Cities Index.
010323 CD The Pines at Sunrise Village Preliminary Drainage Report

City Council - Successor Agency - Housing Authority
January 3, 2023

Document
010323 CD The Pines at Sunrise Village Preliminary Drainage Report
Meeting
January 3, 2023
Body
City Council - Successor Agency - Housing Authority
Original file
19.3 MB
Text extracted from the city's file for reading and search. Open the original on fullerton.legistar1.com. That file is the official record.

Preliminary Drainage Report
The Pines at Sunrise Village
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Table of Contents

Introduction ..................................................................................................................................... 3 Purpose & Criteria .......................................................................................................................... 5 Existing Conditions ......................................................................................................................... 5 Proposed Conditions ....................................................................................................................... 5 Hydrologic Analysis ....................................................................................................................... 5 Conclusion ...................................................................................................................................... 6

List of Technical Appendices

Appendix A OC Hydrology Manual 1986 Soils Map
Zoning Map
Watershed Map

Appendix B Preliminary Site Plan
Preliminary Grading Plan
Preliminary Utility Plan

Appendix C Existing Hydrology Map
Proposed Hydrology Map

Appendix D Existing Hydrology Calculations
Proposed Hydrology Calculations

Preliminary Drainage Report
The Pines at Sunrise Village
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Introduction
This report has been prepared for APNs 287-241-01, 287-241-04, 287-241-05 and 287-241-06, in the C ity of Fullerton, in the County of Orange, California (See L ocation Map below). The project proposes a new residential development consisting o f 49 s ingle-family units and 115 townhome units for a total of 164 dwelling units. The proposed Project would develop 12.53 acres of a total 13.94 acres of land into townhomes, single-family homes, private alleys, common area landscape, and common area amenities . The remaining 1.4 1 acres of commercial site and existing buildings will not be disturbed. Private alleys, common area landscape, and common area amenities are to be maintained by the homeowners association (HOA). See Appendix B for the Preliminary Site Plan, Grading, and Utility Plans.

The Project site is bordered by Rosecrans Avenue to the north, Euclid Street to the east, Paseo Dorado to the south, and by Fountain Glen apartment homes to the west. The existing properties comprising the project site a re currently a commercial development shopping center (APN 287- 241-01, 287-241-04, 287 -241-05, & 287 -241-06). Per the City of Fullerton Zoning Map Atlas the Project Site is designated as General Commercial (APNs 287-241-01, 287-241-04, 287-241- 05 and 287 -241-06); Surrounding properties are zoned as Office Professional, Restricted Multiple Residential, and One-Family Residential (See Appendix A for the Zoning Map).

Location Map

Preliminary Drainage Report
The Pines at Sunrise Village
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Per the Orange County Watershed Master Planning Susceptibility Analysis San G abriel-Coyote Creek exhibit, dated Dec. 2012), the Project Site is within an area of “Potential Areas of Erosion, Habitat & Physical Structure Susceptibility”. The exhibit shows that there are “Earth (Unstable)”, “Earth (Stabilized)”, and “Stabilized” portions of channel infrastructure downstream of the Project Site.

Preliminary Drainage Report
The Pines at Sunrise Village
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Purpose & Criteria
The purpose of this report is to determine the existing and prop osed storm water runoff rates from the P roject site and to provide analysis of the impacts to adjacent a nd downstr eam properties and facilities.

Existing Conditions
In existing condition , the Project S ite consists of General C ommercial parcel s. The general commercial parcels (APNs 287-241-01, 287 -241-04, 287 -241-05, & 287 -241-06) are approximately 80 % imper vious, and is almost entirely covered by existing shopping center buildings and parking areas.

All drainage (on -site and off -site) is captured in existing catch basin s at the intersection of Rosecrans Avenue and Euclid Street and also at the edge of the P roject Site on Euclid Street and is conveyed south in an existing trapezoidal concrete channel (6’B X 4’H with 1.5:1 side slopes).

See Appendix C for the Existing Hydrology Map and Appendix D for the Existing Hydrology calculations.

Proposed Conditions
Proposed grading and drainage for the Project site intend s to maintain the existing drainage pattern to the maximum extent feasible. Runoff from the Project will exit the site from the storm drain system into the existing concrete channel along Euclid Street and confluence with existing off-site drainage.

Proposed site improvements include townhomes , single-family homes, private alleys, common area landscape, and common area amenities . Ultimate site improvements will also include drainage inlets a nd on -site private storm drain s. F lows from the existing hillside adjacent to Euclid Street will remain in the existing condition of draining to the existing concrete channel.

Hydrologic Analysis
Onsite hydrologic analyses have been prepared using the rational me thod in accordance with the Orange County Hydrology Manual and the Advanced Engineering Software (AES) computer program.

The 1-hour precipitation rate for the 2-, 10-, 25 -, and 100 -year frequency events and slope of intensity duration curves were taken from the County’s Hydrology Manual. Rainfall intensities were derived by AES based on the rainfall intensity curve and the expected time of concentration. Calculations can be found in Appendix D.

Preliminary Drainage Report
The Pines at Sunrise Village
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Conclusion
The existing hydrology in this report was comple ted using the current on-site development (general commercial) while the Master Plan of Storm Drainage for Carbon Creek Channel Tributary Area was completed using General Plan Zoning Land Use. The Master Plan of Storm Drainage assumed the Project Site to be General Commercial use. The proposed condition runoff contribution from the Project Site is similar to the existing condition, thus, the project as proposed should not create any additional deficiencies in the existing storm drain infrastructure.

As shown in Table 1 comparing pre - to post discharge rates, as currently modelled the project will result in increases in peak flows of less than 10% . Refinement of the model during later phases of design may change these results, and, if required, detention st orage will be provided to mitigate peak discharges for all frequency events.

At the point of co nfluence, all peak discharges, inclu ding the 2 -year event (HCOC), are mitigated to slightly above existing levels from onsite and do not increase more than approximately 9%.

Table 1 Summary of Mitigated Runoff
At Node 108 Condition
Frequency Area
(ac)
Existing
(cfs)
Proposed
(cfs)
Delta
100-year Q (cfs) 12.53 41.92 45.23 +7.89%
25-year Q (cfs) 12.53 32.18 34.81 +8.42%
10-year Q (cfs) 12.53 26.43 28.77 +8.85%
2-year Q (cfs) 12.53 13.94 15.21 +9.11%

Table 1 shows that the propos ed development increases the 100 year peak flow by 7.89% per current modeling . Modular Wetlands Systems proposed for LID treatment requirement (see WQMP report) may provide som e peak flow attenuation. The detention storage provided by the MWS units is not modeled explicitly in the AES software, but storage elements in the devices will provide some (unquantified) peak flow attenuation.

Analysis of the ultimate storm drain design, including final hydrology, pipe and inlet hydraulics, outflow structure, street flow calculations, and onsite detention (if necessary) will be included in the Final Project Drainage Report.

Preliminary Drainage Report
The Pines at Sunrise Village
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Appendix A

OC Hydrology Manual 1986 Soils Map

Zoning Map

Master Plan of Drainage Exhibit

**NOTE: THIS EXHIBIT WAS CREATED FROM THE “ORANGE COUNTY HYDROLOGY MANUAL 1986 SOILS MAP” PDF PUBISHED ON THE ORANGE COUNTY PUBLIC WORKS WEBSITE: HTTP://WWW.OCFLOOD.COM/CIVICAX/FILEBANK/BLOBDLOAD.ASPX?BLOBID=8337

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V E R O N A D R

R E D O N D O P L

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Seal BeachSeal Beach
DISCLAIMER FOR 2003 303(d) LIST GIS FILES
The 2003 303(d) GIS files were created for reporting
purposes by the SWRCB and RWQCB’s. These GIS
representations of the areal extent of affected waters
are only an estimate and should not be considered
authorative for the development of TMDLs or other
regulatory actions. The TMDL (Total Maximum Daily
Load) effort may ultimately address more or less area.

Mapping the 303(d) listed waters is a work in progress
and will be updated during each listing cycle to better define the impacted areas.

Other source data provided by County of Orange, CA.

Aerial Photo provided by AirPhoto Mapper, 2002.
­
Figure D-9 Receiving Waters
San Gabriel-Coyote Creek
Watershed

2.5 0 2.5 1.25 Miles
Legend
Tributaries
Orange County Boundary
Watershed
Watershed Boundary
Receiving Waters - 303(d)
Seal Beach: Bacteria

Preliminary Drainage Report
The Pines at Sunrise Village
R:\R312943.01 - Fullerton 14 AC\06 Regulatory\Preliminary Drainage Report\Preliminary Drainage Report.doc 8 of 11

Appendix B

Preliminary Site Plan

Preliminary Grading Plan

Preliminary Utility Plan

DATA TABLE············

PROJECTLOCATION

LEGAL DESCRIPTION
UTILITY PROVIDERS······OWNER INFORMATIONENGINEER
PRELIMINARY SITE PLANC-1.0
REC AREA7,000 SF

STREET A

STREET B

STREET C

STREET DSTREET E

STREET BMAIN ROAD G

EUCLID ST

PASEO DORADOROSECRANS AVE
EXISTING3,741 SF
EXISTING2,800 SF

CAMINO LOMA
12345
678
910
11 1213141516 171819202122 232425262728 293031
32 33
34 3536
373839
40 41
42 43
44 45
46 474849
EXISTINGOFFICE7,615 SF
55 STREET F
COMMERCIAL4,000 SF
COMMERCIAL4,500 SF
COMMERCIAL4,500 SF

POCKETPARK
COMMERCIAL5,000 SFCOMMERCIAL5,000 SF

POCKETPARK
50 51
5253 5455
5657
58 5960616263
C1
C2
C3C4C5
A A
B
B
CC
DD
EE
N.A.P.N.A.P.

I
LOT 16.08 AC LOT 23.70 AC
LOT 2 OF LLA 2021-207N.A.P.LOT 3 OF LLA 2021-207
F
F
GG
H
H
ILOT 30.46 AC
LOT 51.27 AC
LOT 41.02 AC

EXISTING EASEMENTSPROPOSED EASEMENTS
PRELIMINARY SITE PLANC-1.1
Huitt-Zollars, Inc. IrvinePhone (949) 988-5815 Fax (949) 988-58202603 Main Street, Suite 400Irvine, California 92614 PERIMETER SECTIONSC-1.2
04 0607 07060706 0504
0406050705060705040504
05 06
0706
05 0707
0406
0707 05
0706060704
0406
0607060705
04050405
04 REC AREA7,000 SF

STREET A

STREET B

STREET C

STREET DSTREET E

STREET BMAIN ROAD G

EUCLID ST

PASEO DORADOROSECRANS AVE
EXISTING3,741 SF
EXISTING2,800 SF

CAMINO LOMA
12345
678910
11 1213
141516 171819202122 232425262728 293031
32 33
34 3536
373839
40 41
42 43
44 45
46 474849
EXISTINGOFFICE7,615 SF
55 STREET F
COMMERCIAL4,000 SF
COMMERCIAL4,500 SF
COMMERCIAL4,500 SF

POCKETPARK
COMMERCIAL5,000 SFCOMMERCIAL5,000 SF

POCKETPARK
50 51
5253 5455
5657
58 5960616263
C1
C2
C3C4C5

EUCLID ST

PASEO DORADO
(Opening)42" x 72"BIN36" x 42"FW(Opening)
(Opening)42" x 72"BIN
(Opening)42" x 72"BIN36" x 42"FW(Opening)
(Opening)42" x 72"BIN
(Opening)42" x 72"BIN36" x 42"FW(Opening)
(Opening)42" x 72"BIN
242 247243244245246
237237
242
242
238
238239
239
240 240
241 241
243
243
244245246247 252
257
262
244 245246
248 249250251253254255256258259260261263264265266
247248
250
250 251247
248
249247
246
247
245
246
247
252
252252
249
249
250
250
251
251
247
237
242
238239240241
243244
Huitt-Zollars, Inc. IrvinePhone (949) 988-5815 Fax (949) 988-58202603 Main Street, Suite 400Irvine, California 92614 PRELIMINARY GRADING PLANC-2.0
REC AREA7,000 SF

STREET A

STREET B

STREET C

STREET D

STREET E

STREET B

MAIN ROAD G

EUCLID ST

PASEO DORADO

ROSECRANS AVE
EXISTING3,741 SF
EXISTING2,800 SF

CAMINO LOMA
PLAN 4
PLAN 5
PLAN 4
PLAN 5
PLAN 6PLAN 6PLAN 7
PLAN 6PLAN 7
PLAN 6PLAN 7
PLAN 7
PLAN 4PLAN 4PLAN 5PLAN 5PLAN 4PLAN 5PLAN 4PLAN 4PLAN 5PLAN 5PLAN 4PLAN 5 PLAN 7PLAN 7PLAN 7PLAN 6
PLAN 6PLAN 7PLAN 6PLAN 7PLAN 4
PLAN 5PLAN 7PLAN 6PLAN 6
PLAN 7
PLAN 4
PLAN 6PLAN 7
PLAN 6PLAN 7
PLAN 6
PLAN 7
PLAN 7PLAN 6PLAN 7
1 2 3 4 5
678
910
11 1213141516171819202122232425262728293031
32 33
34 3536
373839
40 41
42 43
44 45
46 474849
PLAN 6
EXISTINGOFFICE7,615 SF
55 PLAN 3
PLAN 2PLAN 2PLAN 2PLAN 3
PLAN 3PLAN 2PLAN 2
PLAN 2
PLAN 3
PLAN 3PLAN 2PLAN 2
PLAN 2
PLAN 3
PLAN 3
PLAN 2PLAN 2PLAN 2PLAN 3

STREET F
COMMERCIAL4,000 SF
COMMERCIAL4,500 SF
COMMERCIAL4,500 SF

POCKETPARK
PLAN 3
PLAN 2
PLAN 3PLAN 2
PLAN 3PLAN 2
PLAN 3
PLAN 2
PLAN 3PLAN 2PLAN 3PLAN 2
PLAN 3PLAN 2PLAN 3PLAN 2
PLAN 3PLAN 2PLAN 3PLAN 2
COMMERCIAL5,000 SFCOMMERCIAL5,000 SFPLAN 3PLAN 2PLAN 2PLAN 2PLAN 3 PLAN 3PLAN 2PLAN 2PLAN 2PLAN 3
PLAN 3PLAN 2PLAN 2PLAN 2PLAN 3
PLAN 3PLAN 2PLAN 3PLAN 2
PLAN 3PLAN 2PLAN 2PLAN 2PLAN 3

POCKETPARK
50 51
52535455
5657
58 59 6061 62 63
C1
C2
C3 C4 C5
(Opening)42" x 72"BIN36" x 42"FW(Opening)(Opening)42" x 72"BIN (Opening)42" x 72"BIN36" x 42"FW(Opening)(Opening)42" x 72"BIN Huitt-Zollars, Inc. IrvinePhone (949) 988-5815 Fax (949) 988-58202603 Main Street, Suite 400Irvine, California 92614 C-3.0 PRELIMINARY UTILITY PLAN
PLAN 4
PLAN 5
PLAN 4
PLAN 5
LEGEND

ROSECRANS AVE

PASEO DORADO

EUCLID ST

ROSECRANS AVE

EUCLID ST

CAMINO LOMA
Huitt-Zollars, Inc. IrvinePhone (949) 988-5815 Fax (949) 988-58202603 Main Street, Suite 400Irvine, California 92614 OFFSITE STREET IMPROVEMENTC-4.0
PLAN 4
PLAN 4PLAN 4PLAN 5PLAN 5PLAN 4PLAN 5PLAN 4PLAN 4PLAN 5PLAN 5PLAN 4PLAN 5

PASEO DORADOCAMINODEL SOL

EUCLID STREET
Huitt-Zollars, Inc. IrvinePhone (949) 988-5815 Fax (949) 988-58202603 Main Street, Suite 400Irvine, California 92614 OFFSITE STREET IMPROVEMENTC-4.1LEGEND

Preliminary Drainage Report
The Pines at Sunrise Village
R:\R312943.01 - Fullerton 14 AC\06 Regulatory\Preliminary Drainage Report\Preliminary Drainage Report.doc 9 of 11

Appendix C

Existing Hydrology Map

Proposed Hydrology Map

Conceptual Cross Sections

EUCLID ST

ROSECRANS AVEPASEO DORADO
EXISTING HYDROLOGYEXHIBITHuitt-Zollars, Inc. IrvinePhone (949) 988-5815 Fax (949) 988-58202603 Main Street, Suite 400Irvine, California 92614

FULLERTON, CA

THE PINES AT SUNRISE VILLAGE
LEGEND:

REC AREA7,000 SF

STREET A

STREET B

STREET C

STREET DSTREET E

STREET BMAIN ROAD G

EUCLID ST

PASEO DORADOROSECRANS AVE
EXISTING3,741 SF
EXISTING2,800 SF

CAMINO LOMA
EXISTINGOFFICE7,615 SF

STREET F
COMMERCIAL4,000 SF
COMMERCIAL4,500 SF
COMMERCIAL4,500 SF

POCKETPARK
COMMERCIAL5,000 SFCOMMERCIAL5,000 SF

POCKETPARK
(Opening)42" x 72"BIN36" x 42"FW(Opening)
(Opening)42" x 72"BIN
(Opening)42" x 72"BIN36" x 42"FW(Opening)
(Opening)42" x 72"BIN
(Opening)42" x 72"BIN36" x 42"FW(Opening)
(Opening)42" x 72"BIN
(Opening)42" x 72"BIN36" x 42"FW(Opening)
(Opening)42" x 72"BIN
(Opening)42" x 72"BIN36" x 42"FW(Opening)
(Opening)42" x 72"BIN
PROPOSED HYDROLOGYEXHIBITHuitt-Zollars, Inc. IrvinePhone (949) 988-5815 Fax (949) 988-58202603 Main Street, Suite 400Irvine, California 92614

FULLERTON, CA

THE PINES AT SUNRISE VILLAGE
LEGEND:

Preliminary Drainage Report
The Pines at Sunrise Village
R:\R312943.01 - Fullerton 14 AC\06 Regulatory\Preliminary Drainage Report\Preliminary Drainage Report.doc 10 of 11

Appendix D

Existing Hydrology Calculations

Proposed Hydrology Calculations

____________________________________________________________________________ ****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2014 Advanced Engineering Software (aes) Ver. 21.0 Release Date: 06/01/2014 License ID 1202
Analysis prepared by:

Huitt-Zollars, Inc.
2603 Main Street, Irvine CA
Suite 400
949-988-9815
************************** DESCRIPTION OF STUDY ************************** * FULLERTON SUNRISE VILLAGE * * RATIONAL METHOD - EXISTING CONDITION ONSITE * * 2 YR AMC 1 ASCHRADER 5/5/21 * ************************************************************************** FILE NAME: FSV2E.DAT
TIME/DATE OF STUDY: 08:02 05/05/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 2.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) I ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 87.00
ELEVATION DATA: UPSTREAM(FEET) = 263.50 DOWNSTREAM(FEET) = 258.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.264
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) MOBILE HOME PARK D 0.15 0.20 0.250 57 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250
SUBAREA RUNOFF(CFS) = 0.29
TOTAL AREA(ACRES) = 0.15 PEAK FLOW RATE(CFS) = 0.29 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 101.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 5.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.264
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS D 0.32 0.20 0.200 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 0.32 SUBAREA RUNOFF(CFS) = 0.64 EFFECTIVE AREA(ACRES) = 0.47 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.22 TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 0.94 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 258.80 DOWNSTREAM(FEET) = 250.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 198.00 CHANNEL SLOPE = 0.0399 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.990
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.959
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS D 0.59 0.20 0.200 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.45 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.31 AVERAGE FLOW DEPTH(FEET) = 0.08 TRAVEL TIME(MIN.) = 1.43 Tc(MIN.) = 6.43
SUBAREA AREA(ACRES) = 0.59 SUBAREA RUNOFF(CFS) = 1.02 EFFECTIVE AREA(ACRES) = 1.06 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.21 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 1.83 END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.09 FLOW VELOCITY(FEET/SEC.) = 2.43 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 285.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.43
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.959
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.34 0.20 0.100 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.34 SUBAREA RUNOFF(CFS) = 0.59 EFFECTIVE AREA(ACRES) = 1.40 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 2.42 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 250.90 DOWNSTREAM(FEET) = 247.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 277.00 CHANNEL SLOPE = 0.0130 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.990
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.625
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.81 0.20 0.100 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.00 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.86 AVERAGE FLOW DEPTH(FEET) = 0.13 TRAVEL TIME(MIN.) = 2.48 Tc(MIN.) = 8.91
SUBAREA AREA(ACRES) = 0.81 SUBAREA RUNOFF(CFS) = 1.17 EFFECTIVE AREA(ACRES) = 2.20 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.15 TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 3.16 END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.13 FLOW VELOCITY(FEET/SEC.) = 1.80 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 562.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 247.30 DOWNSTREAM(FEET) = 246.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00 CHANNEL SLOPE = 0.0055 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.990
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.412
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.67 0.20 0.100 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.58 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.35 AVERAGE FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 2.47 Tc(MIN.) = 11.38
SUBAREA AREA(ACRES) = 0.67 SUBAREA RUNOFF(CFS) = 0.84 EFFECTIVE AREA(ACRES) = 2.87 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.14 TOTAL AREA(ACRES) = 2.9 PEAK FLOW RATE(CFS) = 3.58 END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.16 FLOW VELOCITY(FEET/SEC.) = 1.35 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 762.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 246.20 DOWNSTREAM ELEVATION(FEET) = 244.40 STREET LENGTH(FEET) = 359.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.16 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.43
HALFSTREET FLOOD WIDTH(FEET) = 14.88
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.92
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.82
STREET FLOW TRAVEL TIME(MIN.) = 3.12 Tc(MIN.) = 14.50 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.228
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS D 1.12 0.20 0.350 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 1.12 SUBAREA RUNOFF(CFS) = 1.17 EFFECTIVE AREA(ACRES) = 3.99 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 4.0 PEAK FLOW RATE(CFS) = 4.27 END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.12 FLOW VELOCITY(FEET/SEC.) = 1.91 DEPTH*VELOCITY(FT*FT/SEC.) = 0.83 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 1121.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 244.40 DOWNSTREAM(FEET) = 237.30 FLOW LENGTH(FEET) = 34.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 17.14
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.27
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 14.54
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 1155.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 237.30 DOWNSTREAM ELEVATION(FEET) = 212.20 STREET LENGTH(FEET) = 461.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.28 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.27
HALFSTREET FLOOD WIDTH(FEET) = 5.78
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.34
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.15
STREET FLOW TRAVEL TIME(MIN.) = 1.77 Tc(MIN.) = 16.30 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.149
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.01 0.20 0.100 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.01 EFFECTIVE AREA(ACRES) = 4.00 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 4.0 PEAK FLOW RATE(CFS) = 4.27 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 5.78 FLOW VELOCITY(FEET/SEC.) = 4.34 DEPTH*VELOCITY(FT*FT/SEC.) = 1.15 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 107.00 = 1616.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 16.30
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.149
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"1 DWELLING/ACRE" D 0.52 0.20 0.800 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.800
SUBAREA AREA(ACRES) = 0.52 SUBAREA RUNOFF(CFS) = 0.47 EFFECTIVE AREA(ACRES) = 4.53 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.27 TOTAL AREA(ACRES) = 4.5 PEAK FLOW RATE(CFS) = 4.46 **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 109.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 212.20 DOWNSTREAM(FEET) = 205.00 FLOW LENGTH(FEET) = 36.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 16.44
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.46
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 16.34
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 109.00 = 1652.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 125.00
ELEVATION DATA: UPSTREAM(FEET) = 255.00 DOWNSTREAM(FEET) = 253.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.300
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.189
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) MOBILE HOME PARK D 0.32 0.20 0.250 57 5.30 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250
SUBAREA RUNOFF(CFS) = 0.62
TOTAL AREA(ACRES) = 0.32 PEAK FLOW RATE(CFS) = 0.62 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 253.00 DOWNSTREAM(FEET) = 251.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 75.00 CHANNEL SLOPE = 0.0267 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.990
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.038
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.37 0.20 0.100 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.96 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.78 AVERAGE FLOW DEPTH(FEET) = 0.07 TRAVEL TIME(MIN.) = 0.70 Tc(MIN.) = 6.00
SUBAREA AREA(ACRES) = 0.37 SUBAREA RUNOFF(CFS) = 0.68 EFFECTIVE AREA(ACRES) = 0.70 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 1.25 END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.08 FLOW VELOCITY(FEET/SEC.) = 1.91 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 200.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 251.00 DOWNSTREAM(FEET) = 249.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 86.00 CHANNEL SLOPE = 0.0233 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.990
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.909
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.61 0.20 0.100 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.77 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.98 AVERAGE FLOW DEPTH(FEET) = 0.09 TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 6.73
SUBAREA AREA(ACRES) = 0.61 SUBAREA RUNOFF(CFS) = 1.03 EFFECTIVE AREA(ACRES) = 1.30 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.14 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 2.20 END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.10 FLOW VELOCITY(FEET/SEC.) = 2.11 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 203.00 = 286.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 249.00 DOWNSTREAM ELEVATION(FEET) = 244.90 STREET LENGTH(FEET) = 274.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.59 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.33
HALFSTREET FLOOD WIDTH(FEET) = 9.41
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.63
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.87
STREET FLOW TRAVEL TIME(MIN.) = 1.74 Tc(MIN.) = 8.46 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.674
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.52 0.20 0.100 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.52 SUBAREA RUNOFF(CFS) = 0.78 EFFECTIVE AREA(ACRES) = 1.82 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.13 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 2.70 END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 9.59 FLOW VELOCITY(FEET/SEC.) = 2.66 DEPTH*VELOCITY(FT*FT/SEC.) = 0.89 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 204.00 = 560.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 244.90 DOWNSTREAM ELEVATION(FEET) = 240.80 STREET LENGTH(FEET) = 194.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.59 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.34
HALFSTREET FLOOD WIDTH(FEET) = 10.20
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.20
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.10
STREET FLOW TRAVEL TIME(MIN.) = 1.01 Tc(MIN.) = 9.47 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.569
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.79 0.20 0.100 57 COMMERCIAL D 0.49 0.20 0.100 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.28 SUBAREA RUNOFF(CFS) = 1.79 EFFECTIVE AREA(ACRES) = 3.10 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.12 TOTAL AREA(ACRES) = 3.1 PEAK FLOW RATE(CFS) = 4.32 END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.05 FLOW VELOCITY(FEET/SEC.) = 3.36 DEPTH*VELOCITY(FT*FT/SEC.) = 1.21 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 205.00 = 754.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 240.80 DOWNSTREAM ELEVATION(FEET) = 222.30 STREET LENGTH(FEET) = 241.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.41 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.26
HALFSTREET FLOOD WIDTH(FEET) = 5.22
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.04
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.29
STREET FLOW TRAVEL TIME(MIN.) = 0.80 Tc(MIN.) = 10.27 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.498
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.14 0.20 0.100 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.14 SUBAREA RUNOFF(CFS) = 0.18 EFFECTIVE AREA(ACRES) = 3.24 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.11 TOTAL AREA(ACRES) = 3.2 PEAK FLOW RATE(CFS) = 4.32 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 5.09 FLOW VELOCITY(FEET/SEC.) = 5.07 DEPTH*VELOCITY(FT*FT/SEC.) = 1.29 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 206.00 = 995.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 207.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 222.30 DOWNSTREAM(FEET) = 214.00 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 16.50
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.32
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 10.31
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 207.00 = 1035.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 207.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 10.31
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.494
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.15 0.20 0.100 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.20 EFFECTIVE AREA(ACRES) = 3.39 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.11 TOTAL AREA(ACRES) = 3.4 PEAK FLOW RATE(CFS) = 4.49 **************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 305.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 241.00 DOWNSTREAM(FEET) = 211.50 FLOW LENGTH(FEET) = 108.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 18.40
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.49
PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 10.41
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 305.00 = 1143.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 305.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 178.00
ELEVATION DATA: UPSTREAM(FEET) = 248.20 DOWNSTREAM(FEET) = 244.30 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.187
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.216
SUBAREA Tc AND LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.95 0.20 0.100 57 5.19 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 1.88
TOTAL AREA(ACRES) = 0.95 PEAK FLOW RATE(CFS) = 1.88 **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 244.30 DOWNSTREAM(FEET) = 239.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 136.00 CHANNEL SLOPE = 0.0368 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.990
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.031
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 1.45 0.20 0.100 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.20 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.66 AVERAGE FLOW DEPTH(FEET) = 0.11 TRAVEL TIME(MIN.) = 0.85 Tc(MIN.) = 6.04
SUBAREA AREA(ACRES) = 1.45 SUBAREA RUNOFF(CFS) = 2.63 EFFECTIVE AREA(ACRES) = 2.41 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.4 PEAK FLOW RATE(CFS) = 4.36 END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.12 FLOW VELOCITY(FEET/SEC.) = 3.07 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 302.00 = 314.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 239.30 DOWNSTREAM ELEVATION(FEET) = 233.00 STREET LENGTH(FEET) = 149.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.02 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.29
HALFSTREET FLOOD WIDTH(FEET) = 7.03
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.95
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.14
STREET FLOW TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 6.67 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.919
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.77 0.20 0.100 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.77 SUBAREA RUNOFF(CFS) = 1.32 EFFECTIVE AREA(ACRES) = 3.18 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.2 PEAK FLOW RATE(CFS) = 5.44 END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 7.34 FLOW VELOCITY(FEET/SEC.) = 4.02 DEPTH*VELOCITY(FT*FT/SEC.) = 1.18 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 303.00 = 463.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.67
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.919
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS D 0.59 0.20 0.200 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 0.59 SUBAREA RUNOFF(CFS) = 0.99 EFFECTIVE AREA(ACRES) = 3.77 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.12 TOTAL AREA(ACRES) = 3.8 PEAK FLOW RATE(CFS) = 6.43 **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 304.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 233.00 DOWNSTREAM ELEVATION(FEET) = 225.00 STREET LENGTH(FEET) = 80.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.43 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.27
HALFSTREET FLOOD WIDTH(FEET) = 6.22
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.97
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.63
STREET FLOW TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 6.89 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.883
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.01 0.20 0.100 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.02 EFFECTIVE AREA(ACRES) = 3.78 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.12 TOTAL AREA(ACRES) = 3.8 PEAK FLOW RATE(CFS) = 6.43 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 6.22 FLOW VELOCITY(FEET/SEC.) = 5.96 DEPTH*VELOCITY(FT*FT/SEC.) = 1.63 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 304.00 = 543.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 305.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 225.00 DOWNSTREAM(FEET) = 211.50 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 20.33
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.43
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 6.93
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 305.00 = 593.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 305.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 6.43 6.93 1.877 0.20( 0.02) 0.12 3.8 300.00 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 305.00 = 593.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 4.49 10.41 1.486 0.20( 0.02) 0.11 3.4 200.00 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 305.00 = 1143.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 10.21 6.93 1.877 0.20( 0.02) 0.12 6.0 300.00 2 9.56 10.41 1.486 0.20( 0.02) 0.11 7.2 200.00 TOTAL AREA(ACRES) = 7.2
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 10.21 Tc(MIN.) = 6.931
EFFECTIVE AREA(ACRES) = 6.03 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.12 TOTAL AREA(ACRES) = 7.2
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 305.00 = 1143.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 305.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 109.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 211.50 DOWNSTREAM(FEET) = 205.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 323.00 CHANNEL SLOPE = 0.0201 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 2.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 7.00 CHANNEL FLOW THRU SUBAREA(CFS) = 10.21
FLOW VELOCITY(FEET/SEC.) = 5.62 FLOW DEPTH(FEET) = 0.28 TRAVEL TIME(MIN.) = 0.96 Tc(MIN.) = 7.89
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 109.00 = 1466.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.89
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.742
SUBAREA LOSS RATE DATA(AMC I ):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"8-10 DWELLINGS/ACRE" D 0.85 0.20 0.400 57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.400
SUBAREA AREA(ACRES) = 0.85 SUBAREA RUNOFF(CFS) = 1.27 EFFECTIVE AREA(ACRES) = 6.89 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.15 TOTAL AREA(ACRES) = 8.0 PEAK FLOW RATE(CFS) = 10.61 **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 10.61 7.89 1.742 0.20( 0.03) 0.15 6.9 300.00 2 9.97 11.40 1.411 0.20( 0.03) 0.15 8.0 200.00 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 109.00 = 1466.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 4.46 16.34 1.147 0.20( 0.05) 0.27 4.5 100.00 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 109.00 = 1652.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 13.94 7.89 1.742 0.20( 0.04) 0.18 9.1 300.00 2 13.83 11.40 1.411 0.20( 0.04) 0.18 11.2 200.00 3 12.53 16.34 1.147 0.20( 0.04) 0.19 12.5 100.00 TOTAL AREA(ACRES) = 12.5
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 13.94 Tc(MIN.) = 7.890
EFFECTIVE AREA(ACRES) = 9.07 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 12.5
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 109.00 = 1652.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 12.5 TC(MIN.) = 7.89 EFFECTIVE AREA(ACRES) = 9.07 AREA-AVERAGED Fm(INCH/HR)= 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.179 PEAK FLOW RATE(CFS) = 13.94
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 13.94 7.89 1.742 0.20( 0.04) 0.18 9.1 300.00 2 13.83 11.40 1.411 0.20( 0.04) 0.18 11.2 200.00 3 12.53 16.34 1.147 0.20( 0.04) 0.19 12.5 100.00 ============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

____________________________________________________________________________ ****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2014 Advanced Engineering Software (aes) Ver. 21.0 Release Date: 06/01/2014 License ID 1202
Analysis prepared by:

Huitt-Zollars, Inc.
2603 Main Street, Irvine CA
Suite 400
949-988-9815
************************** DESCRIPTION OF STUDY ************************** * FULLERTON SUNRISE VILLAGE * * RATIONAL METHOD - EXISTING CONDITION ONSITE * * 10 YR AMC 2 ASCHRADER 5/5/21 * ************************************************************************** FILE NAME: FSV10E.DAT
TIME/DATE OF STUDY: 08:07 05/05/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 87.00
ELEVATION DATA: UPSTREAM(FEET) = 263.50 DOWNSTREAM(FEET) = 258.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 4.060
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) MOBILE HOME PARK D 0.15 0.20 0.250 75 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250
SUBAREA RUNOFF(CFS) = 0.53
TOTAL AREA(ACRES) = 0.15 PEAK FLOW RATE(CFS) = 0.53 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 101.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 5.00
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 4.060
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS D 0.32 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 0.32 SUBAREA RUNOFF(CFS) = 1.16 EFFECTIVE AREA(ACRES) = 0.47 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.22 TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 1.69 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 258.80 DOWNSTREAM(FEET) = 250.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 198.00 CHANNEL SLOPE = 0.0399 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.990
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.554
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS D 0.59 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.63 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.53 AVERAGE FLOW DEPTH(FEET) = 0.10 TRAVEL TIME(MIN.) = 1.31 Tc(MIN.) = 6.31
SUBAREA AREA(ACRES) = 0.59 SUBAREA RUNOFF(CFS) = 1.87 EFFECTIVE AREA(ACRES) = 1.06 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.21 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 3.35 END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.11 FLOW VELOCITY(FEET/SEC.) = 2.78 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 285.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.31
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.554
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.34 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.34 SUBAREA RUNOFF(CFS) = 1.08 EFFECTIVE AREA(ACRES) = 1.40 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 4.43 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 250.90 DOWNSTREAM(FEET) = 247.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 277.00 CHANNEL SLOPE = 0.0130 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.990
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.988
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.81 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.51 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.07 AVERAGE FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 2.23 Tc(MIN.) = 8.53
SUBAREA AREA(ACRES) = 0.81 SUBAREA RUNOFF(CFS) = 2.16 EFFECTIVE AREA(ACRES) = 2.20 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.15 TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 5.87 END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.16 FLOW VELOCITY(FEET/SEC.) = 2.16 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 562.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 247.30 DOWNSTREAM(FEET) = 246.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00 CHANNEL SLOPE = 0.0055 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.990
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.639
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.67 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.66 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.61 AVERAGE FLOW DEPTH(FEET) = 0.20 TRAVEL TIME(MIN.) = 2.07 Tc(MIN.) = 10.60
SUBAREA AREA(ACRES) = 0.67 SUBAREA RUNOFF(CFS) = 1.57 EFFECTIVE AREA(ACRES) = 2.87 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.14 TOTAL AREA(ACRES) = 2.9 PEAK FLOW RATE(CFS) = 6.75 END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.20 FLOW VELOCITY(FEET/SEC.) = 1.64 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 762.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 246.20 DOWNSTREAM ELEVATION(FEET) = 244.40 STREET LENGTH(FEET) = 359.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.88 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.51
HALFSTREET FLOOD WIDTH(FEET) = 19.41
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.22
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.13
STREET FLOW TRAVEL TIME(MIN.) = 2.70 Tc(MIN.) = 13.30 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.317
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS D 1.12 0.20 0.350 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 1.12 SUBAREA RUNOFF(CFS) = 2.27 EFFECTIVE AREA(ACRES) = 3.99 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 4.0 PEAK FLOW RATE(CFS) = 8.19 END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 19.65 FLOW VELOCITY(FEET/SEC.) = 2.25 DEPTH*VELOCITY(FT*FT/SEC.) = 1.15 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 1121.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 244.40 DOWNSTREAM(FEET) = 237.30 FLOW LENGTH(FEET) = 34.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 20.36
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.19
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 13.33
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 1155.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 237.30 DOWNSTREAM ELEVATION(FEET) = 212.20 STREET LENGTH(FEET) = 461.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.20 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.32
HALFSTREET FLOOD WIDTH(FEET) = 8.59
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.80
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.52
STREET FLOW TRAVEL TIME(MIN.) = 1.60 Tc(MIN.) = 14.93 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.169
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.01 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.02 EFFECTIVE AREA(ACRES) = 4.00 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 4.0 PEAK FLOW RATE(CFS) = 8.19 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 8.59 FLOW VELOCITY(FEET/SEC.) = 4.80 DEPTH*VELOCITY(FT*FT/SEC.) = 1.52 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 107.00 = 1616.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 14.93
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.169
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"1 DWELLING/ACRE" D 0.52 0.20 0.800 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.800
SUBAREA AREA(ACRES) = 0.52 SUBAREA RUNOFF(CFS) = 0.95 EFFECTIVE AREA(ACRES) = 4.53 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.27 TOTAL AREA(ACRES) = 4.5 PEAK FLOW RATE(CFS) = 8.62 **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 109.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 212.20 DOWNSTREAM(FEET) = 205.00 FLOW LENGTH(FEET) = 36.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 19.88
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.62
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 14.96
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 109.00 = 1652.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 125.00
ELEVATION DATA: UPSTREAM(FEET) = 255.00 DOWNSTREAM(FEET) = 253.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.300
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.926
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) MOBILE HOME PARK D 0.32 0.20 0.250 75 5.30 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250
SUBAREA RUNOFF(CFS) = 1.12
TOTAL AREA(ACRES) = 0.32 PEAK FLOW RATE(CFS) = 1.12 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 253.00 DOWNSTREAM(FEET) = 251.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 75.00 CHANNEL SLOPE = 0.0267 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.990
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.677
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.37 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.74 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.95 AVERAGE FLOW DEPTH(FEET) = 0.09 TRAVEL TIME(MIN.) = 0.64 Tc(MIN.) = 5.94
SUBAREA AREA(ACRES) = 0.37 SUBAREA RUNOFF(CFS) = 1.23 EFFECTIVE AREA(ACRES) = 0.70 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 2.28 END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.10 FLOW VELOCITY(FEET/SEC.) = 2.19 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 200.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 251.00 DOWNSTREAM(FEET) = 249.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 86.00 CHANNEL SLOPE = 0.0233 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.990
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.470
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.61 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.22 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.27 AVERAGE FLOW DEPTH(FEET) = 0.12 TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 6.57
SUBAREA AREA(ACRES) = 0.61 SUBAREA RUNOFF(CFS) = 1.88 EFFECTIVE AREA(ACRES) = 1.30 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.14 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 4.03 END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.13 FLOW VELOCITY(FEET/SEC.) = 2.50 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 203.00 = 286.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 249.00 DOWNSTREAM ELEVATION(FEET) = 244.90 STREET LENGTH(FEET) = 274.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.75 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.39
HALFSTREET FLOOD WIDTH(FEET) = 12.46
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.00
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.16
STREET FLOW TRAVEL TIME(MIN.) = 1.52 Tc(MIN.) = 8.10 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.080
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.52 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.52 SUBAREA RUNOFF(CFS) = 1.43 EFFECTIVE AREA(ACRES) = 1.82 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.13 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 5.01 END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 12.77 FLOW VELOCITY(FEET/SEC.) = 3.03 DEPTH*VELOCITY(FT*FT/SEC.) = 1.18 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 204.00 = 560.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 244.90 DOWNSTREAM ELEVATION(FEET) = 240.80 STREET LENGTH(FEET) = 194.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.67 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.40
HALFSTREET FLOOD WIDTH(FEET) = 13.40
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.71
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.49
STREET FLOW TRAVEL TIME(MIN.) = 0.87 Tc(MIN.) = 8.97 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.905
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.79 0.20 0.100 75 COMMERCIAL D 0.49 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.28 SUBAREA RUNOFF(CFS) = 3.33 EFFECTIVE AREA(ACRES) = 3.10 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.12 TOTAL AREA(ACRES) = 3.1 PEAK FLOW RATE(CFS) = 8.05 END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.57 FLOW VELOCITY(FEET/SEC.) = 3.85 DEPTH*VELOCITY(FT*FT/SEC.) = 1.63 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 205.00 = 754.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 240.80 DOWNSTREAM ELEVATION(FEET) = 222.30 STREET LENGTH(FEET) = 241.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.21 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.30
HALFSTREET FLOOD WIDTH(FEET) = 7.84
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.53
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.67
STREET FLOW TRAVEL TIME(MIN.) = 0.73 Tc(MIN.) = 9.69 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.778
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.14 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.14 SUBAREA RUNOFF(CFS) = 0.34 EFFECTIVE AREA(ACRES) = 3.24 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.11 TOTAL AREA(ACRES) = 3.2 PEAK FLOW RATE(CFS) = 8.05 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 7.72 FLOW VELOCITY(FEET/SEC.) = 5.54 DEPTH*VELOCITY(FT*FT/SEC.) = 1.66 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 206.00 = 995.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 207.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 222.30 DOWNSTREAM(FEET) = 214.00 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 19.76
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.05
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 9.73
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 207.00 = 1035.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 207.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 9.73
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.772
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.15 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.38 EFFECTIVE AREA(ACRES) = 3.39 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.11 TOTAL AREA(ACRES) = 3.4 PEAK FLOW RATE(CFS) = 8.39 **************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 305.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 241.00 DOWNSTREAM(FEET) = 211.50 FLOW LENGTH(FEET) = 108.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 22.05
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.39
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 9.81
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 305.00 = 1143.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 305.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 178.00
ELEVATION DATA: UPSTREAM(FEET) = 248.20 DOWNSTREAM(FEET) = 244.30 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.187
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.975
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.95 0.20 0.100 75 5.19 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 3.39
TOTAL AREA(ACRES) = 0.95 PEAK FLOW RATE(CFS) = 3.39 **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 244.30 DOWNSTREAM(FEET) = 239.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 136.00 CHANNEL SLOPE = 0.0368 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.990
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.695
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 1.45 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.80 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.21 AVERAGE FLOW DEPTH(FEET) = 0.13 TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 5.89
SUBAREA AREA(ACRES) = 1.45 SUBAREA RUNOFF(CFS) = 4.81 EFFECTIVE AREA(ACRES) = 2.41 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.4 PEAK FLOW RATE(CFS) = 7.96 END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.16 FLOW VELOCITY(FEET/SEC.) = 3.29 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 302.00 = 314.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 239.30 DOWNSTREAM ELEVATION(FEET) = 233.00 STREET LENGTH(FEET) = 149.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.17 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.33
HALFSTREET FLOOD WIDTH(FEET) = 9.66
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.47
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.50
STREET FLOW TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 6.45 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.509
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.77 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.77 SUBAREA RUNOFF(CFS) = 2.43 EFFECTIVE AREA(ACRES) = 3.18 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.2 PEAK FLOW RATE(CFS) = 9.98 END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.04 FLOW VELOCITY(FEET/SEC.) = 4.56 DEPTH*VELOCITY(FT*FT/SEC.) = 1.56 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 303.00 = 463.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.45
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.509
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS D 0.59 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 0.59 SUBAREA RUNOFF(CFS) = 1.83 EFFECTIVE AREA(ACRES) = 3.77 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.12 TOTAL AREA(ACRES) = 3.8 PEAK FLOW RATE(CFS) = 11.81 **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 304.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 233.00 DOWNSTREAM ELEVATION(FEET) = 225.00 STREET LENGTH(FEET) = 80.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.83 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.32
HALFSTREET FLOOD WIDTH(FEET) = 8.84
AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.63
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.12
STREET FLOW TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 6.65 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.447
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.01 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.03 EFFECTIVE AREA(ACRES) = 3.78 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.12 TOTAL AREA(ACRES) = 3.8 PEAK FLOW RATE(CFS) = 11.81 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 8.84 FLOW VELOCITY(FEET/SEC.) = 6.62 DEPTH*VELOCITY(FT*FT/SEC.) = 2.12 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 304.00 = 543.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 305.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 225.00 DOWNSTREAM(FEET) = 211.50 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 24.21
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.81
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 6.68
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 305.00 = 593.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 305.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 11.81 6.68 3.437 0.20( 0.02) 0.12 3.8 300.00 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 305.00 = 593.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 8.39 9.81 2.759 0.20( 0.02) 0.11 3.4 200.00 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 305.00 = 1143.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 18.95 6.68 3.437 0.20( 0.02) 0.12 6.1 300.00 2 17.86 9.81 2.759 0.20( 0.02) 0.11 7.2 200.00 TOTAL AREA(ACRES) = 7.2
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 18.95 Tc(MIN.) = 6.685
EFFECTIVE AREA(ACRES) = 6.09 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.12 TOTAL AREA(ACRES) = 7.2
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 305.00 = 1143.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 305.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 109.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 211.50 DOWNSTREAM(FEET) = 205.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 323.00 CHANNEL SLOPE = 0.0201 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 2.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 7.00 CHANNEL FLOW THRU SUBAREA(CFS) = 18.95
FLOW VELOCITY(FEET/SEC.) = 6.97 FLOW DEPTH(FEET) = 0.40 TRAVEL TIME(MIN.) = 0.77 Tc(MIN.) = 7.46
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 109.00 = 1466.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.46
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.229
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"8-10 DWELLINGS/ACRE" D 0.85 0.20 0.400 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.400
SUBAREA AREA(ACRES) = 0.85 SUBAREA RUNOFF(CFS) = 2.41 EFFECTIVE AREA(ACRES) = 6.94 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.15 TOTAL AREA(ACRES) = 8.0 PEAK FLOW RATE(CFS) = 19.97 **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 19.97 7.46 3.229 0.20( 0.03) 0.15 6.9 300.00 2 18.84 10.60 2.640 0.20( 0.03) 0.15 8.0 200.00 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 109.00 = 1466.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 8.62 14.96 2.167 0.20( 0.05) 0.27 4.5 100.00 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 109.00 = 1652.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 26.43 7.46 3.229 0.20( 0.04) 0.18 9.2 300.00 2 26.31 10.60 2.640 0.20( 0.04) 0.18 11.2 200.00 3 24.04 14.96 2.167 0.20( 0.04) 0.19 12.5 100.00 TOTAL AREA(ACRES) = 12.5
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 26.43 Tc(MIN.) = 7.457
EFFECTIVE AREA(ACRES) = 9.19 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 12.5
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 109.00 = 1652.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 12.5 TC(MIN.) = 7.46 EFFECTIVE AREA(ACRES) = 9.19 AREA-AVERAGED Fm(INCH/HR)= 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.179 PEAK FLOW RATE(CFS) = 26.43
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 26.43 7.46 3.229 0.20( 0.04) 0.18 9.2 300.00 2 26.31 10.60 2.640 0.20( 0.04) 0.18 11.2 200.00 3 24.04 14.96 2.167 0.20( 0.04) 0.19 12.5 100.00 ============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

____________________________________________________________________________ ****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2014 Advanced Engineering Software (aes) Ver. 21.0 Release Date: 06/01/2014 License ID 1202
Analysis prepared by:

Huitt-Zollars, Inc.
2603 Main Street, Irvine CA
Suite 400
949-988-9815
************************** DESCRIPTION OF STUDY ************************** * FULLERTON SUNRISE VILLAGE * * RATIONAL METHOD - EXISTING CONDITION ONSITE * * 25 YR AMC 2 ASCHRADER 5/5/21 * ************************************************************************** FILE NAME: FSV25E.DAT
TIME/DATE OF STUDY: 08:04 05/05/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 87.00
ELEVATION DATA: UPSTREAM(FEET) = 263.50 DOWNSTREAM(FEET) = 258.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.824
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) MOBILE HOME PARK D 0.15 0.20 0.250 75 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250
SUBAREA RUNOFF(CFS) = 0.64
TOTAL AREA(ACRES) = 0.15 PEAK FLOW RATE(CFS) = 0.64 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 101.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 5.00
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.824
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS D 0.32 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 0.32 SUBAREA RUNOFF(CFS) = 1.38 EFFECTIVE AREA(ACRES) = 0.47 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.22 TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 2.01 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 258.80 DOWNSTREAM(FEET) = 250.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 198.00 CHANNEL SLOPE = 0.0399 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.990
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.296
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS D 0.59 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.14 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.90 AVERAGE FLOW DEPTH(FEET) = 0.10 TRAVEL TIME(MIN.) = 1.14 Tc(MIN.) = 6.14
SUBAREA AREA(ACRES) = 0.59 SUBAREA RUNOFF(CFS) = 2.26 EFFECTIVE AREA(ACRES) = 1.06 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.21 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 4.05 END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.12 FLOW VELOCITY(FEET/SEC.) = 2.95 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 285.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.14
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.296
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.34 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.34 SUBAREA RUNOFF(CFS) = 1.30 EFFECTIVE AREA(ACRES) = 1.40 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 5.36 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 250.90 DOWNSTREAM(FEET) = 247.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 277.00 CHANNEL SLOPE = 0.0130 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.990
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.646
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.81 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.67 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.24 AVERAGE FLOW DEPTH(FEET) = 0.17 TRAVEL TIME(MIN.) = 2.06 Tc(MIN.) = 8.20
SUBAREA AREA(ACRES) = 0.81 SUBAREA RUNOFF(CFS) = 2.63 EFFECTIVE AREA(ACRES) = 2.20 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.15 TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 7.18 END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.18 FLOW VELOCITY(FEET/SEC.) = 2.26 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 562.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 247.30 DOWNSTREAM(FEET) = 246.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00 CHANNEL SLOPE = 0.0055 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.990
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.231
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.67 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.14 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.71 AVERAGE FLOW DEPTH(FEET) = 0.22 TRAVEL TIME(MIN.) = 1.95 Tc(MIN.) = 10.15
SUBAREA AREA(ACRES) = 0.67 SUBAREA RUNOFF(CFS) = 1.93 EFFECTIVE AREA(ACRES) = 2.87 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.14 TOTAL AREA(ACRES) = 2.9 PEAK FLOW RATE(CFS) = 8.28 END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.22 FLOW VELOCITY(FEET/SEC.) = 1.74 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 762.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 246.20 DOWNSTREAM ELEVATION(FEET) = 244.40 STREET LENGTH(FEET) = 359.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.68 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.54
HALFSTREET FLOOD WIDTH(FEET) = 21.05
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.33
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.26
STREET FLOW TRAVEL TIME(MIN.) = 2.57 Tc(MIN.) = 12.72 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.844
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS D 1.12 0.20 0.350 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 1.12 SUBAREA RUNOFF(CFS) = 2.80 EFFECTIVE AREA(ACRES) = 3.99 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 4.0 PEAK FLOW RATE(CFS) = 10.08 END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 21.37 FLOW VELOCITY(FEET/SEC.) = 2.36 DEPTH*VELOCITY(FT*FT/SEC.) = 1.28 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 1121.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 244.40 DOWNSTREAM(FEET) = 237.30 FLOW LENGTH(FEET) = 34.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 21.40
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.08
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 12.74
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 1155.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 237.30 DOWNSTREAM ELEVATION(FEET) = 212.20 STREET LENGTH(FEET) = 461.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.09 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.33
HALFSTREET FLOOD WIDTH(FEET) = 9.53
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.02
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.67
STREET FLOW TRAVEL TIME(MIN.) = 1.53 Tc(MIN.) = 14.28 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.664
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.01 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.02 EFFECTIVE AREA(ACRES) = 4.00 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 4.0 PEAK FLOW RATE(CFS) = 10.08 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 9.53 FLOW VELOCITY(FEET/SEC.) = 5.01 DEPTH*VELOCITY(FT*FT/SEC.) = 1.67 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 107.00 = 1616.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 14.28
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.664
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"1 DWELLING/ACRE" D 0.52 0.20 0.800 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.800
SUBAREA AREA(ACRES) = 0.52 SUBAREA RUNOFF(CFS) = 1.18 EFFECTIVE AREA(ACRES) = 4.53 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.27 TOTAL AREA(ACRES) = 4.5 PEAK FLOW RATE(CFS) = 10.63 **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 109.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 212.20 DOWNSTREAM(FEET) = 205.00 FLOW LENGTH(FEET) = 36.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 21.10
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.63
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 14.30
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 109.00 = 1652.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 125.00
ELEVATION DATA: UPSTREAM(FEET) = 255.00 DOWNSTREAM(FEET) = 253.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.300
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.667
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) MOBILE HOME PARK D 0.32 0.20 0.250 75 5.30 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250
SUBAREA RUNOFF(CFS) = 1.33
TOTAL AREA(ACRES) = 0.32 PEAK FLOW RATE(CFS) = 1.33 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 253.00 DOWNSTREAM(FEET) = 251.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 75.00 CHANNEL SLOPE = 0.0267 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.990
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.410
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.37 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.07 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.24 AVERAGE FLOW DEPTH(FEET) = 0.10 TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 5.86
SUBAREA AREA(ACRES) = 0.37 SUBAREA RUNOFF(CFS) = 1.48 EFFECTIVE AREA(ACRES) = 0.70 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 2.74 END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.11 FLOW VELOCITY(FEET/SEC.) = 2.28 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 200.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 251.00 DOWNSTREAM(FEET) = 249.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 86.00 CHANNEL SLOPE = 0.0233 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.990
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.174
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.61 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.87 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.41 AVERAGE FLOW DEPTH(FEET) = 0.13 TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 6.46
SUBAREA AREA(ACRES) = 0.61 SUBAREA RUNOFF(CFS) = 2.26 EFFECTIVE AREA(ACRES) = 1.30 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.14 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 4.85 END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.14 FLOW VELOCITY(FEET/SEC.) = 2.47 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 203.00 = 286.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 249.00 DOWNSTREAM ELEVATION(FEET) = 244.90 STREET LENGTH(FEET) = 274.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.72 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.40
HALFSTREET FLOOD WIDTH(FEET) = 13.55
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.12
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.26
STREET FLOW TRAVEL TIME(MIN.) = 1.46 Tc(MIN.) = 7.92 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.718
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.52 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.52 SUBAREA RUNOFF(CFS) = 1.73 EFFECTIVE AREA(ACRES) = 1.82 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.13 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 6.05 END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 13.87 FLOW VELOCITY(FEET/SEC.) = 3.17 DEPTH*VELOCITY(FT*FT/SEC.) = 1.30 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 204.00 = 560.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 244.90 DOWNSTREAM ELEVATION(FEET) = 240.80 STREET LENGTH(FEET) = 194.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.07 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.42
HALFSTREET FLOOD WIDTH(FEET) = 14.57
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.86
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.63
STREET FLOW TRAVEL TIME(MIN.) = 0.84 Tc(MIN.) = 8.76 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.512
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.79 0.20 0.100 75 COMMERCIAL D 0.49 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.28 SUBAREA RUNOFF(CFS) = 4.03 EFFECTIVE AREA(ACRES) = 3.10 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.12 TOTAL AREA(ACRES) = 3.1 PEAK FLOW RATE(CFS) = 9.74 END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.74 FLOW VELOCITY(FEET/SEC.) = 4.05 DEPTH*VELOCITY(FT*FT/SEC.) = 1.80 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 205.00 = 754.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 240.80 DOWNSTREAM ELEVATION(FEET) = 222.30 STREET LENGTH(FEET) = 241.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.95 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.32
HALFSTREET FLOOD WIDTH(FEET) = 8.66
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.76
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.83
STREET FLOW TRAVEL TIME(MIN.) = 0.70 Tc(MIN.) = 9.45 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.363
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.14 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.14 SUBAREA RUNOFF(CFS) = 0.41 EFFECTIVE AREA(ACRES) = 3.24 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.11 TOTAL AREA(ACRES) = 3.2 PEAK FLOW RATE(CFS) = 9.74 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 8.59 FLOW VELOCITY(FEET/SEC.) = 5.71 DEPTH*VELOCITY(FT*FT/SEC.) = 1.80 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 206.00 = 995.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 207.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 222.30 DOWNSTREAM(FEET) = 214.00 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 20.86
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.74
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 9.49
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 207.00 = 1035.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 207.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 9.49
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.357
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.15 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.46 EFFECTIVE AREA(ACRES) = 3.39 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.11 TOTAL AREA(ACRES) = 3.4 PEAK FLOW RATE(CFS) = 10.17 **************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 305.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 241.00 DOWNSTREAM(FEET) = 211.50 FLOW LENGTH(FEET) = 108.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 23.30
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.17
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 9.56
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 305.00 = 1143.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 305.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 178.00
ELEVATION DATA: UPSTREAM(FEET) = 248.20 DOWNSTREAM(FEET) = 244.30 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.187
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.725
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.95 0.20 0.100 75 5.19 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 4.04
TOTAL AREA(ACRES) = 0.95 PEAK FLOW RATE(CFS) = 4.04 **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 244.30 DOWNSTREAM(FEET) = 239.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 136.00 CHANNEL SLOPE = 0.0368 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.990
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.414
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 1.45 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.90 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.42 AVERAGE FLOW DEPTH(FEET) = 0.14 TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 5.85
SUBAREA AREA(ACRES) = 1.45 SUBAREA RUNOFF(CFS) = 5.75 EFFECTIVE AREA(ACRES) = 2.41 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.4 PEAK FLOW RATE(CFS) = 9.52 END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.16 FLOW VELOCITY(FEET/SEC.) = 3.58 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 302.00 = 314.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 239.30 DOWNSTREAM ELEVATION(FEET) = 233.00 STREET LENGTH(FEET) = 149.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.97 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.35
HALFSTREET FLOOD WIDTH(FEET) = 10.51
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.65
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.63
STREET FLOW TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 6.38 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.201
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.77 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.77 SUBAREA RUNOFF(CFS) = 2.91 EFFECTIVE AREA(ACRES) = 3.18 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.2 PEAK FLOW RATE(CFS) = 11.96 END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 10.98 FLOW VELOCITY(FEET/SEC.) = 4.71 DEPTH*VELOCITY(FT*FT/SEC.) = 1.69 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 303.00 = 463.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.38
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.201
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS D 0.59 0.20 0.200 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 0.59 SUBAREA RUNOFF(CFS) = 2.19 EFFECTIVE AREA(ACRES) = 3.77 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.12 TOTAL AREA(ACRES) = 3.8 PEAK FLOW RATE(CFS) = 14.16 **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 304.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 233.00 DOWNSTREAM ELEVATION(FEET) = 225.00 STREET LENGTH(FEET) = 80.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.18 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.34
HALFSTREET FLOOD WIDTH(FEET) = 9.72
AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.83
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.30
STREET FLOW TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 6.58 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.130
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.01 0.20 0.100 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.04 EFFECTIVE AREA(ACRES) = 3.78 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.12 TOTAL AREA(ACRES) = 3.8 PEAK FLOW RATE(CFS) = 14.16 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 9.66 FLOW VELOCITY(FEET/SEC.) = 6.90 DEPTH*VELOCITY(FT*FT/SEC.) = 2.31 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 304.00 = 543.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 305.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 225.00 DOWNSTREAM(FEET) = 211.50 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 25.46
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.16
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 6.61
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 305.00 = 593.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 305.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 14.16 6.61 4.118 0.20( 0.02) 0.12 3.8 300.00 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 305.00 = 593.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 10.17 9.56 3.342 0.20( 0.02) 0.11 3.4 200.00 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 305.00 = 1143.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 22.84 6.61 4.118 0.20( 0.02) 0.12 6.1 300.00 2 21.65 9.56 3.342 0.20( 0.02) 0.11 7.2 200.00 TOTAL AREA(ACRES) = 7.2
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 22.84 Tc(MIN.) = 6.612
EFFECTIVE AREA(ACRES) = 6.12 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.12 TOTAL AREA(ACRES) = 7.2
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 305.00 = 1143.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 305.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 109.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 211.50 DOWNSTREAM(FEET) = 205.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 323.00 CHANNEL SLOPE = 0.0201 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 2.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 7.00 CHANNEL FLOW THRU SUBAREA(CFS) = 22.84
FLOW VELOCITY(FEET/SEC.) = 7.44 FLOW DEPTH(FEET) = 0.45 TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 7.34
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 109.00 = 1466.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.34
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.883
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"8-10 DWELLINGS/ACRE" D 0.85 0.20 0.400 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.400
SUBAREA AREA(ACRES) = 0.85 SUBAREA RUNOFF(CFS) = 2.91 EFFECTIVE AREA(ACRES) = 6.97 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.15 TOTAL AREA(ACRES) = 8.0 PEAK FLOW RATE(CFS) = 24.17 **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 24.17 7.34 3.883 0.20( 0.03) 0.15 7.0 300.00 2 22.91 10.30 3.204 0.20( 0.03) 0.15 8.0 200.00 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 109.00 = 1466.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 10.63 14.30 2.661 0.20( 0.05) 0.27 4.5 100.00 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 109.00 = 1652.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 32.18 7.34 3.883 0.20( 0.04) 0.18 9.3 300.00 2 32.16 10.30 3.204 0.20( 0.04) 0.18 11.3 200.00 3 29.62 14.30 2.661 0.20( 0.04) 0.19 12.5 100.00 TOTAL AREA(ACRES) = 12.5
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 32.18 Tc(MIN.) = 7.335
EFFECTIVE AREA(ACRES) = 9.29 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 12.5
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 109.00 = 1652.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 12.5 TC(MIN.) = 7.34 EFFECTIVE AREA(ACRES) = 9.29 AREA-AVERAGED Fm(INCH/HR)= 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.179 PEAK FLOW RATE(CFS) = 32.18
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 32.18 7.34 3.883 0.20( 0.04) 0.18 9.3 300.00 2 32.16 10.30 3.204 0.20( 0.04) 0.18 11.3 200.00 3 29.62 14.30 2.661 0.20( 0.04) 0.19 12.5 100.00 ============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

____________________________________________________________________________ ****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2014 Advanced Engineering Software (aes) Ver. 21.0 Release Date: 06/01/2014 License ID 1202
Analysis prepared by:

Huitt-Zollars, Inc.
2603 Main Street, Irvine CA
Suite 400
949-988-9815
************************** DESCRIPTION OF STUDY ************************** * FULLERTON SUNRISE VILLAGE * * RATIONAL METHOD - EXISTING CONDITION ONSITE * * 100 YR AMC 3 ASCHRADER 5/5/21 * ************************************************************************** FILE NAME: FSV100E.DAT
TIME/DATE OF STUDY: 08:00 05/05/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 87.00
ELEVATION DATA: UPSTREAM(FEET) = 263.50 DOWNSTREAM(FEET) = 258.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.187
SUBAREA Tc AND LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) MOBILE HOME PARK D 0.15 0.20 0.250 91 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250
SUBAREA RUNOFF(CFS) = 0.82
TOTAL AREA(ACRES) = 0.15 PEAK FLOW RATE(CFS) = 0.82 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 101.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 5.00
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.187
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS D 0.32 0.20 0.200 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 0.32 SUBAREA RUNOFF(CFS) = 1.77 EFFECTIVE AREA(ACRES) = 0.47 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.22 TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 2.59 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 258.80 DOWNSTREAM(FEET) = 250.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 198.00 CHANNEL SLOPE = 0.0399 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.990
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.509
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS D 0.59 0.20 0.200 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.04 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.94 AVERAGE FLOW DEPTH(FEET) = 0.12 TRAVEL TIME(MIN.) = 1.12 Tc(MIN.) = 6.12
SUBAREA AREA(ACRES) = 0.59 SUBAREA RUNOFF(CFS) = 2.91 EFFECTIVE AREA(ACRES) = 1.06 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.21 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 5.21 END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.13 FLOW VELOCITY(FEET/SEC.) = 3.24 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 285.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.12
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.509
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.34 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.34 SUBAREA RUNOFF(CFS) = 1.67 EFFECTIVE AREA(ACRES) = 1.40 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 6.89 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 250.90 DOWNSTREAM(FEET) = 247.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 277.00 CHANNEL SLOPE = 0.0130 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.990
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.681
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.81 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.59 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.29 AVERAGE FLOW DEPTH(FEET) = 0.19 TRAVEL TIME(MIN.) = 2.01 Tc(MIN.) = 8.14
SUBAREA AREA(ACRES) = 0.81 SUBAREA RUNOFF(CFS) = 3.38 EFFECTIVE AREA(ACRES) = 2.20 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.15 TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 9.23 END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.20 FLOW VELOCITY(FEET/SEC.) = 2.41 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 562.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 247.30 DOWNSTREAM(FEET) = 246.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00 CHANNEL SLOPE = 0.0055 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.990
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.162
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.67 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.47 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.80 AVERAGE FLOW DEPTH(FEET) = 0.24 TRAVEL TIME(MIN.) = 1.85 Tc(MIN.) = 9.99
SUBAREA AREA(ACRES) = 0.67 SUBAREA RUNOFF(CFS) = 2.49 EFFECTIVE AREA(ACRES) = 2.87 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.14 TOTAL AREA(ACRES) = 2.9 PEAK FLOW RATE(CFS) = 10.68 END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.24 FLOW VELOCITY(FEET/SEC.) = 1.84 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 762.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 246.20 DOWNSTREAM ELEVATION(FEET) = 244.40 STREET LENGTH(FEET) = 359.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.51 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.58
HALFSTREET FLOOD WIDTH(FEET) = 23.32
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.48
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.43
STREET FLOW TRAVEL TIME(MIN.) = 2.42 Tc(MIN.) = 12.41 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.676
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS D 1.12 0.20 0.350 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 1.12 SUBAREA RUNOFF(CFS) = 3.64 EFFECTIVE AREA(ACRES) = 3.99 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 4.0 PEAK FLOW RATE(CFS) = 13.07 END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 23.71 FLOW VELOCITY(FEET/SEC.) = 2.51 DEPTH*VELOCITY(FT*FT/SEC.) = 1.47 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 1121.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 244.40 DOWNSTREAM(FEET) = 237.30 FLOW LENGTH(FEET) = 34.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 22.56
GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.07
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 12.43
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 1155.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 237.30 DOWNSTREAM ELEVATION(FEET) = 212.20 STREET LENGTH(FEET) = 461.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.08 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.35
HALFSTREET FLOOD WIDTH(FEET) = 10.74
AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.34
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.89
STREET FLOW TRAVEL TIME(MIN.) = 1.44 Tc(MIN.) = 13.87 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.448
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.01 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.03 EFFECTIVE AREA(ACRES) = 4.00 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 4.0 PEAK FLOW RATE(CFS) = 13.07 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 10.74 FLOW VELOCITY(FEET/SEC.) = 5.34 DEPTH*VELOCITY(FT*FT/SEC.) = 1.89 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 107.00 = 1616.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 13.87
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.448
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"1 DWELLING/ACRE" D 0.52 0.20 0.800 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.800
SUBAREA AREA(ACRES) = 0.52 SUBAREA RUNOFF(CFS) = 1.55 EFFECTIVE AREA(ACRES) = 4.53 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.27 TOTAL AREA(ACRES) = 4.5 PEAK FLOW RATE(CFS) = 13.83 **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 109.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 212.20 DOWNSTREAM(FEET) = 205.00 FLOW LENGTH(FEET) = 36.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 22.69
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.83
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 13.90
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 109.00 = 1652.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 125.00
ELEVATION DATA: UPSTREAM(FEET) = 255.00 DOWNSTREAM(FEET) = 253.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.300
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.984
SUBAREA Tc AND LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) MOBILE HOME PARK D 0.32 0.20 0.250 91 5.30 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250
SUBAREA RUNOFF(CFS) = 1.71
TOTAL AREA(ACRES) = 0.32 PEAK FLOW RATE(CFS) = 1.71 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 253.00 DOWNSTREAM(FEET) = 251.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 75.00 CHANNEL SLOPE = 0.0267 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.990
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.647
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.37 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.66 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.21 AVERAGE FLOW DEPTH(FEET) = 0.11 TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 5.86
SUBAREA AREA(ACRES) = 0.37 SUBAREA RUNOFF(CFS) = 1.89 EFFECTIVE AREA(ACRES) = 0.70 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 3.51 END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.12 FLOW VELOCITY(FEET/SEC.) = 2.47 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 200.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 251.00 DOWNSTREAM(FEET) = 249.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 86.00 CHANNEL SLOPE = 0.0233 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.990
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.356
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.61 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.96 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.53 AVERAGE FLOW DEPTH(FEET) = 0.14 TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 6.43
SUBAREA AREA(ACRES) = 0.61 SUBAREA RUNOFF(CFS) = 2.91 EFFECTIVE AREA(ACRES) = 1.30 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.14 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 6.23 END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.15 FLOW VELOCITY(FEET/SEC.) = 2.78 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 203.00 = 286.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 249.00 DOWNSTREAM ELEVATION(FEET) = 244.90 STREET LENGTH(FEET) = 274.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.35 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.43
HALFSTREET FLOOD WIDTH(FEET) = 15.04
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.32
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.43
STREET FLOW TRAVEL TIME(MIN.) = 1.37 Tc(MIN.) = 7.81 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.793
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.52 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.52 SUBAREA RUNOFF(CFS) = 2.24 EFFECTIVE AREA(ACRES) = 1.82 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.13 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 7.81 END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.43 FLOW VELOCITY(FEET/SEC.) = 3.37 DEPTH*VELOCITY(FT*FT/SEC.) = 1.48 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 204.00 = 560.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 244.90 DOWNSTREAM ELEVATION(FEET) = 240.80 STREET LENGTH(FEET) = 194.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.42 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.45
HALFSTREET FLOOD WIDTH(FEET) = 16.21
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.10
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.85
STREET FLOW TRAVEL TIME(MIN.) = 0.79 Tc(MIN.) = 8.60 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.536
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.79 0.20 0.100 91 COMMERCIAL D 0.49 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.28 SUBAREA RUNOFF(CFS) = 5.21 EFFECTIVE AREA(ACRES) = 3.10 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.12 TOTAL AREA(ACRES) = 3.1 PEAK FLOW RATE(CFS) = 12.60 END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.54 FLOW VELOCITY(FEET/SEC.) = 4.28 DEPTH*VELOCITY(FT*FT/SEC.) = 2.04 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 205.00 = 754.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 240.80 DOWNSTREAM ELEVATION(FEET) = 222.30 STREET LENGTH(FEET) = 241.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.86 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.34
HALFSTREET FLOOD WIDTH(FEET) = 9.84
AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.07
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.05
STREET FLOW TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 9.26 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.347
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.14 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.14 SUBAREA RUNOFF(CFS) = 0.53 EFFECTIVE AREA(ACRES) = 3.24 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.11 TOTAL AREA(ACRES) = 3.2 PEAK FLOW RATE(CFS) = 12.60 END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 9.78 FLOW VELOCITY(FEET/SEC.) = 6.01 DEPTH*VELOCITY(FT*FT/SEC.) = 2.03 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 206.00 = 995.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 207.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 222.30 DOWNSTREAM(FEET) = 214.00 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 22.42
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.60
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 9.29
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 207.00 = 1035.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 207.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 9.29
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.339
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.15 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.59 EFFECTIVE AREA(ACRES) = 3.39 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.11 TOTAL AREA(ACRES) = 3.4 PEAK FLOW RATE(CFS) = 13.17 **************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 305.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 241.00 DOWNSTREAM(FEET) = 211.50 FLOW LENGTH(FEET) = 108.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 25.06
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.17
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 9.36
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 305.00 = 1143.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 305.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 178.00
ELEVATION DATA: UPSTREAM(FEET) = 248.20 DOWNSTREAM(FEET) = 244.30 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.187
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.058
SUBAREA Tc AND LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.95 0.20 0.100 91 5.19 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 5.18
TOTAL AREA(ACRES) = 0.95 PEAK FLOW RATE(CFS) = 5.18 **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 244.30 DOWNSTREAM(FEET) = 239.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 136.00 CHANNEL SLOPE = 0.0368 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.990
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.672
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 1.45 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.87 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.58 AVERAGE FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 5.82
SUBAREA AREA(ACRES) = 1.45 SUBAREA RUNOFF(CFS) = 7.40 EFFECTIVE AREA(ACRES) = 2.41 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.4 PEAK FLOW RATE(CFS) = 12.24 END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.18 FLOW VELOCITY(FEET/SEC.) = 3.77 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 302.00 = 314.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 239.30 DOWNSTREAM ELEVATION(FEET) = 233.00 STREET LENGTH(FEET) = 149.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.12 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.37
HALFSTREET FLOOD WIDTH(FEET) = 11.84
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.89
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.83
STREET FLOW TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 6.33 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.406
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.77 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.77 SUBAREA RUNOFF(CFS) = 3.75 EFFECTIVE AREA(ACRES) = 3.18 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.2 PEAK FLOW RATE(CFS) = 15.41 END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.30 FLOW VELOCITY(FEET/SEC.) = 4.99 DEPTH*VELOCITY(FT*FT/SEC.) = 1.91 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 303.00 = 463.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.33
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.406
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN APARTMENTS D 0.59 0.20 0.200 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA AREA(ACRES) = 0.59 SUBAREA RUNOFF(CFS) = 2.83 EFFECTIVE AREA(ACRES) = 3.77 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.12 TOTAL AREA(ACRES) = 3.8 PEAK FLOW RATE(CFS) = 18.24 **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 304.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 233.00 DOWNSTREAM ELEVATION(FEET) = 225.00 STREET LENGTH(FEET) = 80.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 18.27 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.36
HALFSTREET FLOOD WIDTH(FEET) = 10.90
AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.28
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.60
STREET FLOW TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 6.51 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.318
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 0.01 0.20 0.100 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.05 EFFECTIVE AREA(ACRES) = 3.78 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.12 TOTAL AREA(ACRES) = 3.8 PEAK FLOW RATE(CFS) = 18.24 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 10.90 FLOW VELOCITY(FEET/SEC.) = 7.27 DEPTH*VELOCITY(FT*FT/SEC.) = 2.60 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 304.00 = 543.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 305.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 225.00 DOWNSTREAM(FEET) = 211.50 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 27.29
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.24
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 6.54
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 305.00 = 593.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 305.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 18.24 6.54 5.304 0.20( 0.02) 0.12 3.8 300.00 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 305.00 = 593.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 13.17 9.36 4.320 0.20( 0.02) 0.11 3.4 200.00 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 305.00 = 1143.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 29.56 6.54 5.304 0.20( 0.02) 0.12 6.1 300.00 2 28.02 9.36 4.320 0.20( 0.02) 0.11 7.2 200.00 TOTAL AREA(ACRES) = 7.2
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 29.56 Tc(MIN.) = 6.542
EFFECTIVE AREA(ACRES) = 6.15 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.12 TOTAL AREA(ACRES) = 7.2
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 305.00 = 1143.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 305.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 109.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 211.50 DOWNSTREAM(FEET) = 205.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 323.00 CHANNEL SLOPE = 0.0201 CHANNEL BASE(FEET) = 6.00 "Z" FACTOR = 2.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 7.00 CHANNEL FLOW THRU SUBAREA(CFS) = 29.56
FLOW VELOCITY(FEET/SEC.) = 8.15 FLOW DEPTH(FEET) = 0.52 TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 7.20
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 109.00 = 1466.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 7.20
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.020
SUBAREA LOSS RATE DATA(AMC III):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"8-10 DWELLINGS/ACRE" D 0.85 0.20 0.400 91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.400
SUBAREA AREA(ACRES) = 0.85 SUBAREA RUNOFF(CFS) = 3.78 EFFECTIVE AREA(ACRES) = 7.00 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.15 TOTAL AREA(ACRES) = 8.0 PEAK FLOW RATE(CFS) = 31.42 **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 31.42 7.20 5.020 0.20( 0.03) 0.15 7.0 300.00 2 29.75 10.03 4.152 0.20( 0.03) 0.15 8.0 200.00 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 109.00 = 1466.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 13.83 13.90 3.445 0.20( 0.05) 0.27 4.5 100.00 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 109.00 = 1652.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 41.92 7.20 5.020 0.20( 0.04) 0.18 9.3 300.00 2 41.81 10.03 4.152 0.20( 0.04) 0.18 11.3 200.00 3 38.47 13.90 3.445 0.20( 0.04) 0.19 12.5 100.00 TOTAL AREA(ACRES) = 12.5
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 41.92 Tc(MIN.) = 7.203
EFFECTIVE AREA(ACRES) = 9.34 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 12.5
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 109.00 = 1652.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 12.5 TC(MIN.) = 7.20 EFFECTIVE AREA(ACRES) = 9.34 AREA-AVERAGED Fm(INCH/HR)= 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.179 PEAK FLOW RATE(CFS) = 41.92
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 41.92 7.20 5.020 0.20( 0.04) 0.18 9.3 300.00 2 41.81 10.03 4.152 0.20( 0.04) 0.18 11.3 200.00 3 38.47 13.90 3.445 0.20( 0.04) 0.19 12.5 100.00 ============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

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