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive
Geometry: Circular Circular Flow: Positive
Span(in): 12.00 12.00 Entrance Loss Coef: 0.00
Rise(in): 12.00 12.00 Exit Loss Coef: 1.00
Invert(ft): 882.380 882.180 Bend Loss Coef: 0.00
Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw
Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc
Bot Clip(in): 0.000 0.000 Stabilizer Option: None
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
---------------------------------------------------------------------------------------------------
-
Name: EX4-EX5 From Node: STR-EX4 Length(ft): 107.00
Group: PRE To Node: BOUNDARY-WEST Count: 1
Friction Equation: Automatic
UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive
Geometry: Circular Circular Flow: Positive
Span(in): 12.00 12.00 Entrance Loss Coef: 0.00
Rise(in): 12.00 12.00 Exit Loss Coef: 1.00
Invert(ft): 884.210 884.790 Bend Loss Coef: 0.00
Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw
Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc
Bot Clip(in): 0.000 0.000 Stabilizer Option: None
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
==========================================================================================
==== Rating Curves =======================================================================
==========================================================================================
Name: PUMP From Node: LS1 Count: 1
Group: PRE To Node: BOUNDARY-EAST Flow: Positive
TABLE ELEV ON(ft) ELEV OFF(ft)
#1: OUTLET 871.000 870.000
#2: 0.000 0.000
#3: 0.000 0.000
#4: 0.000 0.000
==========================================================================================
==== Hydrology Simulations ===============================================================
==========================================================================================
Name: 100YR-24HR
Filename: P:\DPI.001 - Ed Martin Buick.GMC\Drainage\ICPR\100YR-24HR.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsii-24
Rainfall Amount(in): 6.46
Time(hrs) Print Inc(min)
--------------- ---------------
30.000 5.00
---------------------------------------------------------------------------------------------------
-
Name: 10YR-24HR
Filename: P:\DPI.001 - Ed Martin Buick.GMC\Drainage\ICPR\10YR-24HR.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsii-24
Rainfall Amount(in): 3.83
Time(hrs) Print Inc(min)
--------------- ---------------
30.000 5.00
---------------------------------------------------------------------------------------------------
-
Name: 2YR-24HR
Filename: P:\DPI.001 - Ed Martin Buick.GMC\Drainage\ICPR\2YR-24HR.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsii-24
Rainfall Amount(in): 2.66
Time(hrs) Print Inc(min)
--------------- ---------------
30.000 5.00
==========================================================================================
==== Routing Simulations =================================================================
==========================================================================================
Name: 100YR-24HR Hydrology Sim: 100YR-24HR
Filename: P:\DPI.001 - Ed Martin Buick.GMC\Drainage\ICPR\100YR-24HR.I32
Execute: Yes Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500
Time Step Optimizer: 10.000
Start Time(hrs): 0.000 End Time(hrs): 25.00
Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000
Boundary Stages: Boundary Flows:
Time(hrs) Print Inc(min)
--------------- ---------------
999.000 10.000
Group Run
--------------- -----
PRE Yes
---------------------------------------------------------------------------------------------------
-
Name: 10YR-24HR Hydrology Sim: 10YR-24HR
Filename: P:\DPI.001 - Ed Martin Buick.GMC\Drainage\ICPR\10YR-24HR.I32
Execute: Yes Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500
Time Step Optimizer: 10.000
Start Time(hrs): 0.000 End Time(hrs): 25.00
Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000
Boundary Stages: Boundary Flows:
Time(hrs) Print Inc(min)
--------------- ---------------
999.000 10.000
Group Run
--------------- -----
PRE Yes
---------------------------------------------------------------------------------------------------
-
Name: 2YR-24HR Hydrology Sim: 2YR-24HR
Filename: P:\DPI.001 - Ed Martin Buick.GMC\Drainage\ICPR\2YR-24HR.I32
Execute: Yes Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500
Time Step Optimizer: 10.000
Start Time(hrs): 0.000 End Time(hrs): 25.00
Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000
Boundary Stages: Boundary Flows:
Time(hrs) Print Inc(min)
--------------- ---------------
999.000 10.000
Group Run
--------------- -----
PRE Yes
F. Proposed Conditions ICPR Input Data
ED MARTIN BUICK GMC PROPOSED DRY DETENTION POND ICPR INPUT FOR
1.5-INCH ORIFICE
05/15/2013
=========================================================================
=================
==== Basins
=========================================================================
=====
=========================================================================
=================
Name: AW Node: EX-POND
Status: Onsite
Group: POST Type: SCS Unit Hydrograph CN
Unit Hydrograph: Uh484 Peaking Factor: 484.0
Rainfall File: Storm Duration(hrs): 0.00
Rainfall Amount(in): 0.000 Time of Conc(min): 10.00
Area(ac): 4.110 Time Shift(hrs): 0.00
Curve Number: 92.50 Max Allowable Q(cfs):
999999.000
DCIA(%): 0.00
-------------------------------------------------------------------------
---------------------------
Name: EX2 Node: EX-POND
Status: Onsite
Group: POST Type: SCS Unit Hydrograph CN
Unit Hydrograph: Uh484 Peaking Factor: 484.0
Rainfall File: Storm Duration(hrs): 0.00
Rainfall Amount(in): 0.000 Time of Conc(min): 8.00
Area(ac): 4.490 Time Shift(hrs): 0.00
Curve Number: 97.30 Max Allowable Q(cfs):
999999.000
DCIA(%): 0.00
-------------------------------------------------------------------------
---------------------------
Name: PR1 Node: PR-DRYPOND
Status: Onsite
Group: POST Type: SCS Unit Hydrograph CN
Unit Hydrograph: Uh484 Peaking Factor: 484.0
Rainfall File: Storm Duration(hrs): 0.00
Rainfall Amount(in): 0.000 Time of Conc(min): 7.00
Area(ac): 1.320 Time Shift(hrs): 0.00
Curve Number: 92.60 Max Allowable Q(cfs):
999999.000
DCIA(%): 0.00
=========================================================================
=================
==== Nodes
=========================================================================
======
=========================================================================
=================
Name: BOUNDARY-EAST Base Flow(cfs): 0.000 Init
Stage(ft): 880.830
Group: POST Warn
Stage(ft): 880.830
Type: Time/Stage
Time(hrs) Stage(ft)
--------------- ---------------
0.00 880.830
12.00 880.830
24.00 880.830
-------------------------------------------------------------------------
-----------------
Name: BOUNDARY-WEST Base Flow(cfs): 0.000 Init
Stage(ft): 880.000
Group: POST Warn
Stage(ft): 888.170
Type: Time/Stage
Time(hrs) Stage(ft)
--------------- ---------------
0.00 880.000
12.00 880.000
24.00 880.000
30.00 880.000
-------------------------------------------------------------------------
-----------------
Name: DRY POND BDRY Base Flow(cfs): 0.000 Init
Stage(ft): 881.850
Group: POST Warn
Stage(ft): 881.850
Type: Time/Stage
Time(hrs) Stage(ft)
--------------- ---------------
0.00 881.850
12.00 881.850
24.00 881.850
-------------------------------------------------------------------------
-----------------
Name: EX-POND Base Flow(cfs): 0.000 Init
Stage(ft): 881.850
Group: POST Warn
Stage(ft): 886.000
Type: Stage/Area
Stage(ft) Area(ac)
--------------- ---------------
881.850 0.3014
882.000 0.3067
883.000 0.3422
884.000 0.3913
885.000 0.4462
886.000 0.6890
887.000 1.2400
-------------------------------------------------------------------------
-----------------
Name: LS1 Base Flow(cfs): 0.000 Init
Stage(ft): 877.600
Group: POST Warn
Stage(ft): 886.000
Type: Stage/Area
Stage(ft) Area(ac)
--------------- ---------------
870.000 0.0026
871.000 0.0026
872.000 0.0026
873.000 0.0026
874.000 0.0026
875.000 0.0026
876.000 0.0026
877.000 0.0026
878.000 0.0026
879.000 0.0026
880.000 0.0026
881.000 0.0026
882.000 0.0026
883.000 0.0026
884.000 0.0026
885.000 0.0026
886.000 0.0026
-------------------------------------------------------------------------
-----------------
Name: PR-DRYPOND Base Flow(cfs): 0.000 Init
Stage(ft): 882.300
Group: POST Warn
Stage(ft): 887.800
Type: Stage/Area
Stage(ft) Area(ac)
--------------- ---------------
882.300 0.0000
883.000 0.0158
884.000 0.0872
885.000 0.1265
886.000 0.1672
887.000 0.2096
887.800 0.2392
-------------------------------------------------------------------------
-----------------
Name: STR-EX4 Base Flow(cfs): 0.000 Init
Stage(ft): 882.180
Group: POST Plunge Factor: 1.00 Warn
Stage(ft): 887.110
Type: Manhole, Flat Floor
Stage(ft) Area(ac)
--------------- ---------------
882.180 0.0003
883.000 0.0003
884.000 0.0003
885.000 0.0003
886.000 0.0003
887.000 0.0003
887.110 0.0003
=========================================================================
=================
==== Operating Tables
====================================================================
=========================================================================
=================
Name: OUTLET Group: POST
Type: Rating Curve
Function: US Stage vs. Discharge
US Stage(ft) Discharge(cfs)
--------------- ---------------
870.000 6.25
871.000 6.25
872.000 6.25
873.000 6.25
874.000 6.25
875.000 6.25
876.000 6.25
877.000 6.25
878.000 6.25
879.000 6.25
880.000 6.25
881.000 6.25
882.000 6.25
883.000 6.25
884.000 6.25
885.000 6.25
886.000 6.25
=========================================================================
=================
==== Pipes
=========================================================================
======
=========================================================================
=================
Name: EX1-LS1 From Node: EX-POND
Length(ft): 624.00
Group: POST To Node: LS1
Count: 1
Friction
Equation: Automatic
UPSTREAM DOWNSTREAM Solution
Algorithm: Most Restrictive
Geometry: Circular Circular
Flow: Positive
Span(in): 27.00 27.00 Entrance Loss
Coef: 0.00
Rise(in): 27.00 27.00 Exit Loss
Coef: 1.00
Invert(ft): 881.850 877.600 Bend Loss
Coef: 0.00
Manning's N: 0.013000 0.013000 Outlet Ctrl
Spec: Use dc or tw
Top Clip(in): 0.000 0.000 Inlet Ctrl
Spec: Use dc
Bot Clip(in): 0.000 0.000 Stabilizer
Option: None
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
-------------------------------------------------------------------------
---------------------------
Name: EX3-EX4 From Node: EX-POND
Length(ft): 19.00
Group: POST To Node: STR-EX4
Count: 1
Friction
Equation: Automatic
UPSTREAM DOWNSTREAM Solution
Algorithm: Most Restrictive
Geometry: Circular Circular
Flow: Positive
Span(in): 12.00 12.00 Entrance Loss
Coef: 0.00
Rise(in): 12.00 12.00 Exit Loss
Coef: 1.00
Invert(ft): 882.380 882.180 Bend Loss
Coef: 0.00
Manning's N: 0.013000 0.013000 Outlet Ctrl
Spec: Use dc or tw
Top Clip(in): 0.000 0.000 Inlet Ctrl
Spec: Use dc
Bot Clip(in): 0.000 0.000 Stabilizer
Option: None
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
-------------------------------------------------------------------------
---------------------------
Name: EX4-EX5 From Node: STR-EX4
Length(ft): 107.00
Group: POST To Node: BOUNDARY-WEST
Count: 1
Friction
Equation: Automatic
UPSTREAM DOWNSTREAM Solution
Algorithm: Most Restrictive
Geometry: Circular Circular
Flow: Positive
Span(in): 12.00 12.00 Entrance Loss
Coef: 0.00
Rise(in): 12.00 12.00 Exit Loss
Coef: 1.00
Invert(ft): 884.210 884.790 Bend Loss
Coef: 0.00
Manning's N: 0.013000 0.013000 Outlet Ctrl
Spec: Use dc or tw
Top Clip(in): 0.000 0.000 Inlet Ctrl
Spec: Use dc
Bot Clip(in): 0.000 0.000 Stabilizer
Option: None
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
=========================================================================
=================
==== Drop Structures
=====================================================================
=========================================================================
=================
Name: OUTLET From Node: PR-DRYPOND
Length(ft): 52.00
Group: POST To Node: DRY POND BDRY
Count: 1
UPSTREAM DOWNSTREAM Friction
Equation: Automatic
Geometry: Circular Circular Solution
Algorithm: Most Restrictive
Span(in): 12.00 12.00
Flow: Both
Rise(in): 12.00 12.00 Entrance Loss
Coef: 0.000
Invert(ft): 882.350 882.000 Exit Loss
Coef: 1.000
Manning's N: 0.012000 0.012000 Outlet Ctrl
Spec: Use dc or tw
Top Clip(in): 0.000 0.000 Inlet Ctrl
Spec: Use dc
Bot Clip(in): 0.000 0.000 Solution
Incs: 10
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
*** Weir 1 of 2 for Drop Structure OUTLET ***
TABLE
Count: 1 Bottom Clip(in): 0.000
Type: Vertical: Mavis Top Clip(in): 0.000
Flow: Both Weir Disc Coef: 3.200
Geometry: Rectangular Orifice Disc Coef: 0.600
Span(in): 1.50 Invert(ft): 882.450
Rise(in): 1.50 Control Elev(ft): 882.450
*** Weir 2 of 2 for Drop Structure OUTLET ***
TABLE
Count: 20 Bottom Clip(in): 0.000
Type: Horizontal Top Clip(in): 0.000
Flow: Both Weir Disc Coef: 3.200
Geometry: Rectangular Orifice Disc Coef: 0.600
Span(in): 1.00 Invert(ft): 886.550
Rise(in): 4.00 Control Elev(ft): 886.550
=========================================================================
=================
==== Rating Curves
=======================================================================
=========================================================================
=================
Name: PUMP From Node: LS1
Count: 1
Group: POST To Node: BOUNDARY-EAST
Flow: Positive
TABLE ELEV ON(ft) ELEV OFF(ft)
#1: OUTLET 871.000 870.000
#2: 0.000 0.000
#3: 0.000 0.000
#4: 0.000 0.000
=========================================================================
=================
==== Hydrology Simulations
===============================================================
=========================================================================
=================
Name: 100YR-24HR
Filename: P:\DPI.001 - Ed Martin Buick.GMC\Drainage\ICPR\100YR-
24HR.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsii-24
Rainfall Amount(in): 6.46
Time(hrs) Print Inc(min)
--------------- ---------------
30.000 5.00
-------------------------------------------------------------------------
---------------------------
Name: 10YR-24HR
Filename: P:\DPI.001 - Ed Martin Buick.GMC\Drainage\ICPR\10YR-
24HR.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsii-24
Rainfall Amount(in): 3.83
Time(hrs) Print Inc(min)
--------------- ---------------
30.000 5.00
-------------------------------------------------------------------------
---------------------------
Name: 2YR-24HR
Filename: P:\DPI.001 - Ed Martin Buick.GMC\Drainage\ICPR\2YR-
24HR.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsii-24
Rainfall Amount(in): 2.66
Time(hrs) Print Inc(min)
--------------- ---------------
30.000 5.00
=========================================================================
=================
==== Routing Simulations
=================================================================
=========================================================================
=================
Name: 100YR-24HR Hydrology Sim: 100YR-24HR
Filename: P:\DPI.001 - Ed Martin Buick.GMC\Drainage\ICPR\100YR-
24HR.I32
Execute: Yes Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500
Time Step Optimizer: 10.000
Start Time(hrs): 0.000 End Time(hrs): 25.00
Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000
Boundary Stages: Boundary Flows:
Time(hrs) Print Inc(min)
--------------- ---------------
999.000 10.000
Group Run
--------------- -----
POST Yes
-------------------------------------------------------------------------
---------------------------
Name: 10YR-24HR Hydrology Sim: 10YR-24HR
Filename: P:\DPI.001 - Ed Martin Buick.GMC\Drainage\ICPR\10YR-
24HR.I32
Execute: Yes Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500
Time Step Optimizer: 10.000
Start Time(hrs): 0.000 End Time(hrs): 25.00
Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000
Boundary Stages: Boundary Flows:
Time(hrs) Print Inc(min)
--------------- ---------------
999.000 10.000
Group Run
--------------- -----
POST Yes
-------------------------------------------------------------------------
---------------------------
Name: 2YR-24HR Hydrology Sim: 2YR-24HR
Filename: P:\DPI.001 - Ed Martin Buick.GMC\Drainage\ICPR\2YR-
24HR.I32
Execute: Yes Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500
Time Step Optimizer: 10.000
Start Time(hrs): 0.000 End Time(hrs): 25.00
Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000
Boundary Stages: Boundary Flows:
Time(hrs) Print Inc(min)
--------------- ---------------
999.000 10.000
Group Run
--------------- -----
POST Yes
ED MARTIN BUICK GMC PROPOSED DRY DETENTION POND ICPR INPUT FOR
6-INCH ORIFICE
05/15/2013
=========================================================================
=================
==== Basins
=========================================================================
=====
=========================================================================
=================
Name: AW Node: EX-POND
Status: Onsite
Group: POST Type: SCS Unit Hydrograph CN
Unit Hydrograph: Uh484 Peaking Factor: 484.0
Rainfall File: Storm Duration(hrs): 0.00
Rainfall Amount(in): 0.000 Time of Conc(min): 10.00
Area(ac): 4.110 Time Shift(hrs): 0.00
Curve Number: 92.50 Max Allowable Q(cfs):
999999.000
DCIA(%): 0.00
-------------------------------------------------------------------------
---------------------------
Name: EX2 Node: EX-POND
Status: Onsite
Group: POST Type: SCS Unit Hydrograph CN
Unit Hydrograph: Uh484 Peaking Factor: 484.0
Rainfall File: Storm Duration(hrs): 0.00
Rainfall Amount(in): 0.000 Time of Conc(min): 8.00
Area(ac): 4.490 Time Shift(hrs): 0.00
Curve Number: 97.30 Max Allowable Q(cfs):
999999.000
DCIA(%): 0.00
-------------------------------------------------------------------------
---------------------------
Name: PR1 Node: PR-DRYPOND
Status: Onsite
Group: POST Type: SCS Unit Hydrograph CN
Unit Hydrograph: Uh484 Peaking Factor: 484.0
Rainfall File: Storm Duration(hrs): 0.00
Rainfall Amount(in): 0.000 Time of Conc(min): 7.00
Area(ac): 1.320 Time Shift(hrs): 0.00
Curve Number: 92.60 Max Allowable Q(cfs):
999999.000
DCIA(%): 0.00
=========================================================================
=================
==== Nodes
=========================================================================
======
=========================================================================
=================
Name: BOUNDARY-EAST Base Flow(cfs): 0.000 Init
Stage(ft): 880.830
Group: POST Warn
Stage(ft): 880.830
Type: Time/Stage
Time(hrs) Stage(ft)
--------------- ---------------
0.00 880.830
12.00 880.830
24.00 880.830
-------------------------------------------------------------------------
-----------------
Name: BOUNDARY-WEST Base Flow(cfs): 0.000 Init
Stage(ft): 880.000
Group: POST Warn
Stage(ft): 888.170
Type: Time/Stage
Time(hrs) Stage(ft)
--------------- ---------------
0.00 880.000
12.00 880.000
24.00 880.000
30.00 880.000
-------------------------------------------------------------------------
-----------------
Name: DRY POND BDRY Base Flow(cfs): 0.000 Init
Stage(ft): 881.850
Group: POST Warn
Stage(ft): 881.850
Type: Time/Stage
Time(hrs) Stage(ft)
--------------- ---------------
0.00 881.850
12.00 881.850
24.00 881.850
-------------------------------------------------------------------------
-----------------
Name: EX-POND Base Flow(cfs): 0.000 Init
Stage(ft): 881.850
Group: POST Warn
Stage(ft): 886.000
Type: Stage/Area
Stage(ft) Area(ac)
--------------- ---------------
881.850 0.3014
882.000 0.3067
883.000 0.3422
884.000 0.3913
885.000 0.4462
886.000 0.6890
887.000 1.2400
-------------------------------------------------------------------------
-----------------
Name: LS1 Base Flow(cfs): 0.000 Init
Stage(ft): 877.600
Group: POST Warn
Stage(ft): 886.000
Type: Stage/Area
Stage(ft) Area(ac)
--------------- ---------------
870.000 0.0026
871.000 0.0026
872.000 0.0026
873.000 0.0026
874.000 0.0026
875.000 0.0026
876.000 0.0026
877.000 0.0026
878.000 0.0026
879.000 0.0026
880.000 0.0026
881.000 0.0026
882.000 0.0026
883.000 0.0026
884.000 0.0026
885.000 0.0026
886.000 0.0026
-------------------------------------------------------------------------
-----------------
Name: PR-DRYPOND Base Flow(cfs): 0.000 Init
Stage(ft): 882.300
Group: POST Warn
Stage(ft): 887.800
Type: Stage/Area
Stage(ft) Area(ac)
--------------- ---------------
882.300 0.0000
883.000 0.0158
884.000 0.0872
885.000 0.1265
886.000 0.1672
887.000 0.2096
887.800 0.2392
-------------------------------------------------------------------------
-----------------
Name: STR-EX4 Base Flow(cfs): 0.000 Init
Stage(ft): 882.180
Group: POST Plunge Factor: 1.00 Warn
Stage(ft): 887.110
Type: Manhole, Flat Floor
Stage(ft) Area(ac)
--------------- ---------------
882.180 0.0003
883.000 0.0003
884.000 0.0003
885.000 0.0003
886.000 0.0003
887.000 0.0003
887.110 0.0003
=========================================================================
=================
==== Operating Tables
====================================================================
=========================================================================
=================
Name: OUTLET Group: POST
Type: Rating Curve
Function: US Stage vs. Discharge
US Stage(ft) Discharge(cfs)
--------------- ---------------
870.000 6.25
871.000 6.25
872.000 6.25
873.000 6.25
874.000 6.25
875.000 6.25
876.000 6.25
877.000 6.25
878.000 6.25
879.000 6.25
880.000 6.25
881.000 6.25
882.000 6.25
883.000 6.25
884.000 6.25
885.000 6.25
886.000 6.25
=========================================================================
=================
==== Pipes
=========================================================================
======
=========================================================================
=================
Name: EX1-LS1 From Node: EX-POND
Length(ft): 624.00
Group: POST To Node: LS1
Count: 1
Friction
Equation: Automatic
UPSTREAM DOWNSTREAM Solution
Algorithm: Most Restrictive
Geometry: Circular Circular
Flow: Positive
Span(in): 27.00 27.00 Entrance Loss
Coef: 0.00
Rise(in): 27.00 27.00 Exit Loss
Coef: 1.00
Invert(ft): 881.850 877.600 Bend Loss
Coef: 0.00
Manning's N: 0.013000 0.013000 Outlet Ctrl
Spec: Use dc or tw
Top Clip(in): 0.000 0.000 Inlet Ctrl
Spec: Use dc
Bot Clip(in): 0.000 0.000 Stabilizer
Option: None
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
-------------------------------------------------------------------------
---------------------------
Name: EX3-EX4 From Node: EX-POND
Length(ft): 19.00
Group: POST To Node: STR-EX4
Count: 1
Friction
Equation: Automatic
UPSTREAM DOWNSTREAM Solution
Algorithm: Most Restrictive
Geometry: Circular Circular
Flow: Positive
Span(in): 12.00 12.00 Entrance Loss
Coef: 0.00
Rise(in): 12.00 12.00 Exit Loss
Coef: 1.00
Invert(ft): 882.380 882.180 Bend Loss
Coef: 0.00
Manning's N: 0.013000 0.013000 Outlet Ctrl
Spec: Use dc or tw
Top Clip(in): 0.000 0.000 Inlet Ctrl
Spec: Use dc
Bot Clip(in): 0.000 0.000 Stabilizer
Option: None
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
-------------------------------------------------------------------------
---------------------------
Name: EX4-EX5 From Node: STR-EX4
Length(ft): 107.00
Group: POST To Node: BOUNDARY-WEST
Count: 1
Friction
Equation: Automatic
UPSTREAM DOWNSTREAM Solution
Algorithm: Most Restrictive
Geometry: Circular Circular
Flow: Positive
Span(in): 12.00 12.00 Entrance Loss
Coef: 0.00
Rise(in): 12.00 12.00 Exit Loss
Coef: 1.00
Invert(ft): 884.210 884.790 Bend Loss
Coef: 0.00
Manning's N: 0.013000 0.013000 Outlet Ctrl
Spec: Use dc or tw
Top Clip(in): 0.000 0.000 Inlet Ctrl
Spec: Use dc
Bot Clip(in): 0.000 0.000 Stabilizer
Option: None
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
=========================================================================
=================
==== Drop Structures
=====================================================================
=========================================================================
=================
Name: OUTLET From Node: PR-DRYPOND
Length(ft): 52.00
Group: POST To Node: DRY POND BDRY
Count: 1
UPSTREAM DOWNSTREAM Friction
Equation: Automatic
Geometry: Circular Circular Solution
Algorithm: Most Restrictive
Span(in): 12.00 12.00
Flow: Both
Rise(in): 12.00 12.00 Entrance Loss
Coef: 0.000
Invert(ft): 882.350 882.000 Exit Loss
Coef: 1.000
Manning's N: 0.012000 0.012000 Outlet Ctrl
Spec: Use dc or tw
Top Clip(in): 0.000 0.000 Inlet Ctrl
Spec: Use dc
Bot Clip(in): 0.000 0.000 Solution
Incs: 10
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
*** Weir 1 of 2 for Drop Structure OUTLET ***
TABLE
Count: 1 Bottom Clip(in): 0.000
Type: Vertical: Mavis Top Clip(in): 0.000
Flow: Both Weir Disc Coef: 3.200
Geometry: Circular Orifice Disc Coef: 0.600
Span(in): 6.00 Invert(ft): 882.450
Rise(in): 6.00 Control Elev(ft): 882.450
*** Weir 2 of 2 for Drop Structure OUTLET ***
TABLE
Count: 20 Bottom Clip(in): 0.000
Type: Horizontal Top Clip(in): 0.000
Flow: Both Weir Disc Coef: 3.200
Geometry: Rectangular Orifice Disc Coef: 0.600
Span(in): 1.00 Invert(ft): 886.550
Rise(in): 4.00 Control Elev(ft): 886.550
=========================================================================
=================
==== Rating Curves
=======================================================================
=========================================================================
=================
Name: PUMP From Node: LS1
Count: 1
Group: POST To Node: BOUNDARY-EAST
Flow: Positive
TABLE ELEV ON(ft) ELEV OFF(ft)
#1: OUTLET 871.000 870.000
#2: 0.000 0.000
#3: 0.000 0.000
#4: 0.000 0.000
=========================================================================
=================
==== Hydrology Simulations
===============================================================
=========================================================================
=================
Name: 100YR-24HR
Filename: P:\DPI.001 - Ed Martin Buick.GMC\Drainage\ICPR\100YR-
24HR.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsii-24
Rainfall Amount(in): 6.46
Time(hrs) Print Inc(min)
--------------- ---------------
30.000 5.00
-------------------------------------------------------------------------
---------------------------
Name: 10YR-24HR
Filename: P:\DPI.001 - Ed Martin Buick.GMC\Drainage\ICPR\10YR-
24HR.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsii-24
Rainfall Amount(in): 3.83
Time(hrs) Print Inc(min)
--------------- ---------------
30.000 5.00
-------------------------------------------------------------------------
---------------------------
Name: 2YR-24HR
Filename: P:\DPI.001 - Ed Martin Buick.GMC\Drainage\ICPR\2YR-
24HR.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsii-24
Rainfall Amount(in): 2.66
Time(hrs) Print Inc(min)
--------------- ---------------
30.000 5.00
=========================================================================
=================
==== Routing Simulations
=================================================================
=========================================================================
=================
Name: 100YR-24HR Hydrology Sim: 100YR-24HR
Filename: P:\DPI.001 - Ed Martin Buick.GMC\Drainage\ICPR\100YR-
24HR.I32
Execute: Yes Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500
Time Step Optimizer: 10.000
Start Time(hrs): 0.000 End Time(hrs): 25.00
Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000
Boundary Stages: Boundary Flows:
Time(hrs) Print Inc(min)
--------------- ---------------
999.000 10.000
Group Run
--------------- -----
POST Yes
-------------------------------------------------------------------------
---------------------------
Name: 10YR-24HR Hydrology Sim: 10YR-24HR
Filename: P:\DPI.001 - Ed Martin Buick.GMC\Drainage\ICPR\10YR-
24HR.I32
Execute: Yes Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500
Time Step Optimizer: 10.000
Start Time(hrs): 0.000 End Time(hrs): 25.00
Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000
Boundary Stages: Boundary Flows:
Time(hrs) Print Inc(min)
--------------- ---------------
999.000 10.000
Group Run
--------------- -----
POST Yes
-------------------------------------------------------------------------
---------------------------
Name: 2YR-24HR Hydrology Sim: 2YR-24HR
Filename: P:\DPI.001 - Ed Martin Buick.GMC\Drainage\ICPR\2YR-
24HR.I32
Execute: Yes Restart: No Patch: No
Alternative: No
Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500
Time Step Optimizer: 10.000
Start Time(hrs): 0.000 End Time(hrs): 25.00
Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000
Boundary Stages: Boundary Flows:
Time(hrs) Print Inc(min)
--------------- ---------------
999.000 10.000
Group Run
--------------- -----
POST Yes
G. Existing Storm Water Lift Station Info