HomeMy WebLinkAboutParcel Map 31023 Parcel 1-8 Final Drainage Study - Temecula Village Multi Family
Prepared for:
Temecula Village Development LP
7210 Jordan Ave. #B7
Canoga Park, CA 91303
Report Prepared By:
Engineer of Work/ Contact Person:
Miguel V. Gonzalez, P.E.
JN 164359
Volume 1 of 1
FINAL DRAINAGE STUDY
for
Temecula Village Multi Family
Temecula, California
November 2018
40810 County Center Drive, Suite 200
Temecula, California 92591-4679
951.676.8042 telephone
951.676.7240 fax
Temecula Village Multi-Family
Michael Baker International i Final Drainage Study
Table of Contents
1 INTRODUCTION ........................................................................................................ 1
1.1 Purpose................................................................................................................ 1
1.2 Existing Conditions .............................................................................................. 1
1.3 Proposed Conditions ............................................................................................ 2
1.4 Project Location Description ................................................................................ 2
1.5 Objectives ............................................................................................................ 2
Figure 1-1: Regional Vicinity Map ........................................................................ 3
Figure 1-2: Hydrologic Soil Group ........................................................................ 4
Figure 1-3: NOAA Atlas – Precipitation Frequency .............................................. 5
2 HYDROLOGY ............................................................................................................ 6
2.1 Project Area and Associated Watershed Delineation .......................................... 6
2.1.1 Drainage Area A ............................................................................................ 6
2.1.2 Drainage Area B & C ..................................................................................... 6
2.1.3 Drainage Area D ............................................................................................ 6
2.1.4 Additional Drainage Areas ............................................................................. 6
2.2 Offsite Watershed ................................................................................................ 7
2.3 Rational Method ................................................................................................... 7
2.3.1 Soil Conditions .............................................................................................. 7
2.3.2 Rainfall Data .................................................................................................. 8
2.3.3 Runoff Index .................................................................................................. 8
2.3.4 Land Use ....................................................................................................... 8
2.4 Summary of Results ............................................................................................. 9
2.4.1 Summary of Hydrology Results – Existing Conditions - Hydrology Summary
Table ...................................................................................................................... 9
2.4.2 Summary of Hydrology Results – Post-Developed Conditions - Hydrology
Summary Table ........................................................................................................ 10
3 HYDRAULICS .......................................................................................................... 11
3.1 Street Flooded Width Analysis ........................................................................... 11
3.2 Bentley Flow Master – Hydraulic Toolbox .......................................................... 11
4 RECOMMENDATIONS ............................................................................................ 12
5 REFERENCES ......................................................................................................... 13
6 TECHNICAL APPENDICES .................................................................................... 14
Appendix A:
A.1 - Existing Conditions Rational Method Hydrology – 10 & 100-year storm events
(Drainage Study by Markham Development Management Group. Inc. prepared on
October 28, 2003)
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Michael Baker International ii Final Drainage Study
A.2 - Existing Hydrology Map (Drainage Study by Markham Development Management
Group. Inc. prepared on October 28, 2003)
Appendix B:
B.1 – Basin A - Post-Developed Conditions Rational Method Hydrology – 100-yr
B.2 - Basin B - Post-Developed Conditions Rational Method Hydrology – 100-yr – Line B
B.3 - Basin B - Post-Developed Conditions Rational Method Hydrology – 100-yr – Line C
B.4 – Line D - Post-Developed Conditions Rational Method Hydrology – 100-yr
B.5 – Line E - Post-Developed Conditions Rational Method Hydrology – 100-yr
B.6 – Area F - Post-Developed Conditions Rational Method Hydrology – 100-yr
B.7 – Basin A - Post-Developed Conditions Rational Method Hydrology – 10-yr
B.8 - Basin B - Post-Developed Conditions Rational Method Hydrology – 10-yr - Line B
B.9 - Basin B - Post-Developed Conditions Rational Method Hydrology – 10-yr - Line C
B.10 – Line D - Post-Developed Conditions Rational Method Hydrology – 10-yr
B.11 – Line E - Post-Developed Conditions Rational Method Hydrology – 10-yr
B.12 – Area F - Post-Developed Conditions Rational Method Hydrology – 10-yr
B.13 – Post-Developed Hydrology Map
B.14 – Unit Hydrograph (100 year, 1 hour) for DMA-A
B.15 – Basin Routing for DMA-A
B.16 – Unit Hydrograph/Basin Routing Exhibit
Appendix C:
C.1 – Drop Inlet & Catch Basin Sizing – Line A – 100 -yr
C.2 – Drop Inlet & Catch Basin Sizing – Line B – 100 -yr
C.3 – Drop Inlet & Catch Basin Sizing – Line C – 100 -yr
C.4 – Drop Inlet & Catch Basin Sizing – Line D – 100 -yr
C.5 – Pipe Sizing – 100 -yr
C.6 – Street Capacity – Cross Sections – 100 -yr
C.7 – Basin B - Emergency Spillway – 100 -yr
Appendix D: Reference Materials
Appendix E: Post Development Conditions Unit Hydrograph and Basin Routing for
Developed Area A
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Michael Baker International 1 Final Drainage Study
1 Introduction
1.1 Purpose
This document provides the hydrologic and hydraulic basis of design for the proposed flood
control features associated with the Temecula Village Project (Project), located in the City of
Temecula, Riverside County, California. Geotechnical findings and associated
recommendations were prepared by others separately.
This project proposes medium-high density residential development at south of project site and
1/3 of the project site at north will remain vacant for a future development.
The primary objectives of this report are as follows:
1. Delineate the tributary drainage areas to proposed facilities.
2. Based on drainage patterns, ground slope, land use and soil type and using the
Riverside County Rational Method, perform hydrologic calculations of on-site drainage
facilities.
3. Based on the hydrology results and physical site requirements, design the storm
drainage facilities to convey the computed design discharges.
4. Mitigate of increased runoff down to the existing flows.
5. Determine the 10-year and 100-year proposed condition flow rates in accordance with
the Riverside County Flood Control & Water Conservation District Hydrology Manual
(RCFC&WCD).
The hydrologic analysis was performed using the Advanced Engineering Software computer
program developed for RCFC & WCD Rational Method (AES, 2013).
1.2 Existing Conditions
This site was previously mass graded and does not appear as shown in the existing condition
exhibit or calculations. The exhibit and calculations were pulled from a previous study prepared
by Richard McMahon dated October 28, 2003. To accurately show the relationship between the
existing and proposed conditions, it is necessary to show the existing conditions before the site
was mass graded.
The site is presently vacant with little vegetation and sloping up from Rancho California Road to
a ridge dividing the north side of the property from the south side. Elevations on the site vary
from 1095 feet above mean sea level (MSL) to 1208 feet.
Based on existing topography, rainfall runoffs generally run to the north, collects into two
existing 18” CMP and 30” RCP underground storm drain systems on Rancho California Road.
The 30” RCP pipe will be used after development to convey water away from the project. There
is very little runoff coming from off-site which is not expected to impact the site. The subdivisions
to the east, west and south carry water away from the project.
The soil type in the on-site area is primary type B.
The hydrology study titled “Drainage Study for Temecula Village, Development Plan No. PA00-
0140”, dated October 28, 2003 and prepared by Markham Development Management Group, Inc.
(Markham) analyzes the existing condition hydrology in detail. Excerpts from that study will be
included only as reference within this report. Because the Existing Hydrology study has been
completed by others, no analysis of existing condition hydrology is provided in this report. Please
see approved off-site storm drain plans, in the Reference Materials Section of this report, for
supporting evidence.
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1.3 Proposed Conditions
This project proposes to develop the site into apartments with associated roadway and utility
improvements. The following describes the three (3) major drainage tributaries of the project.
The south on-site flows will be treated and the increased runoff will be mitigated by one infiltration
basin at southwest corner of the project site and underground StormTech Chambers prior to
release to natural conditions. All north on-site flows will be treated and the increased runoff will
be mitigated by one infiltration basin and two sediment basins prior to discharge via proposed 30”
RCP into the existing storm drain system under Rancho California Road.
1.4 Project Location Description
The Project is in the City of Temecula, California, and situated South of Rancho California Road
between Cosmic Drive and Moraga Road. (Refer to Figure 1: Regional Vicinity Map). It is bound
by residential single-family homes to the east and south and Multi-family high density residential
on the west and the north side of the property. The onsite area is to be allocated toward medium-
high density residential use. The study is based on the proposed Final Grading Plan of the current
development area and existing topography for the undeveloped areas. The existing hydrology
study titled “Drainage Study for Temecula Village, Development Plan No. PA00-0140”, dated
October 28, 2003 and prepared by Markham Development Management Group, Inc. (Markham)
was used to compare existing and proposed site runoff.
1.5 Objectives
The objectives of this study include the following:
1. Develop a hydrology map which identifies drainage boundaries and subareas. Subarea
boundaries will be based on the development drainage patterns and concentration
points.
2. Identify the pre-project drainage condition in order to establish a baseline target for the
mitigation of flow from tributary areas.
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1.6 Figure 1-1: Regional Vicinity Map
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1.7 Figure 1-2: Hydrologic Soil Group
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2 Hydrology
2.1 Project Area and Associated Watershed Delineation
The Project consists of sub-areas, as illustrated in Figure 2, Existing Hydrology Map prepared
by Markham. The boundary of the watershed associated with the Project was delineated using
aerial topography, survey field shots prepared by Michael Baker and compiled for the Project.
In ultimate condition surface runoff contained within proposed streets where it is directed to
catch basins and connected to the underground storm drain system. There are two basins
located on the site. The drainage basins consist of relatively flat rough graded site with water
quality features and storm drain outlet structures. Site runoff connects to an existing 30” storm
drain system on Rancho California Road.
2.1.1 Drainage Area A
A large majority of the site will drain to storm drain system (see hydrology map) and conveyed to
the proposed Water Quality Basin A located at the NE corner of the property along Rancho
California Road. The proposed on-site storm drain system does not collect any off-site flows. The
outlet structure has been designed to allow for treatment of the Design Capture Volume. A weir
structure is proposed to allow 100-yr event to bypass over the weir and into the proposed storm
drain line and will discharge flows into existing 30” storm drain on Rancho California Road.
2.1.2 Drainage Area B & C
The areas of the south site drain to storm drain system (see hydrology map) and conveyed to the
proposed Water Quality Basin B located at the SW corner of the property and underground
StormTech Chambers prior to release to natural conditions. The proposed on-site storm drain
system of Area B collects a small area of off-site flows.
2.1.3 Drainage Area D
The northerly entry road into the site off Rancho California Road (see hydrology map). Discharge
into existing 30” storm drain thru Filterra Bioretention Filter System units in a proposed curb
opening catch basins.
2.1.4 Additional Drainage Areas
These areas of the Future Commercial site conveyed to two proposed Sediment Basins C & D
located along Rancho California Road on each side of proposed entrance road. A weir structure
is proposed to allow 100-yr event to bypass over the weir and into the proposed storm drain line
and will discharge flows into existing 30” storm drain on Rancho California Road.
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Michael Baker International 7 Final Drainage Study
2.2 Offsite Watershed
There is a small area offsite water flowing onto our site. Watershed A-34 collects some offsite
runoff and will convey to a Water Quality Basin A. Watershed B-9 & B-14 collect some offsite
runoff and will convey to a Water Quality Basin B.
2.3 Rational Method
Hydrology calculations to determine the 10- and 100-year discharges were performed as per the
RCFC&WCD Hydrology Manual guidelines. The RCFC&WCD guidelines suggest that
watershed budgets for drainage areas encompassing less than one square mile be calculated
using the rational method. The Project and its tributary drainage areas encompass
approximately 22.1 acres. The Rational Method Calculations can be found in Appendix A.
The Rational Method is an empirical computation procedure for developing a peak runoff rate
(discharge) for small watersheds for storms of a specified recurrence interval. The Rational
Method equation is based on the assumption that the peak flow rate is directly proportional to
the drainage area, rainfall intensity, and a loss coefficient, which considers the effects of land
use and soil type. The design discharges were computed by generating a hydrologic "link-
node" model that divides the area into sub-areas, each tributary to a concentration point or
hydrologic "node" point determined by the existing terrain or proposed site layout.
A thorough technical description of the Rational Method is provided in the Riverside County
Hydrology Manual.
The following assumptions and/or guidelines were applied for use of the Rational Method:
1. The Rational Method Hydrology includes the effects of infiltration caused by soil surface
characteristics. Hydrologic soils ratings are based on a scale of A through D, where A is
the most pervious, providing the least runoff.
2. The infiltration rate is also affected by the type of vegetation or ground cover and
percentage of impervious surfaces.
3. Standard intensity-duration curve data was taken from the Riverside County Hydrology
Manual.
2.3.1 Soil Conditions
Riverside County Flood Control and water Conservation District (RCFC&WCD) uses the SCS
soils classification system, which categorizes soils into four hydrologic groups: A, B, C, and D.
These groups range from most to least pervious, A to D, with D being the least pervious. Soil
type D thus provides the highest runoff potential. For this project type “C” was conservatively
used in the hydrologic models because the site was previously graded and compacted.
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Michael Baker International 8 Final Drainage Study
2.3.2 Rainfall Data
All precipitation data was automatically derived from the AES Hydrology Program based on the
Riverside County Hydrology Manual Rational Method module.
2.3.3 Runoff Index
Runoff indexes were automatically calculated by the AES Hydrology Program based on the land
use type input by the user.
2.3.4 Land Use
The drainage basin is subject to ongoing development, primarily in association with Temecula
Specific Plan. Aerial photography and provided Tract Maps were used to establish the land use
assumptions for the drainage basin and prepare the design hydrology for the Project. The land
use assumptions for pre- and post-project conditions are identical with the exception of the
Project site.
Under pre-project conditions, the Project site is comprised of roughly 22.1 acres of previously
graded open space. Under post-project conditions, the majority of this space is allocated to
medium high-density residential use and the northern part will remain for future development.
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2.4 Summary of Results
The tables below shows the results of the on-site hydrology analysis for the 10-, and 100-year
storm events, for both the existing, and proposed conditions. A proposed on-site detention
basin will be analyzed for mitigation of the 100-year storm event to pre-project conditions.
2.4.1 Summary of Hydrology Results – Existing Conditions - Hydrology Summary Table
Existing Conditions Hydrology Summary Table (Approved drainage study titled “Drainage Study
for Temecula Village, Development Plan No. PA00-0140”, dated October 28, 2003 and
prepared by Markham Development Management Group, Inc. (Markham)
Node
Number Location
Area
(ac)
100-Year
Discharge (cfs)
10-Year
Discharge (cfs)
116 Discharge into Rancho California
Rd 2.44 6.6 4.3
114 Discharge into 30” RCP under
Rancho California Rd 1.09 3.8 2.5
112 Discharge into 18” RCP under
Rancho California Rd 12.72 29.3 18.7
Total to Rancho California Rd. 16.25 39.7 25.5
105 Discharge south into natural
conditions 6.83 18.3 11.7
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Michael Baker International 10 Final Drainage Study
2.4.2 Summary of Hydrology Results – Post-Developed Conditions - Hydrology Summary
Table
Proposed
Node
Number
Total
Area,
(ac)
100-year
Q (cfs)
10-year
Q (cfs)
Discharge into 30” RCP under
Rancho California Road
Basin A (Drainage Area A) 170 6.3 21.7 14.4
Total to Basin A (With Area A-34) 505 8.4 0.2 *
Storm Drain – Line D 515 0.7 3.2 2.1
Basin C (Drainage Area E) 605 4.4 17.7 11.8
Basin D (Drainage Area F) 705 3.0 12.4 8.3
Total to 30” RCP 525 16.5 33.5 22.2
Discharge south into natural conditions
Basin B (Drainage Area B) 250 3.2 10.5 6.9
Basin B (Drainage Area C) 331 2.4 7.2 4.8
Basin B (Drainage Area C with Area BC) 331 3.2 9.2 6.1
Total to Basin B 6.4 19.7 13.0
* Flow is minimal and will infiltrate to the underlying soil of the basin
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Michael Baker International 11 Final Drainage Study
3 Hydraulics
3.1 Street Flooded Width Analysis
RCFC&WCD hydrology manual dictates flood protection as curb to curb for the 10-year event,
and right-of-way to right-of-way for the 100-year event. The on-site street longitudinal slope at
the upstream approach to the catch basins is 0.85%. A capacity analysis of the parking areas
and street section shows less than half-street flooded width for the 100-year event. See
Appendix C.6 for calculations.
3.2 Bentley Flow Master – Hydraulic Toolbox
Temecula Village Multi-Family
Michael Baker International 12 Final Drainage Study
4 Recommendations
The proposed storm drain system will include two (2) sump condition basins. The 10-year flows
will be conveyed along the street within the street section, and the 100-year flows will be
conveyed within the right-of-way.
The storm drain system will be sized to convey the 100-year event into the basin.
The detention basin is sized to mitigate the 100-year proposed (post-project) conditions to at/or
below the existing (pre-project) conditions.
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5 References
AES (2013). Rational Method Hydrology Computer Program (RATSCx), Advanced Engineering
Software (AES), Garden Grove, California.
Riverside County Flood Control and Water Conservation District (1978). Hydrology manual.
Bentley Flow Master - Hydraulic Toolbox
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6 Technical Appendices
DRAINAGE STUDY TEMECULA VILLAGE
Appendix A:
Existing Conditions Rational Method Hydrology – 10 & 100-year storm events
(Drainage Study by Markham Development Management Group. Inc. prepared on
October 28, 2003)
DRAINAGE STUDY TEMECULA VILLAGE
Appendix B: Post-Developed Conditions Rational Method Hydrology
164359A100.out
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0
Rational Hydrology Study Date: 10/25/18 File:164359a100.out
------------------------------------------------------------------------
TEMECULA VILLAGE - APARTMENT COMPLEX
PROPOSED CONDITIONS - LINE A
100-YR STORM EVENT
164359
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------------------------------------------------------------------------
Program License Serial Number 6388
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 2
Standard intensity-duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch CaNorco ] area used.
10 year storm 10 minute intensity = 2.360(In/Hr)
10 year storm 60 minute intensity = 0.880(In/Hr)
100 year storm 10 minute intensity = 3.480(In/Hr)
100 year storm 60 minute intensity = 1.300(In/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300(In/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.000 to Point/Station 102.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 175.000(Ft.)
Top (of initial area) elevation = 174.500(Ft.)
Bottom (of initial area) elevation = 147.300(Ft.)
Difference in elevation = 27.200(Ft.)
Slope = 0.15543 s(percent)= 15.54
TC = k(0.323)*[(length^3)/(elevation change)]^0.2
Warning: TC computed to be less than 5 min.; program is assuming the
time of concentration is 5 minutes.
Initial area time of concentration = 5.000 min.
Rainfall intensity = 5.099(In/Hr) for a 100.0 year storm
APARTMENT subarea type
Runoff Coefficient = 0.881
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
Page 1
164359A100.out
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Initial subarea runoff = 0.584(CFS)
Total initial stream area = 0.130(Ac.)
Pervious area fraction = 0.200
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 102.000 to Point/Station 103.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 145.170(Ft.)
Downstream point/station elevation = 143.020(Ft.)
Pipe length = 110.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.584(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.584(CFS)
Normal flow depth in pipe = 3.46(In.)
Flow top width inside pipe = 5.93(In.)
Critical Depth = 4.67(In.)
Pipe flow velocity = 4.99(Ft/s)
Travel time through pipe = 0.37 min.
Time of concentration (TC) = 5.37 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 103.000 to Point/Station 103.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.880
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 5.37 min.
Rainfall intensity = 4.904(In/Hr) for a 100.0 year storm
Subarea runoff = 0.864(CFS) for 0.200(Ac.)
Total runoff = 1.448(CFS) Total area = 0.330(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 103.000 to Point/Station 104.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 143.020(Ft.)
Downstream point/station elevation = 142.010(Ft.)
Pipe length = 65.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 1.448(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.448(CFS)
Normal flow depth in pipe = 4.99(In.)
Flow top width inside pipe = 8.95(In.)
Critical Depth = 6.65(In.)
Pipe flow velocity = 5.75(Ft/s)
Travel time through pipe = 0.19 min.
Time of concentration (TC) = 5.56 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 104.000 to Point/Station 108.000
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164359A100.out
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 142.010(Ft.)
Downstream point/station elevation = 141.790(Ft.)
Pipe length = 44.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 1.448(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 1.448(CFS)
Normal flow depth in pipe = 5.90(In.)
Flow top width inside pipe = 12.00(In.)
Critical Depth = 6.12(In.)
Pipe flow velocity = 3.76(Ft/s)
Travel time through pipe = 0.19 min.
Time of concentration (TC) = 5.75 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 108.000 to Point/Station 108.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.330(Ac.)
Runoff from this stream = 1.448(CFS)
Time of concentration = 5.75 min.
Rainfall intensity = 4.722(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 105.000 to Point/Station 106.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 150.000(Ft.)
Top (of initial area) elevation = 200.800(Ft.)
Bottom (of initial area) elevation = 173.500(Ft.)
Difference in elevation = 27.300(Ft.)
Slope = 0.18200 s(percent)= 18.20
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 5.530 min.
Rainfall intensity = 4.824(In/Hr) for a 100.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.861
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 86.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 0.956(CFS)
Total initial stream area = 0.230(Ac.)
Pervious area fraction = 1.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 106.000 to Point/Station 107.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 170.160(Ft.)
Downstream point/station elevation = 142.140(Ft.)
Pipe length = 79.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.956(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.956(CFS)
Normal flow depth in pipe = 2.01(In.)
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164359A100.out
Flow top width inside pipe = 5.66(In.)
Critical Depth = 5.61(In.)
Pipe flow velocity = 16.57(Ft/s)
Travel time through pipe = 0.08 min.
Time of concentration (TC) = 5.61 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 107.000 to Point/Station 107.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.861
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 86.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Time of concentration = 5.61 min.
Rainfall intensity = 4.787(In/Hr) for a 100.0 year storm
Subarea runoff = 1.442(CFS) for 0.350(Ac.)
Total runoff = 2.398(CFS) Total area = 0.580(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 107.000 to Point/Station 108.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 142.140(Ft.)
Downstream point/station elevation = 142.050(Ft.)
Pipe length = 30.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 2.398(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 2.398(CFS)
Normal flow depth in pipe = 8.14(In.)
Flow top width inside pipe = 14.94(In.)
Critical Depth = 7.44(In.)
Pipe flow velocity = 3.52(Ft/s)
Travel time through pipe = 0.14 min.
Time of concentration (TC) = 5.75 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 108.000 to Point/Station 108.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.580(Ac.)
Runoff from this stream = 2.398(CFS)
Time of concentration = 5.75 min.
Rainfall intensity = 4.721(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 1.448 5.75 4.722
2 2.398 5.75 4.721
Largest stream flow has longer time of concentration
Qp = 2.398 + sum of
Qb Ia/Ib
Page 4
164359A100.out
1.448 * 1.000 = 1.447
Qp = 3.846
Total of 2 streams to confluence:
Flow rates before confluence point:
1.448 2.398
Area of streams before confluence:
0.330 0.580
Results of confluence:
Total flow rate = 3.846(CFS)
Time of concentration = 5.751 min.
Effective stream area after confluence = 0.910(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 108.000 to Point/Station 111.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 141.790(Ft.)
Downstream point/station elevation = 141.700(Ft.)
Pipe length = 20.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 3.846(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 3.846(CFS)
Normal flow depth in pipe = 9.70(In.)
Flow top width inside pipe = 14.34(In.)
Critical Depth = 9.52(In.)
Pipe flow velocity = 4.58(Ft/s)
Travel time through pipe = 0.07 min.
Time of concentration (TC) = 5.82 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 111.000 to Point/Station 111.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.910(Ac.)
Runoff from this stream = 3.846(CFS)
Time of concentration = 5.82 min.
Rainfall intensity = 4.689(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 109.000 to Point/Station 110.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 92.000(Ft.)
Top (of initial area) elevation = 148.700(Ft.)
Bottom (of initial area) elevation = 148.300(Ft.)
Difference in elevation = 0.400(Ft.)
Slope = 0.00435 s(percent)= 0.43
TC = k(0.323)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 5.849 min.
Rainfall intensity = 4.678(In/Hr) for a 100.0 year storm
APARTMENT subarea type
Runoff Coefficient = 0.880
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Page 5
164359A100.out
Initial subarea runoff = 1.522(CFS)
Total initial stream area = 0.370(Ac.)
Pervious area fraction = 0.200
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 110.000 to Point/Station 111.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 143.750(Ft.)
Downstream point/station elevation = 141.950(Ft.)
Pipe length = 73.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 1.522(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.522(CFS)
Normal flow depth in pipe = 4.48(In.)
Flow top width inside pipe = 9.00(In.)
Critical Depth = 6.81(In.)
Pipe flow velocity = 6.93(Ft/s)
Travel time through pipe = 0.18 min.
Time of concentration (TC) = 6.02 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 111.000 to Point/Station 111.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.370(Ac.)
Runoff from this stream = 1.522(CFS)
Time of concentration = 6.02 min.
Rainfall intensity = 4.602(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 3.846 5.82 4.689
2 1.522 6.02 4.602
Largest stream flow has longer or shorter time of concentration
Qp = 3.846 + sum of
Qa Tb/Ta
1.522 * 0.967 = 1.472
Qp = 5.317
Total of 2 streams to confluence:
Flow rates before confluence point:
3.846 1.522
Area of streams before confluence:
0.910 0.370
Results of confluence:
Total flow rate = 5.317(CFS)
Time of concentration = 5.824 min.
Effective stream area after confluence = 1.280(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 111.000 to Point/Station 112.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 141.700(Ft.)
Downstream point/station elevation = 140.800(Ft.)
Page 6
164359A100.out
Pipe length = 179.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 5.317(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 5.317(CFS)
Normal flow depth in pipe = 12.07(In.)
Flow top width inside pipe = 11.89(In.)
Critical Depth = 11.21(In.)
Pipe flow velocity = 5.03(Ft/s)
Travel time through pipe = 0.59 min.
Time of concentration (TC) = 6.42 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 112.000 to Point/Station 112.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.879
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 6.42 min.
Rainfall intensity = 4.445(In/Hr) for a 100.0 year storm
Subarea runoff = 0.820(CFS) for 0.210(Ac.)
Total runoff = 6.137(CFS) Total area = 1.490(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 112.000 to Point/Station 113.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 140.800(Ft.)
Downstream point/station elevation = 140.720(Ft.)
Pipe length = 17.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 6.137(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 6.137(CFS)
Normal flow depth in pipe = 11.32(In.)
Flow top width inside pipe = 17.39(In.)
Critical Depth = 11.49(In.)
Pipe flow velocity = 5.25(Ft/s)
Travel time through pipe = 0.05 min.
Time of concentration (TC) = 6.47 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 113.000 to Point/Station 113.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.879
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 6.47 min.
Rainfall intensity = 4.425(In/Hr) for a 100.0 year storm
Subarea runoff = 0.739(CFS) for 0.190(Ac.)
Page 7
164359A100.out
Total runoff = 6.876(CFS) Total area = 1.680(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 113.000 to Point/Station 115.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 140.720(Ft.)
Downstream point/station elevation = 140.650(Ft.)
Pipe length = 15.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 6.876(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 6.876(CFS)
Normal flow depth in pipe = 12.30(In.)
Flow top width inside pipe = 16.74(In.)
Critical Depth = 12.18(In.)
Pipe flow velocity = 5.35(Ft/s)
Travel time through pipe = 0.05 min.
Time of concentration (TC) = 6.52 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 115.000 to Point/Station 115.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.878
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 6.52 min.
Rainfall intensity = 4.407(In/Hr) for a 100.0 year storm
Subarea runoff = 1.355(CFS) for 0.350(Ac.)
Total runoff = 8.231(CFS) Total area = 2.030(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 115.000 to Point/Station 116.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 140.650(Ft.)
Downstream point/station elevation = 138.430(Ft.)
Pipe length = 113.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 8.231(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 8.231(CFS)
Normal flow depth in pipe = 9.87(In.)
Flow top width inside pipe = 14.23(In.)
Critical Depth = 13.51(In.)
Pipe flow velocity = 9.62(Ft/s)
Travel time through pipe = 0.20 min.
Time of concentration (TC) = 6.71 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 116.000 to Point/Station 116.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.878
Page 8
164359A100.out
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 6.71 min.
Rainfall intensity = 4.336(In/Hr) for a 100.0 year storm
Subarea runoff = 0.990(CFS) for 0.260(Ac.)
Total runoff = 9.221(CFS) Total area = 2.290(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 116.000 to Point/Station 117.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 138.430(Ft.)
Downstream point/station elevation = 137.910(Ft.)
Pipe length = 27.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 9.221(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 9.221(CFS)
Normal flow depth in pipe = 10.83(In.)
Flow top width inside pipe = 13.44(In.)
Critical Depth = 13.96(In.)
Pipe flow velocity = 9.73(Ft/s)
Travel time through pipe = 0.05 min.
Time of concentration (TC) = 6.76 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 117.000 to Point/Station 117.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.878
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 6.76 min.
Rainfall intensity = 4.320(In/Hr) for a 100.0 year storm
Subarea runoff = 0.797(CFS) for 0.210(Ac.)
Total runoff = 10.018(CFS) Total area = 2.500(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 117.000 to Point/Station 118.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 137.910(Ft.)
Downstream point/station elevation = 137.670(Ft.)
Pipe length = 48.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 10.018(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 10.018(CFS)
Normal flow depth in pipe = 13.65(In.)
Flow top width inside pipe = 20.03(In.)
Critical Depth = 14.14(In.)
Pipe flow velocity = 6.05(Ft/s)
Travel time through pipe = 0.13 min.
Page 9
164359A100.out
Time of concentration (TC) = 6.89 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 118.000 to Point/Station 118.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.878
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 6.89 min.
Rainfall intensity = 4.274(In/Hr) for a 100.0 year storm
Subarea runoff = 1.126(CFS) for 0.300(Ac.)
Total runoff = 11.143(CFS) Total area = 2.800(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 118.000 to Point/Station 150.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 137.670(Ft.)
Downstream point/station elevation = 137.250(Ft.)
Pipe length = 84.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 11.143(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 11.143(CFS)
Normal flow depth in pipe = 14.77(In.)
Flow top width inside pipe = 19.19(In.)
Critical Depth = 14.93(In.)
Pipe flow velocity = 6.17(Ft/s)
Travel time through pipe = 0.23 min.
Time of concentration (TC) = 7.12 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 150.000 to Point/Station 150.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 2.800(Ac.)
Runoff from this stream = 11.143(CFS)
Time of concentration = 7.12 min.
Rainfall intensity = 4.199(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 11.143 7.12 4.199
Largest stream flow has longer time of concentration
Qp = 11.143 + sum of
Qp = 11.143
Total of 1 main streams to confluence:
Flow rates before confluence point:
11.143
Page 10
164359A100.out
Area of streams before confluence:
2.800
Results of confluence:
Total flow rate = 11.143(CFS)
Time of concentration = 7.119 min.
Effective stream area after confluence = 2.800(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 121.000 to Point/Station 143.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 168.000(Ft.)
Top (of initial area) elevation = 148.000(Ft.)
Bottom (of initial area) elevation = 146.500(Ft.)
Difference in elevation = 1.500(Ft.)
Slope = 0.00893 s(percent)= 0.89
TC = k(0.323)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 6.444 min.
Rainfall intensity = 4.435(In/Hr) for a 100.0 year storm
APARTMENT subarea type
Runoff Coefficient = 0.879
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Initial subarea runoff = 0.507(CFS)
Total initial stream area = 0.130(Ac.)
Pervious area fraction = 0.200
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 121.000 to Point/Station 143.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.130(Ac.)
Runoff from this stream = 0.507(CFS)
Time of concentration = 6.44 min.
Rainfall intensity = 4.435(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 0.507 6.44 4.435
Largest stream flow has longer time of concentration
Qp = 0.507 + sum of
Qp = 0.507
Total of 1 streams to confluence:
Flow rates before confluence point:
0.507
Area of streams before confluence:
0.130
Results of confluence:
Total flow rate = 0.507(CFS)
Time of concentration = 6.444 min.
Page 11
164359A100.out
Effective stream area after confluence = 0.130(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 120.000 to Point/Station 122.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 57.000(Ft.)
Top (of initial area) elevation = 147.500(Ft.)
Bottom (of initial area) elevation = 146.500(Ft.)
Difference in elevation = 1.000(Ft.)
Slope = 0.01754 s(percent)= 1.75
TC = k(0.323)*[(length^3)/(elevation change)]^0.2
Warning: TC computed to be less than 5 min.; program is assuming the
time of concentration is 5 minutes.
Initial area time of concentration = 5.000 min.
Rainfall intensity = 5.099(In/Hr) for a 100.0 year storm
APARTMENT subarea type
Runoff Coefficient = 0.881
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Initial subarea runoff = 1.078(CFS)
Total initial stream area = 0.240(Ac.)
Pervious area fraction = 0.200
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 122.000 to Point/Station 123.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 143.000(Ft.)
Downstream point/station elevation = 139.880(Ft.)
Pipe length = 29.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 1.078(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 1.078(CFS)
Normal flow depth in pipe = 2.98(In.)
Flow top width inside pipe = 6.00(In.)
Critical depth could not be calculated.
Pipe flow velocity = 11.05(Ft/s)
Travel time through pipe = 0.04 min.
Time of concentration (TC) = 5.04 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 123.000 to Point/Station 143.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 139.710(Ft.)
Downstream point/station elevation = 138.350(Ft.)
Pipe length = 45.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 1.078(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 1.078(CFS)
Normal flow depth in pipe = 4.61(In.)
Flow top width inside pipe = 5.07(In.)
Critical depth could not be calculated.
Pipe flow velocity = 6.67(Ft/s)
Travel time through pipe = 0.11 min.
Page 12
164359A100.out
Time of concentration (TC) = 5.16 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 143.000 to Point/Station 143.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.240(Ac.)
Runoff from this stream = 1.078(CFS)
Time of concentration = 5.16 min.
Rainfall intensity = 5.014(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 0.507 6.44 4.435
2 1.078 5.16 5.014
Largest stream flow has longer or shorter time of concentration
Qp = 1.078 + sum of
Qa Tb/Ta
0.507 * 0.800 = 0.405
Qp = 1.484
Total of 2 streams to confluence:
Flow rates before confluence point:
0.507 1.078
Area of streams before confluence:
0.130 0.240
Results of confluence:
Total flow rate = 1.484(CFS)
Time of concentration = 5.156 min.
Effective stream area after confluence = 0.370(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 141.000 to Point/Station 142.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 107.000(Ft.)
Top (of initial area) elevation = 148.500(Ft.)
Bottom (of initial area) elevation = 147.700(Ft.)
Difference in elevation = 0.800(Ft.)
Slope = 0.00748 s(percent)= 0.75
TC = k(0.323)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 5.575 min.
Rainfall intensity = 4.803(In/Hr) for a 100.0 year storm
APARTMENT subarea type
Runoff Coefficient = 0.880
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Initial subarea runoff = 0.380(CFS)
Total initial stream area = 0.090(Ac.)
Pervious area fraction = 0.200
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Page 13
164359A100.out
Process from Point/Station 142.000 to Point/Station 142.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.880
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 5.57 min.
Rainfall intensity = 4.803(In/Hr) for a 100.0 year storm
Subarea runoff = 0.888(CFS) for 0.210(Ac.)
Total runoff = 1.268(CFS) Total area = 0.300(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 142.000 to Point/Station 143.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 143.100(Ft.)
Downstream point/station elevation = 138.350(Ft.)
Pipe length = 200.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 1.268(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.268(CFS)
Normal flow depth in pipe = 4.07(In.)
Flow top width inside pipe = 8.96(In.)
Critical Depth = 6.22(In.)
Pipe flow velocity = 6.53(Ft/s)
Travel time through pipe = 0.51 min.
Time of concentration (TC) = 6.09 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 143.000 to Point/Station 143.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.879
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 6.09 min.
Rainfall intensity = 4.577(In/Hr) for a 100.0 year storm
Subarea runoff = 0.925(CFS) for 0.230(Ac.)
Total runoff = 2.194(CFS) Total area = 0.530(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 143.000 to Point/Station 143.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.530(Ac.)
Runoff from this stream = 2.194(CFS)
Time of concentration = 6.09 min.
Rainfall intensity = 4.577(In/Hr)
Summary of stream data:
Page 14
164359A100.out
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 0.507 6.44 4.435
2 2.194 6.09 4.577
Largest stream flow has longer or shorter time of concentration
Qp = 2.194 + sum of
Qa Tb/Ta
0.507 * 0.944 = 0.478
Qp = 2.672
Total of 2 streams to confluence:
Flow rates before confluence point:
0.507 2.194
Area of streams before confluence:
0.130 0.530
Results of confluence:
Total flow rate = 2.672(CFS)
Time of concentration = 6.085 min.
Effective stream area after confluence = 0.660(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 143.000 to Point/Station 125.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 138.350(Ft.)
Downstream point/station elevation = 137.890(Ft.)
Pipe length = 133.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 2.672(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 2.672(CFS)
Normal flow depth in pipe = 8.33(In.)
Flow top width inside pipe = 14.91(In.)
Critical Depth = 7.86(In.)
Pipe flow velocity = 3.82(Ft/s)
Travel time through pipe = 0.58 min.
Time of concentration (TC) = 6.67 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 125.000 to Point/Station 125.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.878
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 6.67 min.
Rainfall intensity = 4.353(In/Hr) for a 100.0 year storm
Subarea runoff = 1.109(CFS) for 0.290(Ac.)
Total runoff = 3.781(CFS) Total area = 0.950(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 125.000 to Point/Station 126.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Page 15
164359A100.out
______________________________________________________________________
Upstream point/station elevation = 137.890(Ft.)
Downstream point/station elevation = 137.560(Ft.)
Pipe length = 93.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 3.781(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 3.781(CFS)
Normal flow depth in pipe = 10.44(In.)
Flow top width inside pipe = 13.80(In.)
Critical Depth = 9.43(In.)
Pipe flow velocity = 4.14(Ft/s)
Travel time through pipe = 0.37 min.
Time of concentration (TC) = 7.04 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 126.000 to Point/Station 126.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.950(Ac.)
Runoff from this stream = 3.781(CFS)
Time of concentration = 7.04 min.
Rainfall intensity = 4.224(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 145.000 to Point/Station 146.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 153.000(Ft.)
Top (of initial area) elevation = 147.100(Ft.)
Bottom (of initial area) elevation = 146.200(Ft.)
Difference in elevation = 0.900(Ft.)
Slope = 0.00588 s(percent)= 0.59
TC = k(0.323)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 6.748 min.
Rainfall intensity = 4.324(In/Hr) for a 100.0 year storm
APARTMENT subarea type
Runoff Coefficient = 0.878
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Initial subarea runoff = 1.405(CFS)
Total initial stream area = 0.370(Ac.)
Pervious area fraction = 0.200
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 146.000 to Point/Station 147.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 141.720(Ft.)
Downstream point/station elevation = 140.810(Ft.)
Pipe length = 152.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 1.405(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.405(CFS)
Normal flow depth in pipe = 6.86(In.)
Flow top width inside pipe = 7.67(In.)
Page 16
164359A100.out
Critical Depth = 6.55(In.)
Pipe flow velocity = 3.89(Ft/s)
Travel time through pipe = 0.65 min.
Time of concentration (TC) = 7.40 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 147.000 to Point/Station 147.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.877
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 7.40 min.
Rainfall intensity = 4.110(In/Hr) for a 100.0 year storm
Subarea runoff = 1.262(CFS) for 0.350(Ac.)
Total runoff = 2.667(CFS) Total area = 0.720(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 147.000 to Point/Station 10.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 140.810(Ft.)
Downstream point/station elevation = 138.200(Ft.)
Pipe length = 228.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 2.667(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 2.667(CFS)
Normal flow depth in pipe = 6.64(In.)
Flow top width inside pipe = 11.93(In.)
Critical Depth = 8.40(In.)
Pipe flow velocity = 5.98(Ft/s)
Travel time through pipe = 0.64 min.
Time of concentration (TC) = 8.04 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 10.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.876
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 8.04 min.
Rainfall intensity = 3.928(In/Hr) for a 100.0 year storm
Subarea runoff = 1.824(CFS) for 0.530(Ac.)
Total runoff = 4.491(CFS) Total area = 1.250(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 126.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Page 17
164359A100.out
______________________________________________________________________
Upstream point/station elevation = 138.200(Ft.)
Downstream point/station elevation = 138.050(Ft.)
Pipe length = 42.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 4.491(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 4.491(CFS)
Normal flow depth in pipe = 12.09(In.)
Flow top width inside pipe = 11.86(In.)
Critical Depth = 10.30(In.)
Pipe flow velocity = 4.24(Ft/s)
Travel time through pipe = 0.17 min.
Time of concentration (TC) = 8.20 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 126.000 to Point/Station 126.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.250(Ac.)
Runoff from this stream = 4.491(CFS)
Time of concentration = 8.20 min.
Rainfall intensity = 3.884(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 3.781 7.04 4.224
2 4.491 8.20 3.884
Largest stream flow has longer time of concentration
Qp = 4.491 + sum of
Qb Ia/Ib
3.781 * 0.920 = 3.476
Qp = 7.967
Total of 2 streams to confluence:
Flow rates before confluence point:
3.781 4.491
Area of streams before confluence:
0.950 1.250
Results of confluence:
Total flow rate = 7.967(CFS)
Time of concentration = 8.200 min.
Effective stream area after confluence = 2.200(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 126.000 to Point/Station 127.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 137.560(Ft.)
Downstream point/station elevation = 137.400(Ft.)
Pipe length = 29.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 7.967(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 7.967(CFS)
Normal flow depth in pipe = 12.91(In.)
Flow top width inside pipe = 16.21(In.)
Critical Depth = 13.12(In.)
Pipe flow velocity = 5.87(Ft/s)
Page 18
164359A100.out
Travel time through pipe = 0.08 min.
Time of concentration (TC) = 8.28 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 127.000 to Point/Station 127.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.876
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 8.28 min.
Rainfall intensity = 3.863(In/Hr) for a 100.0 year storm
Subarea runoff = 1.184(CFS) for 0.350(Ac.)
Total runoff = 9.151(CFS) Total area = 2.550(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 127.000 to Point/Station 127.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.876
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 8.28 min.
Rainfall intensity = 3.863(In/Hr) for a 100.0 year storm
Subarea runoff = 0.677(CFS) for 0.200(Ac.)
Total runoff = 9.828(CFS) Total area = 2.750(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 127.000 to Point/Station 130.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 137.400(Ft.)
Downstream point/station elevation = 137.380(Ft.)
Pipe length = 5.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 9.828(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 9.828(CFS)
Normal flow depth in pipe = 14.60(In.)
Flow top width inside pipe = 19.33(In.)
Critical Depth = 13.99(In.)
Pipe flow velocity = 5.51(Ft/s)
Travel time through pipe = 0.02 min.
Time of concentration (TC) = 8.30 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 130.000 to Point/Station 130.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Page 19
164359A100.out
Runoff Coefficient = 0.876
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 8.30 min.
Rainfall intensity = 3.859(In/Hr) for a 100.0 year storm
Subarea runoff = 0.744(CFS) for 0.220(Ac.)
Total runoff = 10.571(CFS) Total area = 2.970(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 130.000 to Point/Station 131.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 137.380(Ft.)
Downstream point/station elevation = 137.100(Ft.)
Pipe length = 82.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 10.571(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 10.571(CFS)
Normal flow depth in pipe = 16.59(In.)
Flow top width inside pipe = 17.10(In.)
Critical Depth = 14.54(In.)
Pipe flow velocity = 5.18(Ft/s)
Travel time through pipe = 0.26 min.
Time of concentration (TC) = 8.56 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 131.000 to Point/Station 131.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.875
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 8.56 min.
Rainfall intensity = 3.793(In/Hr) for a 100.0 year storm
Subarea runoff = 1.096(CFS) for 0.330(Ac.)
Total runoff = 11.667(CFS) Total area = 3.300(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 131.000 to Point/Station 150.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 137.100(Ft.)
Downstream point/station elevation = 137.000(Ft.)
Pipe length = 30.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 11.667(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 11.667(CFS)
Normal flow depth in pipe = 15.59(In.)
Flow top width inside pipe = 22.90(In.)
Critical Depth = 14.72(In.)
Pipe flow velocity = 5.40(Ft/s)
Page 20
164359A100.out
Travel time through pipe = 0.09 min.
Time of concentration (TC) = 8.65 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 150.000 to Point/Station 150.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 3.300(Ac.)
Runoff from this stream = 11.667(CFS)
Time of concentration = 8.65 min.
Rainfall intensity = 3.771(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 11.143 7.12 4.199
2 11.667 8.65 3.771
Largest stream flow has longer time of concentration
Qp = 11.667 + sum of
Qb Ia/Ib
11.143 * 0.898 = 10.009
Qp = 21.676
Total of 2 main streams to confluence:
Flow rates before confluence point:
11.143 11.667
Area of streams before confluence:
2.800 3.300
Results of confluence:
Total flow rate = 21.676(CFS)
Time of concentration = 8.654 min.
Effective stream area after confluence = 6.100(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 150.000 to Point/Station 160.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 136.750(Ft.)
Downstream point/station elevation = 108.760(Ft.)
Pipe length = 100.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 21.676(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 21.676(CFS)
Normal flow depth in pipe = 9.56(In.)
Flow top width inside pipe = 9.66(In.)
Critical depth could not be calculated.
Pipe flow velocity = 32.32(Ft/s)
Travel time through pipe = 0.05 min.
Time of concentration (TC) = 8.71 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 160.000 to Point/Station 170.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Page 21
164359A100.out
Upstream point/station elevation = 108.760(Ft.)
Downstream point/station elevation = 106.080(Ft.)
Pipe length = 347.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 21.676(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 21.676(CFS)
Normal flow depth in pipe = 18.19(In.)
Flow top width inside pipe = 20.56(In.)
Critical Depth = 19.97(In.)
Pipe flow velocity = 8.49(Ft/s)
Travel time through pipe = 0.68 min.
Time of concentration (TC) = 9.39 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 170.000 to Point/Station 170.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.849
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 86.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Time of concentration = 9.39 min.
Rainfall intensity = 3.606(In/Hr) for a 100.0 year storm
Subarea runoff = 6.429(CFS) for 2.100(Ac.)
Total runoff = 28.105(CFS) Total area = 8.200(Ac.)
End of computations, total study area = 8.44 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.454
Area averaged RI index number = 74.4
Page 22
164359B100.out
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0
Rational Hydrology Study Date: 10/25/18 File:164359B100.out
------------------------------------------------------------------------
TEMECULA VILLAGE - APARTMENT COMPLEX
PROPOSED CONDITIONS - LINE B
100-YR STORM EVENT
164359
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------------------------------------------------------------------------
Program License Serial Number 6388
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 2
Standard intensity-duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch CaNorco ] area used.
10 year storm 10 minute intensity = 2.360(In/Hr)
10 year storm 60 minute intensity = 0.880(In/Hr)
100 year storm 10 minute intensity = 3.480(In/Hr)
100 year storm 60 minute intensity = 1.300(In/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300(In/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 201.000 to Point/Station 202.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 309.000(Ft.)
Top (of initial area) elevation = 208.500(Ft.)
Bottom (of initial area) elevation = 174.090(Ft.)
Difference in elevation = 34.410(Ft.)
Slope = 0.11136 s(percent)= 11.14
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.145 min.
Rainfall intensity = 3.899(In/Hr) for a 100.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.853
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 86.00
Page 1
164359B100.out
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 2.626(CFS)
Total initial stream area = 0.790(Ac.)
Pervious area fraction = 1.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 202.000 to Point/Station 203.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 170.600(Ft.)
Downstream point/station elevation = 142.570(Ft.)
Pipe length = 67.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 2.626(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 2.626(CFS)
Normal flow depth in pipe = 3.39(In.)
Flow top width inside pipe = 5.95(In.)
Critical depth could not be calculated.
Pipe flow velocity = 22.94(Ft/s)
Travel time through pipe = 0.05 min.
Time of concentration (TC) = 8.19 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 203.000 to Point/Station 203.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.852
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 86.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Time of concentration = 8.19 min.
Rainfall intensity = 3.886(In/Hr) for a 100.0 year storm
Subarea runoff = 0.166(CFS) for 0.050(Ac.)
Total runoff = 2.791(CFS) Total area = 0.840(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 203.000 to Point/Station 209.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 142.570(Ft.)
Downstream point/station elevation = 142.460(Ft.)
Pipe length = 33.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 2.791(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 2.791(CFS)
Normal flow depth in pipe = 8.66(In.)
Flow top width inside pipe = 14.82(In.)
Critical Depth = 8.05(In.)
Pipe flow velocity = 3.80(Ft/s)
Travel time through pipe = 0.14 min.
Time of concentration (TC) = 8.34 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 209.000 to Point/Station 209.000
**** CONFLUENCE OF MINOR STREAMS ****
Page 2
164359B100.out
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.840(Ac.)
Runoff from this stream = 2.791(CFS)
Time of concentration = 8.34 min.
Rainfall intensity = 3.849(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 205.000 to Point/Station 206.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 131.000(Ft.)
Top (of initial area) elevation = 199.800(Ft.)
Bottom (of initial area) elevation = 175.600(Ft.)
Difference in elevation = 24.200(Ft.)
Slope = 0.18473 s(percent)= 18.47
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 5.222 min.
Rainfall intensity = 4.978(In/Hr) for a 100.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.862
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 86.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 0.472(CFS)
Total initial stream area = 0.110(Ac.)
Pervious area fraction = 1.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 206.000 to Point/Station 207.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 172.330(Ft.)
Downstream point/station elevation = 143.120(Ft.)
Pipe length = 84.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.472(CFS)
Nearest computed pipe diameter = 3.00(In.)
Calculated individual pipe flow = 0.472(CFS)
Normal flow depth in pipe = 1.97(In.)
Flow top width inside pipe = 2.85(In.)
Critical depth could not be calculated.
Pipe flow velocity = 13.83(Ft/s)
Travel time through pipe = 0.10 min.
Time of concentration (TC) = 5.32 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 207.000 to Point/Station 207.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.880
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Page 3
164359B100.out
Time of concentration = 5.32 min.
Rainfall intensity = 4.926(In/Hr) for a 100.0 year storm
Subarea runoff = 0.390(CFS) for 0.090(Ac.)
Total runoff = 0.863(CFS) Total area = 0.200(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 207.000 to Point/Station 209.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 143.120(Ft.)
Downstream point/station elevation = 142.880(Ft.)
Pipe length = 24.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.863(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 0.863(CFS)
Normal flow depth in pipe = 4.18(In.)
Flow top width inside pipe = 8.98(In.)
Critical Depth = 5.10(In.)
Pipe flow velocity = 4.29(Ft/s)
Travel time through pipe = 0.09 min.
Time of concentration (TC) = 5.42 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 209.000 to Point/Station 209.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.200(Ac.)
Runoff from this stream = 0.863(CFS)
Time of concentration = 5.42 min.
Rainfall intensity = 4.879(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 2.791 8.34 3.849
2 0.863 5.42 4.879
Largest stream flow has longer time of concentration
Qp = 2.791 + sum of
Qb Ia/Ib
0.863 * 0.789 = 0.680
Qp = 3.472
Total of 2 streams to confluence:
Flow rates before confluence point:
2.791 0.863
Area of streams before confluence:
0.840 0.200
Results of confluence:
Total flow rate = 3.472(CFS)
Time of concentration = 8.339 min.
Effective stream area after confluence = 1.040(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 209.000 to Point/Station 210.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 142.460(Ft.)
Page 4
164359B100.out
Downstream point/station elevation = 142.390(Ft.)
Pipe length = 19.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 3.472(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 3.472(CFS)
Normal flow depth in pipe = 9.68(In.)
Flow top width inside pipe = 14.35(In.)
Critical Depth = 9.01(In.)
Pipe flow velocity = 4.14(Ft/s)
Travel time through pipe = 0.08 min.
Time of concentration (TC) = 8.42 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 210.000 to Point/Station 210.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.876
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 8.42 min.
Rainfall intensity = 3.829(In/Hr) for a 100.0 year storm
Subarea runoff = 1.040(CFS) for 0.310(Ac.)
Total runoff = 4.511(CFS) Total area = 1.350(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 210.000 to Point/Station 211.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 142.390(Ft.)
Downstream point/station elevation = 142.270(Ft.)
Pipe length = 35.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 4.511(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 4.511(CFS)
Normal flow depth in pipe = 10.27(In.)
Flow top width inside pipe = 17.82(In.)
Critical Depth = 9.77(In.)
Pipe flow velocity = 4.33(Ft/s)
Travel time through pipe = 0.13 min.
Time of concentration (TC) = 8.55 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 211.000 to Point/Station 211.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.875
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 8.55 min.
Rainfall intensity = 3.796(In/Hr) for a 100.0 year storm
Page 5
164359B100.out
Subarea runoff = 0.332(CFS) for 0.100(Ac.)
Total runoff = 4.844(CFS) Total area = 1.450(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 211.000 to Point/Station 215.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 142.270(Ft.)
Downstream point/station elevation = 141.720(Ft.)
Pipe length = 135.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 4.844(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 4.844(CFS)
Normal flow depth in pipe = 12.21(In.)
Flow top width inside pipe = 11.67(In.)
Critical Depth = 10.70(In.)
Pipe flow velocity = 4.53(Ft/s)
Travel time through pipe = 0.50 min.
Time of concentration (TC) = 9.05 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 215.000 to Point/Station 215.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 1.450(Ac.)
Runoff from this stream = 4.844(CFS)
Time of concentration = 9.05 min.
Rainfall intensity = 3.680(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 221.000 to Point/Station 222.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 135.000(Ft.)
Top (of initial area) elevation = 188.100(Ft.)
Bottom (of initial area) elevation = 171.000(Ft.)
Difference in elevation = 17.100(Ft.)
Slope = 0.12667 s(percent)= 12.67
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 5.700 min.
Rainfall intensity = 4.745(In/Hr) for a 100.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.861
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 86.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 0.286(CFS)
Total initial stream area = 0.070(Ac.)
Pervious area fraction = 1.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 222.000 to Point/Station 223.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 167.500(Ft.)
Page 6
164359B100.out
Downstream point/station elevation = 153.870(Ft.)
Pipe length = 63.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.286(CFS)
Nearest computed pipe diameter = 3.00(In.)
Calculated individual pipe flow = 0.286(CFS)
Normal flow depth in pipe = 1.66(In.)
Flow top width inside pipe = 2.98(In.)
Critical depth could not be calculated.
Pipe flow velocity = 10.30(Ft/s)
Travel time through pipe = 0.10 min.
Time of concentration (TC) = 5.80 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 223.000 to Point/Station 223.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.860
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 86.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Time of concentration = 5.80 min.
Rainfall intensity = 4.699(In/Hr) for a 100.0 year storm
Subarea runoff = 0.970(CFS) for 0.240(Ac.)
Total runoff = 1.256(CFS) Total area = 0.310(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 223.000 to Point/Station 20.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 153.870(Ft.)
Downstream point/station elevation = 142.550(Ft.)
Pipe length = 53.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 1.256(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 1.256(CFS)
Normal flow depth in pipe = 2.68(In.)
Flow top width inside pipe = 5.97(In.)
Critical depth could not be calculated.
Pipe flow velocity = 14.84(Ft/s)
Travel time through pipe = 0.06 min.
Time of concentration (TC) = 5.86 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 20.000 to Point/Station 20.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.860
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 86.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Time of concentration = 5.86 min.
Rainfall intensity = 4.672(In/Hr) for a 100.0 year storm
Page 7
164359B100.out
Subarea runoff = 1.567(CFS) for 0.390(Ac.)
Total runoff = 2.823(CFS) Total area = 0.700(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 20.000 to Point/Station 215.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 142.550(Ft.)
Downstream point/station elevation = 141.970(Ft.)
Pipe length = 25.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 2.823(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 2.823(CFS)
Normal flow depth in pipe = 6.98(In.)
Flow top width inside pipe = 7.50(In.)
Critical Depth = 8.54(In.)
Pipe flow velocity = 7.67(Ft/s)
Travel time through pipe = 0.05 min.
Time of concentration (TC) = 5.92 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 215.000 to Point/Station 215.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.700(Ac.)
Runoff from this stream = 2.823(CFS)
Time of concentration = 5.92 min.
Rainfall intensity = 4.649(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 4.844 9.05 3.680
2 2.823 5.92 4.649
Largest stream flow has longer time of concentration
Qp = 4.844 + sum of
Qb Ia/Ib
2.823 * 0.792 = 2.235
Qp = 7.079
Total of 2 streams to confluence:
Flow rates before confluence point:
4.844 2.823
Area of streams before confluence:
1.450 0.700
Results of confluence:
Total flow rate = 7.079(CFS)
Time of concentration = 9.047 min.
Effective stream area after confluence = 2.150(Ac.)
-------------- Check of Previous Confluence Operations -------------
Inside main stream number 1
Total of 4 streams to confluence:
Flow rates before and maximum after confluence point:
No. Flow Rate TC I Max Confluence
Page 8
164359B100.out
1 2.791 9.047 3.680 7.094
2 0.863 6.125 4.561 6.451
3 2.823 5.916 4.649 6.379
4 1.372 9.047 3.680 7.094
NOTE: Last stream is area added between confluences
Results of confluence check:
Total flow rate = 7.094(CFS)
Time of concentration = 9.047 min.
NOTE:
Maximum flow rate derived from previous confluences = 7.09(CFS)
This exceeds normal confluence rate of 7.08(CFS)
Therefore, largest confluence flow rate and TC = 9.05 Min. is used.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 215.000 to Point/Station 225.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 141.720(Ft.)
Downstream point/station elevation = 141.460(Ft.)
Pipe length = 54.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 7.094(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 7.094(CFS)
Normal flow depth in pipe = 12.45(In.)
Flow top width inside pipe = 16.63(In.)
Critical Depth = 12.37(In.)
Pipe flow velocity = 5.44(Ft/s)
Travel time through pipe = 0.17 min.
Time of concentration (TC) = 9.21 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 225.000 to Point/Station 225.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.875
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 9.21 min.
Rainfall intensity = 3.644(In/Hr) for a 100.0 year storm
Subarea runoff = 0.478(CFS) for 0.150(Ac.)
Total runoff = 7.572(CFS) Total area = 2.300(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 225.000 to Point/Station 226.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 141.460(Ft.)
Downstream point/station elevation = 141.140(Ft.)
Pipe length = 64.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 7.572(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 7.572(CFS)
Normal flow depth in pipe = 12.89(In.)
Page 9
164359B100.out
Flow top width inside pipe = 16.23(In.)
Critical Depth = 12.78(In.)
Pipe flow velocity = 5.59(Ft/s)
Travel time through pipe = 0.19 min.
Time of concentration (TC) = 9.40 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 226.000 to Point/Station 226.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.849
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 86.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Time of concentration = 9.40 min.
Rainfall intensity = 3.603(In/Hr) for a 100.0 year storm
Subarea runoff = 0.489(CFS) for 0.160(Ac.)
Total runoff = 8.062(CFS) Total area = 2.460(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 226.000 to Point/Station 227.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 141.140(Ft.)
Downstream point/station elevation = 140.830(Ft.)
Pipe length = 62.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 8.062(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 8.062(CFS)
Normal flow depth in pipe = 13.59(In.)
Flow top width inside pipe = 15.48(In.)
Critical Depth = 13.20(In.)
Pipe flow velocity = 5.64(Ft/s)
Travel time through pipe = 0.18 min.
Time of concentration (TC) = 9.59 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 227.000 to Point/Station 227.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.874
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 9.59 min.
Rainfall intensity = 3.565(In/Hr) for a 100.0 year storm
Subarea runoff = 0.467(CFS) for 0.150(Ac.)
Total runoff = 8.529(CFS) Total area = 2.610(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 227.000 to Point/Station 228.000
Page 10
164359B100.out
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 140.830(Ft.)
Downstream point/station elevation = 140.760(Ft.)
Pipe length = 14.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 8.529(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 8.529(CFS)
Normal flow depth in pipe = 14.32(In.)
Flow top width inside pipe = 14.52(In.)
Critical Depth = 13.57(In.)
Pipe flow velocity = 5.66(Ft/s)
Travel time through pipe = 0.04 min.
Time of concentration (TC) = 9.63 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 228.000 to Point/Station 228.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.848
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 86.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Time of concentration = 9.63 min.
Rainfall intensity = 3.556(In/Hr) for a 100.0 year storm
Subarea runoff = 0.452(CFS) for 0.150(Ac.)
Total runoff = 8.981(CFS) Total area = 2.760(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 228.000 to Point/Station 240.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 140.760(Ft.)
Downstream point/station elevation = 140.580(Ft.)
Pipe length = 33.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 8.981(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 8.981(CFS)
Normal flow depth in pipe = 14.44(In.)
Flow top width inside pipe = 14.34(In.)
Critical Depth = 13.91(In.)
Pipe flow velocity = 5.91(Ft/s)
Travel time through pipe = 0.09 min.
Time of concentration (TC) = 9.72 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 240.000 to Point/Station 240.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.874
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Page 11
164359B100.out
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 9.72 min.
Rainfall intensity = 3.537(In/Hr) for a 100.0 year storm
Subarea runoff = 0.464(CFS) for 0.150(Ac.)
Total runoff = 9.445(CFS) Total area = 2.910(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 240.000 to Point/Station 241.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 140.580(Ft.)
Downstream point/station elevation = 140.350(Ft.)
Pipe length = 49.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 9.445(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 9.445(CFS)
Normal flow depth in pipe = 13.39(In.)
Flow top width inside pipe = 20.19(In.)
Critical Depth = 13.73(In.)
Pipe flow velocity = 5.83(Ft/s)
Travel time through pipe = 0.14 min.
Time of concentration (TC) = 9.86 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 241.000 to Point/Station 241.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.874
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 9.86 min.
Rainfall intensity = 3.510(In/Hr) for a 100.0 year storm
Subarea runoff = 1.012(CFS) for 0.330(Ac.)
Total runoff = 10.457(CFS) Total area = 3.240(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 241.000 to Point/Station 250.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 140.350(Ft.)
Downstream point/station elevation = 140.250(Ft.)
Pipe length = 30.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 10.457(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 10.457(CFS)
Normal flow depth in pipe = 16.62(In.)
Flow top width inside pipe = 17.07(In.)
Critical Depth = 14.45(In.)
Pipe flow velocity = 5.12(Ft/s)
Travel time through pipe = 0.10 min.
Time of concentration (TC) = 9.96 min.
End of computations, total study area = 3.24 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Page 12
164359B100.out
Area averaged pervious area fraction(Ap) = 0.684
Area averaged RI index number = 79.3
Page 13
164359C100.out
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0
Rational Hydrology Study Date: 09/06/18 File:164359C100.out
------------------------------------------------------------------------
TEMECULA VILLAGE - APARTMENT COMPLEX
PROPOSED CONDITIONS - LINE C
100-YR STORM EVENT
164359
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------------------------------------------------------------------------
Program License Serial Number 6388
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 2
Standard intensity-duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch CaNorco ] area used.
10 year storm 10 minute intensity = 2.360(In/Hr)
10 year storm 60 minute intensity = 0.880(In/Hr)
100 year storm 10 minute intensity = 3.480(In/Hr)
100 year storm 60 minute intensity = 1.300(In/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300(In/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 311.000 to Point/Station 312.000
**** INITIAL AREA EVALUATION ****
C-1
______________________________________________________________________
Initial area flow distance = 121.000(Ft.)
Top (of initial area) elevation = 146.600(Ft.)
Bottom (of initial area) elevation = 146.500(Ft.)
Difference in elevation = 0.100(Ft.)
Slope = 0.00083 s(percent)= 0.08
TC = k(0.323)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 9.096 min.
Rainfall intensity = 3.669(In/Hr) for a 100.0 year storm
APARTMENT subarea type
Runoff Coefficient = 0.875
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Page 1
164359C100.out
Pervious area fraction = 0.200; Impervious fraction = 0.800
Initial subarea runoff = 0.514(CFS)
Total initial stream area = 0.160(Ac.)
Pervious area fraction = 0.200
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 312.000 to Point/Station 313.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 143.530(Ft.)
Downstream point/station elevation = 142.760(Ft.)
Pipe length = 63.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.514(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.514(CFS)
Normal flow depth in pipe = 3.70(In.)
Flow top width inside pipe = 5.83(In.)
Critical Depth = 4.38(In.)
Pipe flow velocity = 4.04(Ft/s)
Travel time through pipe = 0.26 min.
Time of concentration (TC) = 9.36 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 313.000 to Point/Station 313.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.874
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 9.36 min.
Rainfall intensity = 3.613(In/Hr) for a 100.0 year storm
Subarea runoff = 0.095(CFS) for 0.030(Ac.)
Total runoff = 0.608(CFS) Total area = 0.190(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 313.000 to Point/Station 314.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 142.760(Ft.)
Downstream point/station elevation = 141.530(Ft.)
Pipe length = 27.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.608(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.608(CFS)
Normal flow depth in pipe = 2.75(In.)
Flow top width inside pipe = 5.98(In.)
Critical Depth = 4.76(In.)
Pipe flow velocity = 6.93(Ft/s)
Travel time through pipe = 0.06 min.
Time of concentration (TC) = 9.42 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 314.000 to Point/Station 314.000
**** SUBAREA FLOW ADDITION ****
Page 2
164359C100.out
C-4
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.874
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 9.42 min.
Rainfall intensity = 3.599(In/Hr) for a 100.0 year storm
Subarea runoff = 0.598(CFS) for 0.190(Ac.)
Total runoff = 1.206(CFS) Total area = 0.380(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 314.000 to Point/Station 314.000
**** SUBAREA FLOW ADDITION ****
C-5
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.874
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 9.42 min.
Rainfall intensity = 3.599(In/Hr) for a 100.0 year storm
Subarea runoff = 0.409(CFS) for 0.130(Ac.)
Total runoff = 1.615(CFS) Total area = 0.510(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 314.000 to Point/Station 315.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 141.530(Ft.)
Downstream point/station elevation = 141.220(Ft.)
Pipe length = 102.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 1.615(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 1.615(CFS)
Normal flow depth in pipe = 7.37(In.)
Flow top width inside pipe = 11.68(In.)
Critical Depth = 6.48(In.)
Pipe flow velocity = 3.19(Ft/s)
Travel time through pipe = 0.53 min.
Time of concentration (TC) = 9.95 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 315.000 to Point/Station 315.000
**** SUBAREA FLOW ADDITION ****
C-2
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.874
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Page 3
164359C100.out
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 9.95 min.
Rainfall intensity = 3.492(In/Hr) for a 100.0 year storm
Subarea runoff = 0.488(CFS) for 0.160(Ac.)
Total runoff = 2.103(CFS) Total area = 0.670(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 315.000 to Point/Station 321.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 141.220(Ft.)
Downstream point/station elevation = 140.820(Ft.)
Pipe length = 134.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 2.103(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 2.103(CFS)
Normal flow depth in pipe = 9.02(In.)
Flow top width inside pipe = 10.37(In.)
Critical Depth = 7.43(In.)
Pipe flow velocity = 3.32(Ft/s)
Travel time through pipe = 0.67 min.
Time of concentration (TC) = 10.63 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 321.000 to Point/Station 321.000
**** SUBAREA FLOW ADDITION ****
C-6
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.873
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 10.63 min.
Rainfall intensity = 3.368(In/Hr) for a 100.0 year storm
Subarea runoff = 0.794(CFS) for 0.270(Ac.)
Total runoff = 2.897(CFS) Total area = 0.940(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 321.000 to Point/Station 322.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 140.820(Ft.)
Downstream point/station elevation = 140.760(Ft.)
Pipe length = 18.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 2.897(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 2.897(CFS)
Normal flow depth in pipe = 8.87(In.)
Flow top width inside pipe = 14.75(In.)
Critical Depth = 8.21(In.)
Pipe flow velocity = 3.83(Ft/s)
Travel time through pipe = 0.08 min.
Time of concentration (TC) = 10.70 min.
Page 4
164359C100.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 322.000 to Point/Station 322.000
**** SUBAREA FLOW ADDITION ****
C-8
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.873
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 10.70 min.
Rainfall intensity = 3.355(In/Hr) for a 100.0 year storm
Subarea runoff = 0.556(CFS) for 0.190(Ac.)
Total runoff = 3.453(CFS) Total area = 1.130(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 322.000 to Point/Station 322.000
**** SUBAREA FLOW ADDITION ****
C-7
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.873
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 10.70 min.
Rainfall intensity = 3.355(In/Hr) for a 100.0 year storm
Subarea runoff = 0.761(CFS) for 0.260(Ac.)
Total runoff = 4.215(CFS) Total area = 1.390(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 322.000 to Point/Station 323.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 140.760(Ft.)
Downstream point/station elevation = 140.540(Ft.)
Pipe length = 73.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 4.215(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 4.215(CFS)
Normal flow depth in pipe = 10.24(In.)
Flow top width inside pipe = 17.83(In.)
Critical Depth = 9.44(In.)
Pipe flow velocity = 4.06(Ft/s)
Travel time through pipe = 0.30 min.
Time of concentration (TC) = 11.00 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 323.000 to Point/Station 323.000
**** SUBAREA FLOW ADDITION ****
C-9
______________________________________________________________________
APARTMENT subarea type
Page 5
164359C100.out
Runoff Coefficient = 0.872
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 11.00 min.
Rainfall intensity = 3.304(In/Hr) for a 100.0 year storm
Subarea runoff = 1.268(CFS) for 0.440(Ac.)
Total runoff = 5.483(CFS) Total area = 1.830(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 323.000 to Point/Station 324.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 140.540(Ft.)
Downstream point/station elevation = 140.460(Ft.)
Pipe length = 29.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 5.483(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 5.483(CFS)
Normal flow depth in pipe = 12.63(In.)
Flow top width inside pipe = 16.47(In.)
Critical Depth = 10.84(In.)
Pipe flow velocity = 4.13(Ft/s)
Travel time through pipe = 0.12 min.
Time of concentration (TC) = 11.12 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 324.000 to Point/Station 324.000
**** SUBAREA FLOW ADDITION ****
C-11
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.872
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 11.12 min.
Rainfall intensity = 3.285(In/Hr) for a 100.0 year storm
Subarea runoff = 0.430(CFS) for 0.150(Ac.)
Total runoff = 5.913(CFS) Total area = 1.980(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 324.000 to Point/Station 325.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 140.460(Ft.)
Downstream point/station elevation = 140.290(Ft.)
Pipe length = 56.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 5.913(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 5.913(CFS)
Normal flow depth in pipe = 12.91(In.)
Flow top width inside pipe = 16.21(In.)
Critical Depth = 11.26(In.)
Page 6
164359C100.out
Pipe flow velocity = 4.36(Ft/s)
Travel time through pipe = 0.21 min.
Time of concentration (TC) = 11.34 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 325.000 to Point/Station 325.000
**** SUBAREA FLOW ADDITION ****
C-10
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.872
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 11.34 min.
Rainfall intensity = 3.251(In/Hr) for a 100.0 year storm
Subarea runoff = 0.454(CFS) for 0.160(Ac.)
Total runoff = 6.366(CFS) Total area = 2.140(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 325.000 to Point/Station 330.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 140.290(Ft.)
Downstream point/station elevation = 140.260(Ft.)
Pipe length = 26.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 6.366(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 6.366(CFS)
Normal flow depth in pipe = 17.23(In.)
Flow top width inside pipe = 16.12(In.)
Critical Depth = 11.17(In.)
Pipe flow velocity = 3.01(Ft/s)
Travel time through pipe = 0.14 min.
Time of concentration (TC) = 11.48 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 330.000 to Point/Station 330.000
**** SUBAREA FLOW ADDITION ****
C-12
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.872
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 11.48 min.
Rainfall intensity = 3.228(In/Hr) for a 100.0 year storm
Subarea runoff = 0.788(CFS) for 0.280(Ac.)
Total runoff = 7.154(CFS) Total area = 2.420(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 330.000 to Point/Station 331.000
Page 7
164359C100.out
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 140.260(Ft.)
Downstream point/station elevation = 140.250(Ft.)
Pipe length = 7.43(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 7.154(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 7.154(CFS)
Normal flow depth in pipe = 15.21(In.)
Flow top width inside pipe = 23.12(In.)
Critical Depth = 11.38(In.)
Pipe flow velocity = 3.41(Ft/s)
Travel time through pipe = 0.04 min.
Time of concentration (TC) = 11.52 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 331.000 to Point/Station 331.000
**** SUBAREA FLOW ADDITION ****
BC
______________________________________________________________________
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.843
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 86.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Time of concentration = 11.52 min.
Rainfall intensity = 3.223(In/Hr) for a 100.0 year storm
Subarea runoff = 2.092(CFS) for 0.770(Ac.)
Total runoff = 9.247(CFS) Total area = 3.190(Ac.)
End of computations, total study area = 3.19 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.393
Area averaged RI index number = 73.1
Page 8
164359D100.out
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0
Rational Hydrology Study Date: 10/25/18 File:164359D100.out
------------------------------------------------------------------------
TEMECULA VILLAGE - ENTRANCE
PROPOSED CONDITION - AREA D
100-YR STORM EVENT
JOB 164359
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------------------------------------------------------------------------
Program License Serial Number 6388
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 2
Standard intensity-duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch CaNorco ] area used.
10 year storm 10 minute intensity = 2.360(In/Hr)
10 year storm 60 minute intensity = 0.880(In/Hr)
100 year storm 10 minute intensity = 3.480(In/Hr)
100 year storm 60 minute intensity = 1.300(In/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300(In/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 401.000 to Point/Station 402.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 281.000(Ft.)
Top (of initial area) elevation = 142.100(Ft.)
Bottom (of initial area) elevation = 109.400(Ft.)
Difference in elevation = 32.700(Ft.)
Slope = 0.11637 s(percent)= 11.64
TC = k(0.300)*[(length^3)/(elevation change)]^0.2
Warning: TC computed to be less than 5 min.; program is assuming the
time of concentration is 5 minutes.
Initial area time of concentration = 5.000 min.
Rainfall intensity = 5.099(In/Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.891
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
Page 1
164359D100.out
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 0.908(CFS)
Total initial stream area = 0.200(Ac.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 402.000 to Point/Station 405.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 101.670(Ft.)
Downstream point/station elevation = 98.410(Ft.)
Pipe length = 19.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.908(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.908(CFS)
Normal flow depth in pipe = 2.61(In.)
Flow top width inside pipe = 5.95(In.)
Critical Depth = 5.54(In.)
Pipe flow velocity = 11.11(Ft/s)
Travel time through pipe = 0.03 min.
Time of concentration (TC) = 5.03 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 405.000 to Point/Station 405.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
COMMERCIAL subarea type
Runoff Coefficient = 0.891
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Time of concentration = 5.03 min.
Rainfall intensity = 5.083(In/Hr) for a 100.0 year storm
Subarea runoff = 0.543(CFS) for 0.120(Ac.)
Total runoff = 1.451(CFS) Total area = 0.320(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 405.000 to Point/Station 410.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 97.920(Ft.)
Downstream point/station elevation = 95.620(Ft.)
Pipe length = 174.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.451(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.451(CFS)
Normal flow depth in pipe = 5.88(In.)
Flow top width inside pipe = 8.56(In.)
Critical Depth = 6.66(In.)
Pipe flow velocity = 4.74(Ft/s)
Travel time through pipe = 0.61 min.
Time of concentration (TC) = 5.64 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 405.000 to Point/Station 410.000
Page 2
164359D100.out
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.320(Ac.)
Runoff from this stream = 1.451(CFS)
Time of concentration = 5.64 min.
Rainfall intensity = 4.772(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 1.451 5.64 4.772
Largest stream flow has longer time of concentration
Qp = 1.451 + sum of
Qp = 1.451
Total of 1 streams to confluence:
Flow rates before confluence point:
1.451
Area of streams before confluence:
0.320
Results of confluence:
Total flow rate = 1.451(CFS)
Time of concentration = 5.640 min.
Effective stream area after confluence = 0.320(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 403.000 to Point/Station 404.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 174.000(Ft.)
Top (of initial area) elevation = 108.700(Ft.)
Bottom (of initial area) elevation = 100.900(Ft.)
Difference in elevation = 7.800(Ft.)
Slope = 0.04483 s(percent)= 4.48
TC = k(0.323)*[(length^3)/(elevation change)]^0.2
Warning: TC computed to be less than 5 min.; program is assuming the
time of concentration is 5 minutes.
Initial area time of concentration = 5.000 min.
Rainfall intensity = 5.099(In/Hr) for a 100.0 year storm
APARTMENT subarea type
Runoff Coefficient = 0.881
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Initial subarea runoff = 0.899(CFS)
Total initial stream area = 0.200(Ac.)
Pervious area fraction = 0.200
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 404.000 to Point/Station 410.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 96.920(Ft.)
Downstream point/station elevation = 96.100(Ft.)
Pipe length = 36.00(Ft.) Manning's N = 0.013
Page 3
164359D100.out
No. of pipes = 1 Required pipe flow = 0.899(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 0.899(CFS)
Normal flow depth in pipe = 3.73(In.)
Flow top width inside pipe = 8.87(In.)
Critical Depth = 5.21(In.)
Pipe flow velocity = 5.19(Ft/s)
Travel time through pipe = 0.12 min.
Time of concentration (TC) = 5.12 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 410.000 to Point/Station 410.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.200(Ac.)
Runoff from this stream = 0.899(CFS)
Time of concentration = 5.12 min.
Rainfall intensity = 5.035(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 1.451 5.64 4.772
2 0.899 5.12 5.035
Largest stream flow has longer time of concentration
Qp = 1.451 + sum of
Qb Ia/Ib
0.899 * 0.948 = 0.852
Qp = 2.303
Total of 2 streams to confluence:
Flow rates before confluence point:
1.451 0.899
Area of streams before confluence:
0.320 0.200
Results of confluence:
Total flow rate = 2.303(CFS)
Time of concentration = 5.640 min.
Effective stream area after confluence = 0.520(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 406.000 to Point/Station 407.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 175.000(Ft.)
Top (of initial area) elevation = 108.700(Ft.)
Bottom (of initial area) elevation = 100.800(Ft.)
Difference in elevation = 7.900(Ft.)
Slope = 0.04514 s(percent)= 4.51
TC = k(0.323)*[(length^3)/(elevation change)]^0.2
Warning: TC computed to be less than 5 min.; program is assuming the
time of concentration is 5 minutes.
Initial area time of concentration = 5.000 min.
Rainfall intensity = 5.099(In/Hr) for a 100.0 year storm
APARTMENT subarea type
Runoff Coefficient = 0.881
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Page 4
164359D100.out
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Initial subarea runoff = 0.899(CFS)
Total initial stream area = 0.200(Ac.)
Pervious area fraction = 0.200
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 407.000 to Point/Station 410.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 96.250(Ft.)
Downstream point/station elevation = 96.070(Ft.)
Pipe length = 36.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.899(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 0.899(CFS)
Normal flow depth in pipe = 5.92(In.)
Flow top width inside pipe = 8.54(In.)
Critical Depth = 5.21(In.)
Pipe flow velocity = 2.92(Ft/s)
Travel time through pipe = 0.21 min.
Time of concentration (TC) = 5.21 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 410.000 to Point/Station 410.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 0.200(Ac.)
Runoff from this stream = 0.899(CFS)
Time of concentration = 5.21 min.
Rainfall intensity = 4.987(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 1.451 5.64 4.772
2 0.899 5.12 5.035
3 0.899 5.21 4.987
Largest stream flow has longer time of concentration
Qp = 1.451 + sum of
Qb Ia/Ib
0.899 * 0.948 = 0.852
Qb Ia/Ib
0.899 * 0.957 = 0.860
Qp = 3.163
Total of 3 streams to confluence:
Flow rates before confluence point:
1.451 0.899 0.899
Area of streams before confluence:
0.320 0.200 0.200
Results of confluence:
Total flow rate = 3.163(CFS)
Time of concentration = 5.640 min.
Effective stream area after confluence = 0.720(Ac.)
Page 5
164359D100.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 410.000 to Point/Station 515.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 95.560(Ft.)
Downstream point/station elevation = 95.380(Ft.)
Pipe length = 24.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.163(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 3.163(CFS)
Normal flow depth in pipe = 8.07(In.)
Flow top width inside pipe = 14.96(In.)
Critical Depth = 8.59(In.)
Pipe flow velocity = 4.70(Ft/s)
Travel time through pipe = 0.09 min.
Time of concentration (TC) = 5.73 min.
End of computations, total study area = 0.72 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.156
Area averaged RI index number = 69.0
Page 6
164359ELINE100.out
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0
Rational Hydrology Study Date: 10/25/18
File:164359ELINE100.out
------------------------------------------------------------------------
TEMECULA VILLAGE -COMMERCIAL
PROPOSED CONDITIONS - LINE E
100-YR STORM EVENT
164359
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------------------------------------------------------------------------
Program License Serial Number 6388
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 2
Standard intensity-duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch CaNorco ] area used.
10 year storm 10 minute intensity = 2.360(In/Hr)
10 year storm 60 minute intensity = 0.880(In/Hr)
100 year storm 10 minute intensity = 3.480(In/Hr)
100 year storm 60 minute intensity = 1.300(In/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300(In/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 505.000 to Point/Station 505.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
______________________________________________________________________
Rainfall intensity = 3.605(In/Hr) for a 100.0 year storm
APARTMENT subarea type
Runoff Coefficient = 0.874
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
User specified values are as follows:
TC = 9.39 min. Rain intensity = 3.61(In/Hr)
Total area = 8.44(Ac.) Total runoff = 28.11(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Page 1
164359ELINE100.out
Process from Point/Station 505.000 to Point/Station 510.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 97.980(Ft.)
Downstream point/station elevation = 95.760(Ft.)
Pipe length = 386.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 28.105(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 28.105(CFS)
Normal flow depth in pipe = 22.31(In.)
Flow top width inside pipe = 26.19(In.)
Critical Depth = 21.68(In.)
Pipe flow velocity = 7.17(Ft/s)
Travel time through pipe = 0.90 min.
Time of concentration (TC) = 10.29 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 510.000 to Point/Station 510.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 8.440(Ac.)
Runoff from this stream = 28.105(CFS)
Time of concentration = 10.29 min.
Rainfall intensity = 3.429(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 601.000 to Point/Station 602.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 273.000(Ft.)
Top (of initial area) elevation = 147.700(Ft.)
Bottom (of initial area) elevation = 114.800(Ft.)
Difference in elevation = 32.900(Ft.)
Slope = 0.12051 s(percent)= 12.05
TC = k(0.300)*[(length^3)/(elevation change)]^0.2
Warning: TC computed to be less than 5 min.; program is assuming the
time of concentration is 5 minutes.
Initial area time of concentration = 5.000 min.
Rainfall intensity = 5.099(In/Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.891
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 1.499(CFS)
Total initial stream area = 0.330(Ac.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 602.000 to Point/Station 605.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 114.800(Ft.)
Downstream point elevation = 108.000(Ft.)
Channel length thru subarea = 343.000(Ft.)
Channel base width = 2.000(Ft.)
Page 2
164359ELINE100.out
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 9.630(CFS)
Manning's 'N' = 0.030
Maximum depth of channel = 1.500(Ft.)
Flow(q) thru subarea = 9.630(CFS)
Depth of flow = 0.688(Ft.), Average velocity = 4.142(Ft/s)
Channel flow top width = 4.754(Ft.)
Flow Velocity = 4.14(Ft/s)
Travel time = 1.38 min.
Time of concentration = 6.38 min.
Sub-Channel No. 1 Critical depth = 0.703(Ft.)
' ' ' Critical flow top width = 4.813(Ft.)
' ' ' Critical flow velocity= 4.021(Ft/s)
' ' ' Critical flow area = 2.395(Sq.Ft)
Adding area flow to channel
COMMERCIAL subarea type
Runoff Coefficient = 0.889
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Rainfall intensity = 4.459(In/Hr) for a 100.0 year storm
Subarea runoff = 16.181(CFS) for 4.080(Ac.)
Total runoff = 17.679(CFS) Total area = 4.410(Ac.)
Depth of flow = 0.936(Ft.), Average velocity = 4.882(Ft/s)
Sub-Channel No. 1 Critical depth = 0.977(Ft.)
' ' ' Critical flow top width = 5.906(Ft.)
' ' ' Critical flow velocity= 4.580(Ft/s)
' ' ' Critical flow area = 3.860(Sq.Ft)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 610.000 to Point/Station 510.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 98.000(Ft.)
Downstream point/station elevation = 96.440(Ft.)
Pipe length = 53.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 17.679(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 17.679(CFS)
Normal flow depth in pipe = 12.52(In.)
Flow top width inside pipe = 16.57(In.)
Critical depth could not be calculated.
Pipe flow velocity = 13.48(Ft/s)
Travel time through pipe = 0.07 min.
Time of concentration (TC) = 6.45 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 510.000 to Point/Station 510.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 4.410(Ac.)
Runoff from this stream = 17.679(CFS)
Page 3
164359ELINE100.out
Time of concentration = 6.45 min.
Rainfall intensity = 4.434(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 28.105 10.29 3.429
2 17.679 6.45 4.434
Largest stream flow has longer time of concentration
Qp = 28.105 + sum of
Qb Ia/Ib
17.679 * 0.773 = 13.671
Qp = 41.776
Total of 2 streams to confluence:
Flow rates before confluence point:
28.105 17.679
Area of streams before confluence:
8.440 4.410
Results of confluence:
Total flow rate = 41.776(CFS)
Time of concentration = 10.287 min.
Effective stream area after confluence = 12.850(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 510.000 to Point/Station 515.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 95.760(Ft.)
Downstream point/station elevation = 95.250(Ft.)
Pipe length = 88.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 41.776(CFS)
Nearest computed pipe diameter = 33.00(In.)
Calculated individual pipe flow = 41.776(CFS)
Normal flow depth in pipe = 28.31(In.)
Flow top width inside pipe = 23.04(In.)
Critical Depth = 25.76(In.)
Pipe flow velocity = 7.70(Ft/s)
Travel time through pipe = 0.19 min.
Time of concentration (TC) = 10.48 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 515.000 to Point/Station 515.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 12.850(Ac.)
Runoff from this stream = 41.776(CFS)
Time of concentration = 10.48 min.
Rainfall intensity = 3.395(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 410.000 to Point/Station 410.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
______________________________________________________________________
Rainfall intensity = 4.731(In/Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.890
Page 4
164359ELINE100.out
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
User specified values are as follows:
TC = 5.73 min. Rain intensity = 4.73(In/Hr)
Total area = 0.72(Ac.) Total runoff = 3.15(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 410.000 to Point/Station 515.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 95.560(Ft.)
Downstream point/station elevation = 95.380(Ft.)
Pipe length = 24.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 3.150(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 3.150(CFS)
Normal flow depth in pipe = 8.60(In.)
Flow top width inside pipe = 10.81(In.)
Critical Depth = 9.12(In.)
Pipe flow velocity = 5.22(Ft/s)
Travel time through pipe = 0.08 min.
Time of concentration (TC) = 5.81 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 515.000 to Point/Station 515.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.720(Ac.)
Runoff from this stream = 3.150(CFS)
Time of concentration = 5.81 min.
Rainfall intensity = 4.696(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 41.776 10.48 3.395
2 3.150 5.81 4.696
Largest stream flow has longer time of concentration
Qp = 41.776 + sum of
Qb Ia/Ib
3.150 * 0.723 = 2.277
Qp = 44.053
Total of 2 streams to confluence:
Flow rates before confluence point:
41.776 3.150
Area of streams before confluence:
12.850 0.720
Results of confluence:
Total flow rate = 44.053(CFS)
Time of concentration = 10.477 min.
Effective stream area after confluence = 13.570(Ac.)
Page 5
164359ELINE100.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 515.000 to Point/Station 520.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 95.250(Ft.)
Downstream point/station elevation = 94.740(Ft.)
Pipe length = 88.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 44.053(CFS)
Nearest computed pipe diameter = 36.00(In.)
Calculated individual pipe flow = 44.053(CFS)
Normal flow depth in pipe = 25.92(In.)
Flow top width inside pipe = 32.33(In.)
Critical Depth = 25.96(In.)
Pipe flow velocity = 8.09(Ft/s)
Travel time through pipe = 0.18 min.
Time of concentration (TC) = 10.66 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 520.000 to Point/Station 520.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 13.570(Ac.)
Runoff from this stream = 44.053(CFS)
Time of concentration = 10.66 min.
Rainfall intensity = 3.363(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 710.000 to Point/Station 710.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
______________________________________________________________________
Rainfall intensity = 4.708(In/Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.890
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
User specified values are as follows:
TC = 5.78 min. Rain intensity = 4.71(In/Hr)
Total area = 2.96(Ac.) Total runoff = 12.44(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 710.000 to Point/Station 520.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 97.000(Ft.)
Downstream point/station elevation = 95.420(Ft.)
Pipe length = 53.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 12.439(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 12.439(CFS)
Normal flow depth in pipe = 11.60(In.)
Flow top width inside pipe = 12.56(In.)
Critical depth could not be calculated.
Pipe flow velocity = 12.22(Ft/s)
Travel time through pipe = 0.07 min.
Time of concentration (TC) = 5.85 min.
Page 6
164359ELINE100.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 520.000 to Point/Station 520.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 2.960(Ac.)
Runoff from this stream = 12.439(CFS)
Time of concentration = 5.85 min.
Rainfall intensity = 4.676(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 44.053 10.66 3.363
2 12.439 5.85 4.676
Largest stream flow has longer time of concentration
Qp = 44.053 + sum of
Qb Ia/Ib
12.439 * 0.719 = 8.945
Qp = 52.998
Total of 2 streams to confluence:
Flow rates before confluence point:
44.053 12.439
Area of streams before confluence:
13.570 2.960
Results of confluence:
Total flow rate = 52.998(CFS)
Time of concentration = 10.658 min.
Effective stream area after confluence = 16.530(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 520.000 to Point/Station 525.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 94.740(Ft.)
Downstream point/station elevation = 94.500(Ft.)
Pipe length = 42.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 52.998(CFS)
Nearest computed pipe diameter = 36.00(In.)
Calculated individual pipe flow = 52.998(CFS)
Normal flow depth in pipe = 31.50(In.)
Flow top width inside pipe = 23.81(In.)
Critical Depth = 28.38(In.)
Pipe flow velocity = 8.08(Ft/s)
Travel time through pipe = 0.09 min.
Time of concentration (TC) = 10.75 min.
End of computations, total study area = 16.53 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.151
Area averaged RI index number = 69.0
Page 7
164359F100.out
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0
Rational Hydrology Study Date: 08/08/18 File:164359F100.out
------------------------------------------------------------------------
TEMECULA VILLAGE - COMMERCIAL
PROPOSED CONDITIONS - AREA F
100-YR STORM EVENT
164359
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------------------------------------------------------------------------
Program License Serial Number 6388
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 2
Standard intensity-duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch CaNorco ] area used.
10 year storm 10 minute intensity = 2.360(In/Hr)
10 year storm 60 minute intensity = 0.880(In/Hr)
100 year storm 10 minute intensity = 3.480(In/Hr)
100 year storm 60 minute intensity = 1.300(In/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300(In/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 701.000 to Point/Station 702.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 206.000(Ft.)
Top (of initial area) elevation = 144.600(Ft.)
Bottom (of initial area) elevation = 110.300(Ft.)
Difference in elevation = 34.300(Ft.)
Slope = 0.16650 s(percent)= 16.65
TC = k(0.300)*[(length^3)/(elevation change)]^0.2
Warning: TC computed to be less than 5 min.; program is assuming the
time of concentration is 5 minutes.
Initial area time of concentration = 5.000 min.
Rainfall intensity = 5.099(In/Hr) for a 100.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.891
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
Page 1
164359F100.out
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 0.545(CFS)
Total initial stream area = 0.120(Ac.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 702.000 to Point/Station 705.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 110.300(Ft.)
Downstream point elevation = 106.000(Ft.)
Channel length thru subarea = 185.000(Ft.)
Channel base width = 2.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 6.525(CFS)
Manning's 'N' = 0.030
Maximum depth of channel = 1.500(Ft.)
Flow(q) thru subarea = 6.525(CFS)
Depth of flow = 0.539(Ft.), Average velocity = 3.935(Ft/s)
Channel flow top width = 4.155(Ft.)
Flow Velocity = 3.93(Ft/s)
Travel time = 0.78 min.
Time of concentration = 5.78 min.
Sub-Channel No. 1 Critical depth = 0.570(Ft.)
' ' ' Critical flow top width = 4.281(Ft.)
' ' ' Critical flow velocity= 3.643(Ft/s)
' ' ' Critical flow area = 1.791(Sq.Ft)
Adding area flow to channel
COMMERCIAL subarea type
Runoff Coefficient = 0.890
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Rainfall intensity = 4.707(In/Hr) for a 100.0 year storm
Subarea runoff = 11.894(CFS) for 2.840(Ac.)
Total runoff = 12.439(CFS) Total area = 2.960(Ac.)
Depth of flow = 0.754(Ft.), Average velocity = 4.707(Ft/s)
Sub-Channel No. 1 Critical depth = 0.813(Ft.)
' ' ' Critical flow top width = 5.250(Ft.)
' ' ' Critical flow velocity= 4.223(Ft/s)
' ' ' Critical flow area = 2.945(Sq.Ft)
End of computations, total study area = 2.96 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.100
Area averaged RI index number = 69.0
Page 2
164359A10.out
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0
Rational Hydrology Study Date: 10/25/18 File:164359A10.out
------------------------------------------------------------------------
TEMECULA VILLAGE - APARTMENT COMPLEX
PROPOSED CONDITIONS - LINE A
10-YR STORM EVENT
164359
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------------------------------------------------------------------------
Program License Serial Number 6388
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition = 2
Standard intensity-duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch CaNorco ] area used.
10 year storm 10 minute intensity = 2.360(In/Hr)
10 year storm 60 minute intensity = 0.880(In/Hr)
100 year storm 10 minute intensity = 3.480(In/Hr)
100 year storm 60 minute intensity = 1.300(In/Hr)
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.880(In/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.000 to Point/Station 102.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 175.000(Ft.)
Top (of initial area) elevation = 174.500(Ft.)
Bottom (of initial area) elevation = 147.300(Ft.)
Difference in elevation = 27.200(Ft.)
Slope = 0.15543 s(percent)= 15.54
TC = k(0.323)*[(length^3)/(elevation change)]^0.2
Warning: TC computed to be less than 5 min.; program is assuming the
time of concentration is 5 minutes.
Initial area time of concentration = 5.000 min.
Rainfall intensity = 3.452(In/Hr) for a 10.0 year storm
APARTMENT subarea type
Runoff Coefficient = 0.873
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
Page 1
164359A10.out
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Initial subarea runoff = 0.392(CFS)
Total initial stream area = 0.130(Ac.)
Pervious area fraction = 0.200
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 102.000 to Point/Station 103.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 145.170(Ft.)
Downstream point/station elevation = 143.020(Ft.)
Pipe length = 110.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.392(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.392(CFS)
Normal flow depth in pipe = 2.72(In.)
Flow top width inside pipe = 5.97(In.)
Critical Depth = 3.82(In.)
Pipe flow velocity = 4.52(Ft/s)
Travel time through pipe = 0.41 min.
Time of concentration (TC) = 5.41 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 103.000 to Point/Station 103.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.872
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 5.41 min.
Rainfall intensity = 3.307(In/Hr) for a 10.0 year storm
Subarea runoff = 0.577(CFS) for 0.200(Ac.)
Total runoff = 0.969(CFS) Total area = 0.330(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 103.000 to Point/Station 104.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 143.020(Ft.)
Downstream point/station elevation = 142.010(Ft.)
Pipe length = 65.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.969(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 0.969(CFS)
Normal flow depth in pipe = 3.94(In.)
Flow top width inside pipe = 8.93(In.)
Critical Depth = 5.41(In.)
Pipe flow velocity = 5.20(Ft/s)
Travel time through pipe = 0.21 min.
Time of concentration (TC) = 5.61 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 104.000 to Point/Station 108.000
Page 2
164359A10.out
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 142.010(Ft.)
Downstream point/station elevation = 141.790(Ft.)
Pipe length = 44.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.969(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 0.969(CFS)
Normal flow depth in pipe = 5.55(In.)
Flow top width inside pipe = 8.75(In.)
Critical Depth = 5.41(In.)
Pipe flow velocity = 3.39(Ft/s)
Travel time through pipe = 0.22 min.
Time of concentration (TC) = 5.83 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 108.000 to Point/Station 108.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.330(Ac.)
Runoff from this stream = 0.969(CFS)
Time of concentration = 5.83 min.
Rainfall intensity = 3.172(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 105.000 to Point/Station 106.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 150.000(Ft.)
Top (of initial area) elevation = 200.800(Ft.)
Bottom (of initial area) elevation = 173.500(Ft.)
Difference in elevation = 27.300(Ft.)
Slope = 0.18200 s(percent)= 18.20
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 5.530 min.
Rainfall intensity = 3.266(In/Hr) for a 10.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.844
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 86.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 0.634(CFS)
Total initial stream area = 0.230(Ac.)
Pervious area fraction = 1.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 106.000 to Point/Station 107.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 170.160(Ft.)
Downstream point/station elevation = 142.140(Ft.)
Pipe length = 79.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.634(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.634(CFS)
Normal flow depth in pipe = 1.62(In.)
Page 3
164359A10.out
Flow top width inside pipe = 5.33(In.)
Critical Depth = 4.85(In.)
Pipe flow velocity = 14.75(Ft/s)
Travel time through pipe = 0.09 min.
Time of concentration (TC) = 5.62 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 107.000 to Point/Station 107.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.843
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 86.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Time of concentration = 5.62 min.
Rainfall intensity = 3.237(In/Hr) for a 10.0 year storm
Subarea runoff = 0.956(CFS) for 0.350(Ac.)
Total runoff = 1.589(CFS) Total area = 0.580(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 107.000 to Point/Station 108.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 142.140(Ft.)
Downstream point/station elevation = 142.050(Ft.)
Pipe length = 30.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 1.589(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 1.589(CFS)
Normal flow depth in pipe = 7.32(In.)
Flow top width inside pipe = 11.70(In.)
Critical Depth = 6.42(In.)
Pipe flow velocity = 3.17(Ft/s)
Travel time through pipe = 0.16 min.
Time of concentration (TC) = 5.78 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 108.000 to Point/Station 108.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.580(Ac.)
Runoff from this stream = 1.589(CFS)
Time of concentration = 5.78 min.
Rainfall intensity = 3.188(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 0.969 5.83 3.172
2 1.589 5.78 3.188
Largest stream flow has longer or shorter time of concentration
Qp = 1.589 + sum of
Qa Tb/Ta
Page 4
164359A10.out
0.969 * 0.991 = 0.960
Qp = 2.550
Total of 2 streams to confluence:
Flow rates before confluence point:
0.969 1.589
Area of streams before confluence:
0.330 0.580
Results of confluence:
Total flow rate = 2.550(CFS)
Time of concentration = 5.777 min.
Effective stream area after confluence = 0.910(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 108.000 to Point/Station 111.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 141.790(Ft.)
Downstream point/station elevation = 141.700(Ft.)
Pipe length = 20.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 2.550(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 2.550(CFS)
Normal flow depth in pipe = 8.92(In.)
Flow top width inside pipe = 10.49(In.)
Critical Depth = 8.20(In.)
Pipe flow velocity = 4.07(Ft/s)
Travel time through pipe = 0.08 min.
Time of concentration (TC) = 5.86 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 111.000 to Point/Station 111.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.910(Ac.)
Runoff from this stream = 2.550(CFS)
Time of concentration = 5.86 min.
Rainfall intensity = 3.164(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 109.000 to Point/Station 110.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 92.000(Ft.)
Top (of initial area) elevation = 148.700(Ft.)
Bottom (of initial area) elevation = 148.300(Ft.)
Difference in elevation = 0.400(Ft.)
Slope = 0.00435 s(percent)= 0.43
TC = k(0.323)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 5.849 min.
Rainfall intensity = 3.167(In/Hr) for a 10.0 year storm
APARTMENT subarea type
Runoff Coefficient = 0.871
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Page 5
164359A10.out
Initial subarea runoff = 1.021(CFS)
Total initial stream area = 0.370(Ac.)
Pervious area fraction = 0.200
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 110.000 to Point/Station 111.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 143.750(Ft.)
Downstream point/station elevation = 141.950(Ft.)
Pipe length = 73.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 1.021(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 1.021(CFS)
Normal flow depth in pipe = 4.82(In.)
Flow top width inside pipe = 4.78(In.)
Critical Depth = 5.69(In.)
Pipe flow velocity = 6.04(Ft/s)
Travel time through pipe = 0.20 min.
Time of concentration (TC) = 6.05 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 111.000 to Point/Station 111.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.370(Ac.)
Runoff from this stream = 1.021(CFS)
Time of concentration = 6.05 min.
Rainfall intensity = 3.108(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 2.550 5.86 3.164
2 1.021 6.05 3.108
Largest stream flow has longer or shorter time of concentration
Qp = 2.550 + sum of
Qa Tb/Ta
1.021 * 0.968 = 0.989
Qp = 3.538
Total of 2 streams to confluence:
Flow rates before confluence point:
2.550 1.021
Area of streams before confluence:
0.910 0.370
Results of confluence:
Total flow rate = 3.538(CFS)
Time of concentration = 5.859 min.
Effective stream area after confluence = 1.280(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 111.000 to Point/Station 112.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 141.700(Ft.)
Downstream point/station elevation = 140.800(Ft.)
Page 6
164359A10.out
Pipe length = 179.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 3.538(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 3.538(CFS)
Normal flow depth in pipe = 8.84(In.)
Flow top width inside pipe = 14.76(In.)
Critical Depth = 9.11(In.)
Pipe flow velocity = 4.70(Ft/s)
Travel time through pipe = 0.63 min.
Time of concentration (TC) = 6.49 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 112.000 to Point/Station 112.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.870
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 6.49 min.
Rainfall intensity = 2.990(In/Hr) for a 10.0 year storm
Subarea runoff = 0.546(CFS) for 0.210(Ac.)
Total runoff = 4.084(CFS) Total area = 1.490(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 112.000 to Point/Station 113.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 140.800(Ft.)
Downstream point/station elevation = 140.720(Ft.)
Pipe length = 17.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 4.084(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 4.084(CFS)
Normal flow depth in pipe = 9.96(In.)
Flow top width inside pipe = 14.17(In.)
Critical Depth = 9.81(In.)
Pipe flow velocity = 4.72(Ft/s)
Travel time through pipe = 0.06 min.
Time of concentration (TC) = 6.55 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 113.000 to Point/Station 113.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.870
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 6.55 min.
Rainfall intensity = 2.974(In/Hr) for a 10.0 year storm
Subarea runoff = 0.492(CFS) for 0.190(Ac.)
Page 7
164359A10.out
Total runoff = 4.576(CFS) Total area = 1.680(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 113.000 to Point/Station 115.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 140.720(Ft.)
Downstream point/station elevation = 140.650(Ft.)
Pipe length = 15.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 4.576(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 4.576(CFS)
Normal flow depth in pipe = 10.90(In.)
Flow top width inside pipe = 13.37(In.)
Critical Depth = 10.41(In.)
Pipe flow velocity = 4.79(Ft/s)
Travel time through pipe = 0.05 min.
Time of concentration (TC) = 6.61 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 115.000 to Point/Station 115.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.870
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 6.61 min.
Rainfall intensity = 2.962(In/Hr) for a 10.0 year storm
Subarea runoff = 0.901(CFS) for 0.350(Ac.)
Total runoff = 5.477(CFS) Total area = 2.030(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 115.000 to Point/Station 116.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 140.650(Ft.)
Downstream point/station elevation = 138.430(Ft.)
Pipe length = 113.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 5.477(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 5.477(CFS)
Normal flow depth in pipe = 9.14(In.)
Flow top width inside pipe = 10.22(In.)
Critical Depth = 11.26(In.)
Pipe flow velocity = 8.53(Ft/s)
Travel time through pipe = 0.22 min.
Time of concentration (TC) = 6.83 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 116.000 to Point/Station 116.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.869
Page 8
164359A10.out
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 6.83 min.
Rainfall intensity = 2.908(In/Hr) for a 10.0 year storm
Subarea runoff = 0.657(CFS) for 0.260(Ac.)
Total runoff = 6.135(CFS) Total area = 2.290(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 116.000 to Point/Station 117.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 138.430(Ft.)
Downstream point/station elevation = 137.910(Ft.)
Pipe length = 27.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 6.135(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 6.135(CFS)
Normal flow depth in pipe = 8.19(In.)
Flow top width inside pipe = 14.94(In.)
Critical Depth = 12.01(In.)
Pipe flow velocity = 8.95(Ft/s)
Travel time through pipe = 0.05 min.
Time of concentration (TC) = 6.88 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 117.000 to Point/Station 117.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.869
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 6.88 min.
Rainfall intensity = 2.897(In/Hr) for a 10.0 year storm
Subarea runoff = 0.529(CFS) for 0.210(Ac.)
Total runoff = 6.663(CFS) Total area = 2.500(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 117.000 to Point/Station 118.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 137.910(Ft.)
Downstream point/station elevation = 137.670(Ft.)
Pipe length = 48.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 6.663(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 6.663(CFS)
Normal flow depth in pipe = 11.73(In.)
Flow top width inside pipe = 17.15(In.)
Critical Depth = 11.98(In.)
Pipe flow velocity = 5.46(Ft/s)
Travel time through pipe = 0.15 min.
Page 9
164359A10.out
Time of concentration (TC) = 7.02 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 118.000 to Point/Station 118.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.869
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 7.02 min.
Rainfall intensity = 2.863(In/Hr) for a 10.0 year storm
Subarea runoff = 0.746(CFS) for 0.300(Ac.)
Total runoff = 7.410(CFS) Total area = 2.800(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 118.000 to Point/Station 150.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 137.670(Ft.)
Downstream point/station elevation = 137.250(Ft.)
Pipe length = 84.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 7.410(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 7.410(CFS)
Normal flow depth in pipe = 12.68(In.)
Flow top width inside pipe = 16.43(In.)
Critical Depth = 12.64(In.)
Pipe flow velocity = 5.57(Ft/s)
Travel time through pipe = 0.25 min.
Time of concentration (TC) = 7.27 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 150.000 to Point/Station 150.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 2.800(Ac.)
Runoff from this stream = 7.410(CFS)
Time of concentration = 7.27 min.
Rainfall intensity = 2.809(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 7.410 7.27 2.809
Largest stream flow has longer time of concentration
Qp = 7.410 + sum of
Qp = 7.410
Total of 1 main streams to confluence:
Flow rates before confluence point:
7.410
Page 10
164359A10.out
Area of streams before confluence:
2.800
Results of confluence:
Total flow rate = 7.410(CFS)
Time of concentration = 7.274 min.
Effective stream area after confluence = 2.800(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 121.000 to Point/Station 143.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 168.000(Ft.)
Top (of initial area) elevation = 148.000(Ft.)
Bottom (of initial area) elevation = 146.500(Ft.)
Difference in elevation = 1.500(Ft.)
Slope = 0.00893 s(percent)= 0.89
TC = k(0.323)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 6.444 min.
Rainfall intensity = 3.002(In/Hr) for a 10.0 year storm
APARTMENT subarea type
Runoff Coefficient = 0.870
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Initial subarea runoff = 0.340(CFS)
Total initial stream area = 0.130(Ac.)
Pervious area fraction = 0.200
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 121.000 to Point/Station 143.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.130(Ac.)
Runoff from this stream = 0.340(CFS)
Time of concentration = 6.44 min.
Rainfall intensity = 3.002(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 0.340 6.44 3.002
Largest stream flow has longer time of concentration
Qp = 0.340 + sum of
Qp = 0.340
Total of 1 streams to confluence:
Flow rates before confluence point:
0.340
Area of streams before confluence:
0.130
Results of confluence:
Total flow rate = 0.340(CFS)
Time of concentration = 6.444 min.
Page 11
164359A10.out
Effective stream area after confluence = 0.130(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 120.000 to Point/Station 122.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 57.000(Ft.)
Top (of initial area) elevation = 147.500(Ft.)
Bottom (of initial area) elevation = 146.500(Ft.)
Difference in elevation = 1.000(Ft.)
Slope = 0.01754 s(percent)= 1.75
TC = k(0.323)*[(length^3)/(elevation change)]^0.2
Warning: TC computed to be less than 5 min.; program is assuming the
time of concentration is 5 minutes.
Initial area time of concentration = 5.000 min.
Rainfall intensity = 3.452(In/Hr) for a 10.0 year storm
APARTMENT subarea type
Runoff Coefficient = 0.873
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Initial subarea runoff = 0.724(CFS)
Total initial stream area = 0.240(Ac.)
Pervious area fraction = 0.200
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 122.000 to Point/Station 123.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 143.000(Ft.)
Downstream point/station elevation = 139.880(Ft.)
Pipe length = 29.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.724(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.724(CFS)
Normal flow depth in pipe = 2.38(In.)
Flow top width inside pipe = 5.87(In.)
Critical Depth = 5.13(In.)
Pipe flow velocity = 9.96(Ft/s)
Travel time through pipe = 0.05 min.
Time of concentration (TC) = 5.05 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 123.000 to Point/Station 143.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 139.710(Ft.)
Downstream point/station elevation = 138.350(Ft.)
Pipe length = 45.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.724(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.724(CFS)
Normal flow depth in pipe = 3.45(In.)
Flow top width inside pipe = 5.93(In.)
Critical Depth = 5.13(In.)
Pipe flow velocity = 6.20(Ft/s)
Travel time through pipe = 0.12 min.
Page 12
164359A10.out
Time of concentration (TC) = 5.17 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 143.000 to Point/Station 143.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.240(Ac.)
Runoff from this stream = 0.724(CFS)
Time of concentration = 5.17 min.
Rainfall intensity = 3.389(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 0.340 6.44 3.002
2 0.724 5.17 3.389
Largest stream flow has longer or shorter time of concentration
Qp = 0.724 + sum of
Qa Tb/Ta
0.340 * 0.802 = 0.272
Qp = 0.996
Total of 2 streams to confluence:
Flow rates before confluence point:
0.340 0.724
Area of streams before confluence:
0.130 0.240
Results of confluence:
Total flow rate = 0.996(CFS)
Time of concentration = 5.169 min.
Effective stream area after confluence = 0.370(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 141.000 to Point/Station 142.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 107.000(Ft.)
Top (of initial area) elevation = 148.500(Ft.)
Bottom (of initial area) elevation = 147.700(Ft.)
Difference in elevation = 0.800(Ft.)
Slope = 0.00748 s(percent)= 0.75
TC = k(0.323)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 5.575 min.
Rainfall intensity = 3.251(In/Hr) for a 10.0 year storm
APARTMENT subarea type
Runoff Coefficient = 0.872
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Initial subarea runoff = 0.255(CFS)
Total initial stream area = 0.090(Ac.)
Pervious area fraction = 0.200
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Page 13
164359A10.out
Process from Point/Station 142.000 to Point/Station 142.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.872
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 5.57 min.
Rainfall intensity = 3.251(In/Hr) for a 10.0 year storm
Subarea runoff = 0.595(CFS) for 0.210(Ac.)
Total runoff = 0.851(CFS) Total area = 0.300(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 142.000 to Point/Station 143.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 143.100(Ft.)
Downstream point/station elevation = 138.350(Ft.)
Pipe length = 200.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.851(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.851(CFS)
Normal flow depth in pipe = 4.18(In.)
Flow top width inside pipe = 5.51(In.)
Critical Depth = 5.44(In.)
Pipe flow velocity = 5.82(Ft/s)
Travel time through pipe = 0.57 min.
Time of concentration (TC) = 6.15 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 143.000 to Point/Station 143.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.871
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 6.15 min.
Rainfall intensity = 3.081(In/Hr) for a 10.0 year storm
Subarea runoff = 0.617(CFS) for 0.230(Ac.)
Total runoff = 1.468(CFS) Total area = 0.530(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 143.000 to Point/Station 143.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.530(Ac.)
Runoff from this stream = 1.468(CFS)
Time of concentration = 6.15 min.
Rainfall intensity = 3.081(In/Hr)
Summary of stream data:
Page 14
164359A10.out
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 0.340 6.44 3.002
2 1.468 6.15 3.081
Largest stream flow has longer or shorter time of concentration
Qp = 1.468 + sum of
Qa Tb/Ta
0.340 * 0.954 = 0.324
Qp = 1.791
Total of 2 streams to confluence:
Flow rates before confluence point:
0.340 1.468
Area of streams before confluence:
0.130 0.530
Results of confluence:
Total flow rate = 1.791(CFS)
Time of concentration = 6.147 min.
Effective stream area after confluence = 0.660(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 143.000 to Point/Station 125.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 138.350(Ft.)
Downstream point/station elevation = 137.890(Ft.)
Pipe length = 133.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 1.791(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 1.791(CFS)
Normal flow depth in pipe = 7.56(In.)
Flow top width inside pipe = 11.58(In.)
Critical Depth = 6.83(In.)
Pipe flow velocity = 3.44(Ft/s)
Travel time through pipe = 0.65 min.
Time of concentration (TC) = 6.79 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 125.000 to Point/Station 125.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.869
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 6.79 min.
Rainfall intensity = 2.916(In/Hr) for a 10.0 year storm
Subarea runoff = 0.735(CFS) for 0.290(Ac.)
Total runoff = 2.527(CFS) Total area = 0.950(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 125.000 to Point/Station 126.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Page 15
164359A10.out
______________________________________________________________________
Upstream point/station elevation = 137.890(Ft.)
Downstream point/station elevation = 137.560(Ft.)
Pipe length = 93.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 2.527(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 2.527(CFS)
Normal flow depth in pipe = 7.99(In.)
Flow top width inside pipe = 14.97(In.)
Critical Depth = 7.64(In.)
Pipe flow velocity = 3.80(Ft/s)
Travel time through pipe = 0.41 min.
Time of concentration (TC) = 7.20 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 126.000 to Point/Station 126.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.950(Ac.)
Runoff from this stream = 2.527(CFS)
Time of concentration = 7.20 min.
Rainfall intensity = 2.824(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 145.000 to Point/Station 146.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 153.000(Ft.)
Top (of initial area) elevation = 147.100(Ft.)
Bottom (of initial area) elevation = 146.200(Ft.)
Difference in elevation = 0.900(Ft.)
Slope = 0.00588 s(percent)= 0.59
TC = k(0.323)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 6.748 min.
Rainfall intensity = 2.927(In/Hr) for a 10.0 year storm
APARTMENT subarea type
Runoff Coefficient = 0.869
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Initial subarea runoff = 0.942(CFS)
Total initial stream area = 0.370(Ac.)
Pervious area fraction = 0.200
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 146.000 to Point/Station 147.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 141.720(Ft.)
Downstream point/station elevation = 140.810(Ft.)
Pipe length = 152.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.942(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 0.942(CFS)
Normal flow depth in pipe = 5.14(In.)
Flow top width inside pipe = 8.91(In.)
Page 16
164359A10.out
Critical Depth = 5.34(In.)
Pipe flow velocity = 3.61(Ft/s)
Travel time through pipe = 0.70 min.
Time of concentration (TC) = 7.45 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 147.000 to Point/Station 147.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.868
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 7.45 min.
Rainfall intensity = 2.772(In/Hr) for a 10.0 year storm
Subarea runoff = 0.842(CFS) for 0.350(Ac.)
Total runoff = 1.784(CFS) Total area = 0.720(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 147.000 to Point/Station 10.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 140.810(Ft.)
Downstream point/station elevation = 138.200(Ft.)
Pipe length = 228.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 1.784(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.784(CFS)
Normal flow depth in pipe = 6.39(In.)
Flow top width inside pipe = 8.17(In.)
Critical Depth = 7.34(In.)
Pipe flow velocity = 5.32(Ft/s)
Travel time through pipe = 0.71 min.
Time of concentration (TC) = 8.16 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 10.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.867
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 8.16 min.
Rainfall intensity = 2.636(In/Hr) for a 10.0 year storm
Subarea runoff = 1.211(CFS) for 0.530(Ac.)
Total runoff = 2.994(CFS) Total area = 1.250(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 126.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Page 17
164359A10.out
______________________________________________________________________
Upstream point/station elevation = 138.200(Ft.)
Downstream point/station elevation = 138.050(Ft.)
Pipe length = 42.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 2.994(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 2.994(CFS)
Normal flow depth in pipe = 8.86(In.)
Flow top width inside pipe = 14.75(In.)
Critical Depth = 8.36(In.)
Pipe flow velocity = 3.97(Ft/s)
Travel time through pipe = 0.18 min.
Time of concentration (TC) = 8.34 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 126.000 to Point/Station 126.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.250(Ac.)
Runoff from this stream = 2.994(CFS)
Time of concentration = 8.34 min.
Rainfall intensity = 2.605(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 2.527 7.20 2.824
2 2.994 8.34 2.605
Largest stream flow has longer time of concentration
Qp = 2.994 + sum of
Qb Ia/Ib
2.527 * 0.922 = 2.330
Qp = 5.325
Total of 2 streams to confluence:
Flow rates before confluence point:
2.527 2.994
Area of streams before confluence:
0.950 1.250
Results of confluence:
Total flow rate = 5.325(CFS)
Time of concentration = 8.341 min.
Effective stream area after confluence = 2.200(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 126.000 to Point/Station 127.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 137.560(Ft.)
Downstream point/station elevation = 137.400(Ft.)
Pipe length = 29.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 5.325(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 5.325(CFS)
Normal flow depth in pipe = 11.55(In.)
Flow top width inside pipe = 12.62(In.)
Critical Depth = 11.23(In.)
Pipe flow velocity = 5.25(Ft/s)
Page 18
164359A10.out
Travel time through pipe = 0.09 min.
Time of concentration (TC) = 8.43 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 127.000 to Point/Station 127.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.866
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 8.43 min.
Rainfall intensity = 2.589(In/Hr) for a 10.0 year storm
Subarea runoff = 0.785(CFS) for 0.350(Ac.)
Total runoff = 6.110(CFS) Total area = 2.550(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 127.000 to Point/Station 127.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.866
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 8.43 min.
Rainfall intensity = 2.589(In/Hr) for a 10.0 year storm
Subarea runoff = 0.449(CFS) for 0.200(Ac.)
Total runoff = 6.558(CFS) Total area = 2.750(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 127.000 to Point/Station 130.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 137.400(Ft.)
Downstream point/station elevation = 137.380(Ft.)
Pipe length = 5.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 6.558(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 6.558(CFS)
Normal flow depth in pipe = 12.59(In.)
Flow top width inside pipe = 16.51(In.)
Critical Depth = 11.88(In.)
Pipe flow velocity = 4.97(Ft/s)
Travel time through pipe = 0.02 min.
Time of concentration (TC) = 8.45 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 130.000 to Point/Station 130.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Page 19
164359A10.out
Runoff Coefficient = 0.866
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 8.45 min.
Rainfall intensity = 2.586(In/Hr) for a 10.0 year storm
Subarea runoff = 0.493(CFS) for 0.220(Ac.)
Total runoff = 7.051(CFS) Total area = 2.970(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 130.000 to Point/Station 131.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 137.380(Ft.)
Downstream point/station elevation = 137.100(Ft.)
Pipe length = 82.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 7.051(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 7.051(CFS)
Normal flow depth in pipe = 14.32(In.)
Flow top width inside pipe = 14.52(In.)
Critical Depth = 12.33(In.)
Pipe flow velocity = 4.68(Ft/s)
Travel time through pipe = 0.29 min.
Time of concentration (TC) = 8.74 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 131.000 to Point/Station 131.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.866
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 8.74 min.
Rainfall intensity = 2.539(In/Hr) for a 10.0 year storm
Subarea runoff = 0.725(CFS) for 0.330(Ac.)
Total runoff = 7.776(CFS) Total area = 3.300(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 131.000 to Point/Station 150.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 137.100(Ft.)
Downstream point/station elevation = 137.000(Ft.)
Pipe length = 30.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 7.776(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 7.776(CFS)
Normal flow depth in pipe = 13.18(In.)
Flow top width inside pipe = 20.30(In.)
Critical Depth = 12.40(In.)
Pipe flow velocity = 4.89(Ft/s)
Page 20
164359A10.out
Travel time through pipe = 0.10 min.
Time of concentration (TC) = 8.84 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 150.000 to Point/Station 150.000
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 3.300(Ac.)
Runoff from this stream = 7.776(CFS)
Time of concentration = 8.84 min.
Rainfall intensity = 2.522(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 7.410 7.27 2.809
2 7.776 8.84 2.522
Largest stream flow has longer time of concentration
Qp = 7.776 + sum of
Qb Ia/Ib
7.410 * 0.898 = 6.655
Qp = 14.431
Total of 2 main streams to confluence:
Flow rates before confluence point:
7.410 7.776
Area of streams before confluence:
2.800 3.300
Results of confluence:
Total flow rate = 14.431(CFS)
Time of concentration = 8.844 min.
Effective stream area after confluence = 6.100(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 150.000 to Point/Station 160.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 136.750(Ft.)
Downstream point/station elevation = 108.760(Ft.)
Pipe length = 100.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 14.431(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 14.431(CFS)
Normal flow depth in pipe = 7.03(In.)
Flow top width inside pipe = 11.82(In.)
Critical depth could not be calculated.
Pipe flow velocity = 30.17(Ft/s)
Travel time through pipe = 0.06 min.
Time of concentration (TC) = 8.90 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 160.000 to Point/Station 170.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Page 21
164359A10.out
Upstream point/station elevation = 108.760(Ft.)
Downstream point/station elevation = 106.080(Ft.)
Pipe length = 347.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 14.431(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 14.431(CFS)
Normal flow depth in pipe = 15.23(In.)
Flow top width inside pipe = 18.74(In.)
Critical Depth = 16.91(In.)
Pipe flow velocity = 7.72(Ft/s)
Travel time through pipe = 0.75 min.
Time of concentration (TC) = 9.65 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 170.000 to Point/Station 170.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.825
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 86.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Time of concentration = 9.65 min.
Rainfall intensity = 2.404(In/Hr) for a 10.0 year storm
Subarea runoff = 4.168(CFS) for 2.100(Ac.)
Total runoff = 18.599(CFS) Total area = 8.200(Ac.)
End of computations, total study area = 8.44 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.454
Area averaged RI index number = 74.4
Page 22
164359B10.out
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0
Rational Hydrology Study Date: 10/25/18 File:164359B10.out
------------------------------------------------------------------------
TEMECULA VILLAGE - APARTMENT COMPLEX
PROPOSED CONDITIONS - LINE B
10-YR STORM EVENT
164359
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------------------------------------------------------------------------
Program License Serial Number 6388
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition = 2
Standard intensity-duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch CaNorco ] area used.
10 year storm 10 minute intensity = 2.360(In/Hr)
10 year storm 60 minute intensity = 0.880(In/Hr)
100 year storm 10 minute intensity = 3.480(In/Hr)
100 year storm 60 minute intensity = 1.300(In/Hr)
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.880(In/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 201.000 to Point/Station 202.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 309.000(Ft.)
Top (of initial area) elevation = 208.500(Ft.)
Bottom (of initial area) elevation = 174.090(Ft.)
Difference in elevation = 34.410(Ft.)
Slope = 0.11136 s(percent)= 11.14
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.145 min.
Rainfall intensity = 2.639(In/Hr) for a 10.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.832
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 86.00
Page 1
164359B10.out
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 1.734(CFS)
Total initial stream area = 0.790(Ac.)
Pervious area fraction = 1.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 202.000 to Point/Station 203.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 170.600(Ft.)
Downstream point/station elevation = 142.570(Ft.)
Pipe length = 67.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 1.734(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 1.734(CFS)
Normal flow depth in pipe = 2.66(In.)
Flow top width inside pipe = 5.96(In.)
Critical depth could not be calculated.
Pipe flow velocity = 20.69(Ft/s)
Travel time through pipe = 0.05 min.
Time of concentration (TC) = 8.20 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 203.000 to Point/Station 203.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.831
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 86.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Time of concentration = 8.20 min.
Rainfall intensity = 2.630(In/Hr) for a 10.0 year storm
Subarea runoff = 0.109(CFS) for 0.050(Ac.)
Total runoff = 1.843(CFS) Total area = 0.840(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 203.000 to Point/Station 209.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 142.570(Ft.)
Downstream point/station elevation = 142.460(Ft.)
Pipe length = 33.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 1.843(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 1.843(CFS)
Normal flow depth in pipe = 7.82(In.)
Flow top width inside pipe = 11.44(In.)
Critical Depth = 6.94(In.)
Pipe flow velocity = 3.40(Ft/s)
Travel time through pipe = 0.16 min.
Time of concentration (TC) = 8.36 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 209.000 to Point/Station 209.000
**** CONFLUENCE OF MINOR STREAMS ****
Page 2
164359B10.out
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.840(Ac.)
Runoff from this stream = 1.843(CFS)
Time of concentration = 8.36 min.
Rainfall intensity = 2.602(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 205.000 to Point/Station 206.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 131.000(Ft.)
Top (of initial area) elevation = 199.800(Ft.)
Bottom (of initial area) elevation = 175.600(Ft.)
Difference in elevation = 24.200(Ft.)
Slope = 0.18473 s(percent)= 18.47
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 5.222 min.
Rainfall intensity = 3.370(In/Hr) for a 10.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.846
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 86.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 0.313(CFS)
Total initial stream area = 0.110(Ac.)
Pervious area fraction = 1.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 206.000 to Point/Station 207.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 172.330(Ft.)
Downstream point/station elevation = 143.120(Ft.)
Pipe length = 84.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.313(CFS)
Nearest computed pipe diameter = 3.00(In.)
Calculated individual pipe flow = 0.313(CFS)
Normal flow depth in pipe = 1.52(In.)
Flow top width inside pipe = 3.00(In.)
Critical depth could not be calculated.
Pipe flow velocity = 12.60(Ft/s)
Travel time through pipe = 0.11 min.
Time of concentration (TC) = 5.33 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 207.000 to Point/Station 207.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.873
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Page 3
164359B10.out
Time of concentration = 5.33 min.
Rainfall intensity = 3.331(In/Hr) for a 10.0 year storm
Subarea runoff = 0.262(CFS) for 0.090(Ac.)
Total runoff = 0.575(CFS) Total area = 0.200(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 207.000 to Point/Station 209.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 143.120(Ft.)
Downstream point/station elevation = 142.880(Ft.)
Pipe length = 24.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.575(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.575(CFS)
Normal flow depth in pipe = 4.31(In.)
Flow top width inside pipe = 5.40(In.)
Critical Depth = 4.64(In.)
Pipe flow velocity = 3.80(Ft/s)
Travel time through pipe = 0.11 min.
Time of concentration (TC) = 5.44 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 209.000 to Point/Station 209.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.200(Ac.)
Runoff from this stream = 0.575(CFS)
Time of concentration = 5.44 min.
Rainfall intensity = 3.296(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 1.843 8.36 2.602
2 0.575 5.44 3.296
Largest stream flow has longer time of concentration
Qp = 1.843 + sum of
Qb Ia/Ib
0.575 * 0.789 = 0.454
Qp = 2.297
Total of 2 streams to confluence:
Flow rates before confluence point:
1.843 0.575
Area of streams before confluence:
0.840 0.200
Results of confluence:
Total flow rate = 2.297(CFS)
Time of concentration = 8.361 min.
Effective stream area after confluence = 1.040(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 209.000 to Point/Station 210.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 142.460(Ft.)
Page 4
164359B10.out
Downstream point/station elevation = 142.390(Ft.)
Pipe length = 19.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 2.297(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 2.297(CFS)
Normal flow depth in pipe = 8.88(In.)
Flow top width inside pipe = 10.52(In.)
Critical Depth = 7.78(In.)
Pipe flow velocity = 3.68(Ft/s)
Travel time through pipe = 0.09 min.
Time of concentration (TC) = 8.45 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 210.000 to Point/Station 210.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.866
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 8.45 min.
Rainfall intensity = 2.587(In/Hr) for a 10.0 year storm
Subarea runoff = 0.695(CFS) for 0.310(Ac.)
Total runoff = 2.992(CFS) Total area = 1.350(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 210.000 to Point/Station 211.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 142.390(Ft.)
Downstream point/station elevation = 142.270(Ft.)
Pipe length = 35.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 2.992(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 2.992(CFS)
Normal flow depth in pipe = 8.98(In.)
Flow top width inside pipe = 14.71(In.)
Critical Depth = 8.34(In.)
Pipe flow velocity = 3.90(Ft/s)
Travel time through pipe = 0.15 min.
Time of concentration (TC) = 8.60 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 211.000 to Point/Station 211.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.866
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 8.60 min.
Rainfall intensity = 2.562(In/Hr) for a 10.0 year storm
Page 5
164359B10.out
Subarea runoff = 0.222(CFS) for 0.100(Ac.)
Total runoff = 3.214(CFS) Total area = 1.450(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 211.000 to Point/Station 215.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 142.270(Ft.)
Downstream point/station elevation = 141.720(Ft.)
Pipe length = 135.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 3.214(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 3.214(CFS)
Normal flow depth in pipe = 8.89(In.)
Flow top width inside pipe = 14.74(In.)
Critical Depth = 8.66(In.)
Pipe flow velocity = 4.24(Ft/s)
Travel time through pipe = 0.53 min.
Time of concentration (TC) = 9.13 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 215.000 to Point/Station 215.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 1.450(Ac.)
Runoff from this stream = 3.214(CFS)
Time of concentration = 9.13 min.
Rainfall intensity = 2.479(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 221.000 to Point/Station 222.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 135.000(Ft.)
Top (of initial area) elevation = 188.100(Ft.)
Bottom (of initial area) elevation = 171.000(Ft.)
Difference in elevation = 17.100(Ft.)
Slope = 0.12667 s(percent)= 12.67
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 5.700 min.
Rainfall intensity = 3.212(In/Hr) for a 10.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.843
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 86.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 0.190(CFS)
Total initial stream area = 0.070(Ac.)
Pervious area fraction = 1.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 222.000 to Point/Station 223.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 167.500(Ft.)
Page 6
164359B10.out
Downstream point/station elevation = 153.870(Ft.)
Pipe length = 63.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.190(CFS)
Nearest computed pipe diameter = 3.00(In.)
Calculated individual pipe flow = 0.190(CFS)
Normal flow depth in pipe = 1.30(In.)
Flow top width inside pipe = 2.97(In.)
Critical depth could not be calculated.
Pipe flow velocity = 9.28(Ft/s)
Travel time through pipe = 0.11 min.
Time of concentration (TC) = 5.81 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 223.000 to Point/Station 223.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.842
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 86.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Time of concentration = 5.81 min.
Rainfall intensity = 3.177(In/Hr) for a 10.0 year storm
Subarea runoff = 0.642(CFS) for 0.240(Ac.)
Total runoff = 0.832(CFS) Total area = 0.310(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 223.000 to Point/Station 20.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 153.870(Ft.)
Downstream point/station elevation = 142.550(Ft.)
Pipe length = 53.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.832(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.832(CFS)
Normal flow depth in pipe = 2.13(In.)
Flow top width inside pipe = 5.74(In.)
Critical Depth = 5.40(In.)
Pipe flow velocity = 13.27(Ft/s)
Travel time through pipe = 0.07 min.
Time of concentration (TC) = 5.88 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 20.000 to Point/Station 20.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.842
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 86.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Time of concentration = 5.88 min.
Rainfall intensity = 3.157(In/Hr) for a 10.0 year storm
Page 7
164359B10.out
Subarea runoff = 1.037(CFS) for 0.390(Ac.)
Total runoff = 1.869(CFS) Total area = 0.700(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 20.000 to Point/Station 215.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 142.550(Ft.)
Downstream point/station elevation = 141.970(Ft.)
Pipe length = 25.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 1.869(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.869(CFS)
Normal flow depth in pipe = 5.17(In.)
Flow top width inside pipe = 8.90(In.)
Critical Depth = 7.49(In.)
Pipe flow velocity = 7.12(Ft/s)
Travel time through pipe = 0.06 min.
Time of concentration (TC) = 5.94 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 215.000 to Point/Station 215.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.700(Ac.)
Runoff from this stream = 1.869(CFS)
Time of concentration = 5.94 min.
Rainfall intensity = 3.140(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 3.214 9.13 2.479
2 1.869 5.94 3.140
Largest stream flow has longer time of concentration
Qp = 3.214 + sum of
Qb Ia/Ib
1.869 * 0.789 = 1.475
Qp = 4.689
Total of 2 streams to confluence:
Flow rates before confluence point:
3.214 1.869
Area of streams before confluence:
1.450 0.700
Results of confluence:
Total flow rate = 4.689(CFS)
Time of concentration = 9.127 min.
Effective stream area after confluence = 2.150(Ac.)
-------------- Check of Previous Confluence Operations -------------
Inside main stream number 1
Total of 4 streams to confluence:
Flow rates before and maximum after confluence point:
No. Flow Rate TC I Max Confluence
Page 8
164359B10.out
1 1.843 9.127 2.479 4.700
2 0.575 6.205 3.065 4.275
3 1.869 5.938 3.140 4.215
4 0.916 9.127 2.479 4.700
NOTE: Last stream is area added between confluences
Results of confluence check:
Total flow rate = 4.700(CFS)
Time of concentration = 9.127 min.
NOTE:
Maximum flow rate derived from previous confluences = 4.70(CFS)
This exceeds normal confluence rate of 4.69(CFS)
Therefore, largest confluence flow rate and TC = 9.13 Min. is used.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 215.000 to Point/Station 225.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 141.720(Ft.)
Downstream point/station elevation = 141.460(Ft.)
Pipe length = 54.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 4.700(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 4.700(CFS)
Normal flow depth in pipe = 10.99(In.)
Flow top width inside pipe = 13.27(In.)
Critical Depth = 10.55(In.)
Pipe flow velocity = 4.88(Ft/s)
Travel time through pipe = 0.18 min.
Time of concentration (TC) = 9.31 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 225.000 to Point/Station 225.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.865
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 9.31 min.
Rainfall intensity = 2.452(In/Hr) for a 10.0 year storm
Subarea runoff = 0.318(CFS) for 0.150(Ac.)
Total runoff = 5.018(CFS) Total area = 2.300(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 225.000 to Point/Station 226.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 141.460(Ft.)
Downstream point/station elevation = 141.140(Ft.)
Pipe length = 64.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 5.018(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 5.018(CFS)
Normal flow depth in pipe = 11.44(In.)
Page 9
164359B10.out
Flow top width inside pipe = 12.77(In.)
Critical Depth = 10.90(In.)
Pipe flow velocity = 5.00(Ft/s)
Travel time through pipe = 0.21 min.
Time of concentration (TC) = 9.52 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 226.000 to Point/Station 226.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.826
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 86.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Time of concentration = 9.52 min.
Rainfall intensity = 2.422(In/Hr) for a 10.0 year storm
Subarea runoff = 0.320(CFS) for 0.160(Ac.)
Total runoff = 5.338(CFS) Total area = 2.460(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 226.000 to Point/Station 227.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 141.140(Ft.)
Downstream point/station elevation = 140.830(Ft.)
Pipe length = 62.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 5.338(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 5.338(CFS)
Normal flow depth in pipe = 12.14(In.)
Flow top width inside pipe = 11.78(In.)
Critical Depth = 11.24(In.)
Pipe flow velocity = 5.01(Ft/s)
Travel time through pipe = 0.21 min.
Time of concentration (TC) = 9.73 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 227.000 to Point/Station 227.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.864
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 9.73 min.
Rainfall intensity = 2.393(In/Hr) for a 10.0 year storm
Subarea runoff = 0.310(CFS) for 0.150(Ac.)
Total runoff = 5.648(CFS) Total area = 2.610(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 227.000 to Point/Station 228.000
Page 10
164359B10.out
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 140.830(Ft.)
Downstream point/station elevation = 140.760(Ft.)
Pipe length = 14.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 5.648(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 5.648(CFS)
Normal flow depth in pipe = 10.50(In.)
Flow top width inside pipe = 17.75(In.)
Critical Depth = 11.01(In.)
Pipe flow velocity = 5.28(Ft/s)
Travel time through pipe = 0.04 min.
Time of concentration (TC) = 9.78 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 228.000 to Point/Station 228.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.825
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 86.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Time of concentration = 9.78 min.
Rainfall intensity = 2.387(In/Hr) for a 10.0 year storm
Subarea runoff = 0.295(CFS) for 0.150(Ac.)
Total runoff = 5.944(CFS) Total area = 2.760(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 228.000 to Point/Station 240.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 140.760(Ft.)
Downstream point/station elevation = 140.580(Ft.)
Pipe length = 33.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 5.944(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 5.944(CFS)
Normal flow depth in pipe = 10.55(In.)
Flow top width inside pipe = 17.73(In.)
Critical Depth = 11.29(In.)
Pipe flow velocity = 5.52(Ft/s)
Travel time through pipe = 0.10 min.
Time of concentration (TC) = 9.87 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 240.000 to Point/Station 240.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.864
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Page 11
164359B10.out
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 9.87 min.
Rainfall intensity = 2.374(In/Hr) for a 10.0 year storm
Subarea runoff = 0.308(CFS) for 0.150(Ac.)
Total runoff = 6.251(CFS) Total area = 2.910(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 240.000 to Point/Station 241.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 140.580(Ft.)
Downstream point/station elevation = 140.350(Ft.)
Pipe length = 49.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 6.251(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 6.251(CFS)
Normal flow depth in pipe = 11.47(In.)
Flow top width inside pipe = 17.31(In.)
Critical Depth = 11.60(In.)
Pipe flow velocity = 5.26(Ft/s)
Travel time through pipe = 0.16 min.
Time of concentration (TC) = 10.03 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 241.000 to Point/Station 241.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.863
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 10.03 min.
Rainfall intensity = 2.354(In/Hr) for a 10.0 year storm
Subarea runoff = 0.671(CFS) for 0.330(Ac.)
Total runoff = 6.922(CFS) Total area = 3.240(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 241.000 to Point/Station 250.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 140.350(Ft.)
Downstream point/station elevation = 140.250(Ft.)
Pipe length = 30.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 6.922(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 6.922(CFS)
Normal flow depth in pipe = 14.23(In.)
Flow top width inside pipe = 14.65(In.)
Critical Depth = 12.22(In.)
Pipe flow velocity = 4.62(Ft/s)
Travel time through pipe = 0.11 min.
Time of concentration (TC) = 10.14 min.
End of computations, total study area = 3.24 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Page 12
164359B10.out
Area averaged pervious area fraction(Ap) = 0.684
Area averaged RI index number = 79.3
Page 13
164359C10.out
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0
Rational Hydrology Study Date: 09/06/18 File:164359C10.out
------------------------------------------------------------------------
TEMECULA VILLAGE - APARTMENT COMPLEX
PROPOSED CONDITIONS - LINE C
10-YR STORM EVENT
164359
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------------------------------------------------------------------------
Program License Serial Number 6388
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition = 2
Standard intensity-duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch CaNorco ] area used.
10 year storm 10 minute intensity = 2.360(In/Hr)
10 year storm 60 minute intensity = 0.880(In/Hr)
100 year storm 10 minute intensity = 3.480(In/Hr)
100 year storm 60 minute intensity = 1.300(In/Hr)
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.880(In/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 311.000 to Point/Station 312.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 121.000(Ft.)
Top (of initial area) elevation = 146.600(Ft.)
Bottom (of initial area) elevation = 146.500(Ft.)
Difference in elevation = 0.100(Ft.)
Slope = 0.00083 s(percent)= 0.08
TC = k(0.323)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 9.096 min.
Rainfall intensity = 2.484(In/Hr) for a 10.0 year storm
APARTMENT subarea type
Runoff Coefficient = 0.865
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Page 1
164359C10.out
Initial subarea runoff = 0.344(CFS)
Total initial stream area = 0.160(Ac.)
Pervious area fraction = 0.200
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 312.000 to Point/Station 313.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 143.530(Ft.)
Downstream point/station elevation = 142.760(Ft.)
Pipe length = 63.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.344(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.344(CFS)
Normal flow depth in pipe = 2.89(In.)
Flow top width inside pipe = 6.00(In.)
Critical Depth = 3.57(In.)
Pipe flow velocity = 3.67(Ft/s)
Travel time through pipe = 0.29 min.
Time of concentration (TC) = 9.38 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 313.000 to Point/Station 313.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.865
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 9.38 min.
Rainfall intensity = 2.442(In/Hr) for a 10.0 year storm
Subarea runoff = 0.063(CFS) for 0.030(Ac.)
Total runoff = 0.407(CFS) Total area = 0.190(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 313.000 to Point/Station 314.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 142.760(Ft.)
Downstream point/station elevation = 141.530(Ft.)
Pipe length = 27.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 0.407(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.407(CFS)
Normal flow depth in pipe = 2.20(In.)
Flow top width inside pipe = 5.78(In.)
Critical Depth = 3.90(In.)
Pipe flow velocity = 6.23(Ft/s)
Travel time through pipe = 0.07 min.
Time of concentration (TC) = 9.45 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 314.000 to Point/Station 314.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Page 2
164359C10.out
APARTMENT subarea type
Runoff Coefficient = 0.864
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 9.45 min.
Rainfall intensity = 2.431(In/Hr) for a 10.0 year storm
Subarea runoff = 0.399(CFS) for 0.190(Ac.)
Total runoff = 0.806(CFS) Total area = 0.380(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 314.000 to Point/Station 314.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.864
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 9.45 min.
Rainfall intensity = 2.431(In/Hr) for a 10.0 year storm
Subarea runoff = 0.273(CFS) for 0.130(Ac.)
Total runoff = 1.080(CFS) Total area = 0.510(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 314.000 to Point/Station 315.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 141.530(Ft.)
Downstream point/station elevation = 141.220(Ft.)
Pipe length = 102.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 1.080(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 1.080(CFS)
Normal flow depth in pipe = 5.75(In.)
Flow top width inside pipe = 11.99(In.)
Critical Depth = 5.24(In.)
Pipe flow velocity = 2.90(Ft/s)
Travel time through pipe = 0.59 min.
Time of concentration (TC) = 10.04 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 315.000 to Point/Station 315.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.863
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 10.04 min.
Page 3
164359C10.out
Rainfall intensity = 2.352(In/Hr) for a 10.0 year storm
Subarea runoff = 0.325(CFS) for 0.160(Ac.)
Total runoff = 1.405(CFS) Total area = 0.670(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 315.000 to Point/Station 321.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 141.220(Ft.)
Downstream point/station elevation = 140.820(Ft.)
Pipe length = 134.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 1.405(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 1.405(CFS)
Normal flow depth in pipe = 6.77(In.)
Flow top width inside pipe = 11.90(In.)
Critical Depth = 6.02(In.)
Pipe flow velocity = 3.07(Ft/s)
Travel time through pipe = 0.73 min.
Time of concentration (TC) = 10.77 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 321.000 to Point/Station 321.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.862
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 10.77 min.
Rainfall intensity = 2.264(In/Hr) for a 10.0 year storm
Subarea runoff = 0.527(CFS) for 0.270(Ac.)
Total runoff = 1.932(CFS) Total area = 0.940(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 321.000 to Point/Station 322.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 140.820(Ft.)
Downstream point/station elevation = 140.760(Ft.)
Pipe length = 18.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 1.932(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 1.932(CFS)
Normal flow depth in pipe = 8.07(In.)
Flow top width inside pipe = 11.26(In.)
Critical Depth = 7.12(In.)
Pipe flow velocity = 3.43(Ft/s)
Travel time through pipe = 0.09 min.
Time of concentration (TC) = 10.85 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 322.000 to Point/Station 322.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Page 4
164359C10.out
APARTMENT subarea type
Runoff Coefficient = 0.862
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 10.85 min.
Rainfall intensity = 2.254(In/Hr) for a 10.0 year storm
Subarea runoff = 0.369(CFS) for 0.190(Ac.)
Total runoff = 2.301(CFS) Total area = 1.130(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 322.000 to Point/Station 322.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.862
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 10.85 min.
Rainfall intensity = 2.254(In/Hr) for a 10.0 year storm
Subarea runoff = 0.505(CFS) for 0.260(Ac.)
Total runoff = 2.806(CFS) Total area = 1.390(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 322.000 to Point/Station 323.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 140.760(Ft.)
Downstream point/station elevation = 140.540(Ft.)
Pipe length = 73.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 2.806(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 2.806(CFS)
Normal flow depth in pipe = 8.98(In.)
Flow top width inside pipe = 14.71(In.)
Critical Depth = 8.07(In.)
Pipe flow velocity = 3.66(Ft/s)
Travel time through pipe = 0.33 min.
Time of concentration (TC) = 11.19 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 323.000 to Point/Station 323.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.862
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 11.19 min.
Page 5
164359C10.out
Rainfall intensity = 2.217(In/Hr) for a 10.0 year storm
Subarea runoff = 0.840(CFS) for 0.440(Ac.)
Total runoff = 3.646(CFS) Total area = 1.830(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 323.000 to Point/Station 324.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 140.540(Ft.)
Downstream point/station elevation = 140.460(Ft.)
Pipe length = 29.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 3.646(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 3.646(CFS)
Normal flow depth in pipe = 11.23(In.)
Flow top width inside pipe = 13.02(In.)
Critical Depth = 9.25(In.)
Pipe flow velocity = 3.70(Ft/s)
Travel time through pipe = 0.13 min.
Time of concentration (TC) = 11.32 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 324.000 to Point/Station 324.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.862
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 11.32 min.
Rainfall intensity = 2.202(In/Hr) for a 10.0 year storm
Subarea runoff = 0.285(CFS) for 0.150(Ac.)
Total runoff = 3.931(CFS) Total area = 1.980(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 324.000 to Point/Station 325.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 140.460(Ft.)
Downstream point/station elevation = 140.290(Ft.)
Pipe length = 56.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 3.931(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 3.931(CFS)
Normal flow depth in pipe = 11.50(In.)
Flow top width inside pipe = 12.69(In.)
Critical Depth = 9.62(In.)
Pipe flow velocity = 3.90(Ft/s)
Travel time through pipe = 0.24 min.
Time of concentration (TC) = 11.56 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 325.000 to Point/Station 325.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
Page 6
164359C10.out
APARTMENT subarea type
Runoff Coefficient = 0.861
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 11.56 min.
Rainfall intensity = 2.177(In/Hr) for a 10.0 year storm
Subarea runoff = 0.300(CFS) for 0.160(Ac.)
Total runoff = 4.231(CFS) Total area = 2.140(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 325.000 to Point/Station 330.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 140.290(Ft.)
Downstream point/station elevation = 140.260(Ft.)
Pipe length = 26.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 4.231(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 4.231(CFS)
Normal flow depth in pipe = 14.81(In.)
Flow top width inside pipe = 13.74(In.)
Critical Depth = 9.46(In.)
Pipe flow velocity = 2.72(Ft/s)
Travel time through pipe = 0.16 min.
Time of concentration (TC) = 11.72 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 330.000 to Point/Station 330.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
APARTMENT subarea type
Runoff Coefficient = 0.861
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Time of concentration = 11.72 min.
Rainfall intensity = 2.161(In/Hr) for a 10.0 year storm
Subarea runoff = 0.521(CFS) for 0.280(Ac.)
Total runoff = 4.752(CFS) Total area = 2.420(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 330.000 to Point/Station 331.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 140.260(Ft.)
Downstream point/station elevation = 140.250(Ft.)
Pipe length = 7.43(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 4.752(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 4.752(CFS)
Normal flow depth in pipe = 12.84(In.)
Flow top width inside pipe = 20.47(In.)
Critical Depth = 9.59(In.)
Page 7
164359C10.out
Pipe flow velocity = 3.08(Ft/s)
Travel time through pipe = 0.04 min.
Time of concentration (TC) = 11.76 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 331.000 to Point/Station 331.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.818
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 86.00
Pervious area fraction = 1.000; Impervious fraction = 0.000
Time of concentration = 11.76 min.
Rainfall intensity = 2.157(In/Hr) for a 10.0 year storm
Subarea runoff = 1.358(CFS) for 0.770(Ac.)
Total runoff = 6.110(CFS) Total area = 3.190(Ac.)
End of computations, total study area = 3.19 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.393
Area averaged RI index number = 73.1
Page 8
164359D10.out
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0
Rational Hydrology Study Date: 10/25/18 File:164359D10.out
------------------------------------------------------------------------
TEMECULA VILLAGE - ENTRANCE
PROPOSED CONDITION - AREA D
10-YR STORM EVENT
JOB 164359
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------------------------------------------------------------------------
Program License Serial Number 6388
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition = 2
Standard intensity-duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch CaNorco ] area used.
10 year storm 10 minute intensity = 2.360(In/Hr)
10 year storm 60 minute intensity = 0.880(In/Hr)
100 year storm 10 minute intensity = 3.480(In/Hr)
100 year storm 60 minute intensity = 1.300(In/Hr)
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.880(In/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 401.000 to Point/Station 402.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 281.000(Ft.)
Top (of initial area) elevation = 142.100(Ft.)
Bottom (of initial area) elevation = 109.400(Ft.)
Difference in elevation = 32.700(Ft.)
Slope = 0.11637 s(percent)= 11.64
TC = k(0.300)*[(length^3)/(elevation change)]^0.2
Warning: TC computed to be less than 5 min.; program is assuming the
time of concentration is 5 minutes.
Initial area time of concentration = 5.000 min.
Rainfall intensity = 3.452(In/Hr) for a 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.887
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
Page 1
164359D10.out
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 0.612(CFS)
Total initial stream area = 0.200(Ac.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 402.000 to Point/Station 405.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 101.670(Ft.)
Downstream point/station elevation = 98.410(Ft.)
Pipe length = 19.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.612(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.612(CFS)
Normal flow depth in pipe = 2.10(In.)
Flow top width inside pipe = 5.73(In.)
Critical Depth = 4.77(In.)
Pipe flow velocity = 9.98(Ft/s)
Travel time through pipe = 0.03 min.
Time of concentration (TC) = 5.03 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 405.000 to Point/Station 405.000
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________
COMMERCIAL subarea type
Runoff Coefficient = 0.887
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Time of concentration = 5.03 min.
Rainfall intensity = 3.440(In/Hr) for a 10.0 year storm
Subarea runoff = 0.366(CFS) for 0.120(Ac.)
Total runoff = 0.978(CFS) Total area = 0.320(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 405.000 to Point/Station 410.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 97.920(Ft.)
Downstream point/station elevation = 95.620(Ft.)
Pipe length = 174.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.978(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 0.978(CFS)
Normal flow depth in pipe = 4.58(In.)
Flow top width inside pipe = 9.00(In.)
Critical Depth = 5.44(In.)
Pipe flow velocity = 4.34(Ft/s)
Travel time through pipe = 0.67 min.
Time of concentration (TC) = 5.70 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 405.000 to Point/Station 410.000
Page 2
164359D10.out
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.320(Ac.)
Runoff from this stream = 0.978(CFS)
Time of concentration = 5.70 min.
Rainfall intensity = 3.212(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 0.978 5.70 3.212
Largest stream flow has longer time of concentration
Qp = 0.978 + sum of
Qp = 0.978
Total of 1 streams to confluence:
Flow rates before confluence point:
0.978
Area of streams before confluence:
0.320
Results of confluence:
Total flow rate = 0.978(CFS)
Time of concentration = 5.701 min.
Effective stream area after confluence = 0.320(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 403.000 to Point/Station 404.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 174.000(Ft.)
Top (of initial area) elevation = 108.700(Ft.)
Bottom (of initial area) elevation = 100.900(Ft.)
Difference in elevation = 7.800(Ft.)
Slope = 0.04483 s(percent)= 4.48
TC = k(0.323)*[(length^3)/(elevation change)]^0.2
Warning: TC computed to be less than 5 min.; program is assuming the
time of concentration is 5 minutes.
Initial area time of concentration = 5.000 min.
Rainfall intensity = 3.452(In/Hr) for a 10.0 year storm
APARTMENT subarea type
Runoff Coefficient = 0.873
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Initial subarea runoff = 0.603(CFS)
Total initial stream area = 0.200(Ac.)
Pervious area fraction = 0.200
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 404.000 to Point/Station 410.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 96.920(Ft.)
Downstream point/station elevation = 96.100(Ft.)
Pipe length = 36.00(Ft.) Manning's N = 0.013
Page 3
164359D10.out
No. of pipes = 1 Required pipe flow = 0.603(CFS)
Nearest computed pipe diameter = 6.00(In.)
Calculated individual pipe flow = 0.603(CFS)
Normal flow depth in pipe = 3.74(In.)
Flow top width inside pipe = 5.82(In.)
Critical Depth = 4.74(In.)
Pipe flow velocity = 4.68(Ft/s)
Travel time through pipe = 0.13 min.
Time of concentration (TC) = 5.13 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 410.000 to Point/Station 410.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.200(Ac.)
Runoff from this stream = 0.603(CFS)
Time of concentration = 5.13 min.
Rainfall intensity = 3.404(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 0.978 5.70 3.212
2 0.603 5.13 3.404
Largest stream flow has longer time of concentration
Qp = 0.978 + sum of
Qb Ia/Ib
0.603 * 0.943 = 0.569
Qp = 1.547
Total of 2 streams to confluence:
Flow rates before confluence point:
0.978 0.603
Area of streams before confluence:
0.320 0.200
Results of confluence:
Total flow rate = 1.547(CFS)
Time of concentration = 5.701 min.
Effective stream area after confluence = 0.520(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 406.000 to Point/Station 407.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 175.000(Ft.)
Top (of initial area) elevation = 108.700(Ft.)
Bottom (of initial area) elevation = 100.800(Ft.)
Difference in elevation = 7.900(Ft.)
Slope = 0.04514 s(percent)= 4.51
TC = k(0.323)*[(length^3)/(elevation change)]^0.2
Warning: TC computed to be less than 5 min.; program is assuming the
time of concentration is 5 minutes.
Initial area time of concentration = 5.000 min.
Rainfall intensity = 3.452(In/Hr) for a 10.0 year storm
APARTMENT subarea type
Runoff Coefficient = 0.873
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Page 4
164359D10.out
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
Initial subarea runoff = 0.603(CFS)
Total initial stream area = 0.200(Ac.)
Pervious area fraction = 0.200
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 407.000 to Point/Station 410.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 96.250(Ft.)
Downstream point/station elevation = 96.070(Ft.)
Pipe length = 36.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.603(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 0.603(CFS)
Normal flow depth in pipe = 4.58(In.)
Flow top width inside pipe = 9.00(In.)
Critical Depth = 4.23(In.)
Pipe flow velocity = 2.67(Ft/s)
Travel time through pipe = 0.22 min.
Time of concentration (TC) = 5.22 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 410.000 to Point/Station 410.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 0.200(Ac.)
Runoff from this stream = 0.603(CFS)
Time of concentration = 5.22 min.
Rainfall intensity = 3.369(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 0.978 5.70 3.212
2 0.603 5.13 3.404
3 0.603 5.22 3.369
Largest stream flow has longer time of concentration
Qp = 0.978 + sum of
Qb Ia/Ib
0.603 * 0.943 = 0.569
Qb Ia/Ib
0.603 * 0.953 = 0.575
Qp = 2.122
Total of 3 streams to confluence:
Flow rates before confluence point:
0.978 0.603 0.603
Area of streams before confluence:
0.320 0.200 0.200
Results of confluence:
Total flow rate = 2.122(CFS)
Time of concentration = 5.701 min.
Effective stream area after confluence = 0.720(Ac.)
Page 5
164359D10.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 410.000 to Point/Station 515.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 95.560(Ft.)
Downstream point/station elevation = 95.380(Ft.)
Pipe length = 24.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.122(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 2.122(CFS)
Normal flow depth in pipe = 7.31(In.)
Flow top width inside pipe = 11.71(In.)
Critical Depth = 7.47(In.)
Pipe flow velocity = 4.23(Ft/s)
Travel time through pipe = 0.09 min.
Time of concentration (TC) = 5.80 min.
End of computations, total study area = 0.72 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.156
Area averaged RI index number = 69.0
Page 6
164359ELINE10.out
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0
Rational Hydrology Study Date: 10/25/18
File:164359ELINE10.out
------------------------------------------------------------------------
TEMECULA VILLAGE -COMMERCIAL
PROPOSED CONDITIONS - LINE E
10-YR STORM EVENT
164359
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------------------------------------------------------------------------
Program License Serial Number 6388
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition = 2
Standard intensity-duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch CaNorco ] area used.
10 year storm 10 minute intensity = 2.360(In/Hr)
10 year storm 60 minute intensity = 0.880(In/Hr)
100 year storm 10 minute intensity = 3.480(In/Hr)
100 year storm 60 minute intensity = 1.300(In/Hr)
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.880(In/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 505.000 to Point/Station 505.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
______________________________________________________________________
Rainfall intensity = 2.441(In/Hr) for a 10.0 year storm
APARTMENT subarea type
Runoff Coefficient = 0.865
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.200; Impervious fraction = 0.800
User specified values are as follows:
TC = 9.39 min. Rain intensity = 2.44(In/Hr)
Total area = 8.44(Ac.) Total runoff = 28.11(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Page 1
164359ELINE10.out
Process from Point/Station 505.000 to Point/Station 510.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 97.980(Ft.)
Downstream point/station elevation = 95.760(Ft.)
Pipe length = 386.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 28.105(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 28.105(CFS)
Normal flow depth in pipe = 22.31(In.)
Flow top width inside pipe = 26.19(In.)
Critical Depth = 21.68(In.)
Pipe flow velocity = 7.17(Ft/s)
Travel time through pipe = 0.90 min.
Time of concentration (TC) = 10.29 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 510.000 to Point/Station 510.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 8.440(Ac.)
Runoff from this stream = 28.105(CFS)
Time of concentration = 10.29 min.
Rainfall intensity = 2.321(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 601.000 to Point/Station 602.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 273.000(Ft.)
Top (of initial area) elevation = 147.700(Ft.)
Bottom (of initial area) elevation = 114.800(Ft.)
Difference in elevation = 32.900(Ft.)
Slope = 0.12051 s(percent)= 12.05
TC = k(0.300)*[(length^3)/(elevation change)]^0.2
Warning: TC computed to be less than 5 min.; program is assuming the
time of concentration is 5 minutes.
Initial area time of concentration = 5.000 min.
Rainfall intensity = 3.452(In/Hr) for a 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.887
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 1.010(CFS)
Total initial stream area = 0.330(Ac.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 602.000 to Point/Station 605.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 114.800(Ft.)
Downstream point elevation = 108.000(Ft.)
Channel length thru subarea = 343.000(Ft.)
Channel base width = 2.000(Ft.)
Page 2
164359ELINE10.out
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 6.414(CFS)
Manning's 'N' = 0.030
Maximum depth of channel = 1.500(Ft.)
Flow(q) thru subarea = 6.414(CFS)
Depth of flow = 0.557(Ft.), Average velocity = 3.698(Ft/s)
Channel flow top width = 4.228(Ft.)
Flow Velocity = 3.70(Ft/s)
Travel time = 1.55 min.
Time of concentration = 6.55 min.
Sub-Channel No. 1 Critical depth = 0.563(Ft.)
' ' ' Critical flow top width = 4.250(Ft.)
' ' ' Critical flow velocity= 3.649(Ft/s)
' ' ' Critical flow area = 1.758(Sq.Ft)
Adding area flow to channel
COMMERCIAL subarea type
Runoff Coefficient = 0.885
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Rainfall intensity = 2.976(In/Hr) for a 10.0 year storm
Subarea runoff = 10.746(CFS) for 4.080(Ac.)
Total runoff = 11.756(CFS) Total area = 4.410(Ac.)
Depth of flow = 0.762(Ft.), Average velocity = 4.375(Ft/s)
Sub-Channel No. 1 Critical depth = 0.789(Ft.)
' ' ' Critical flow top width = 5.156(Ft.)
' ' ' Critical flow velocity= 4.164(Ft/s)
' ' ' Critical flow area = 2.823(Sq.Ft)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 610.000 to Point/Station 510.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 98.000(Ft.)
Downstream point/station elevation = 96.440(Ft.)
Pipe length = 53.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 11.756(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 11.756(CFS)
Normal flow depth in pipe = 11.11(In.)
Flow top width inside pipe = 13.15(In.)
Critical depth could not be calculated.
Pipe flow velocity = 12.08(Ft/s)
Travel time through pipe = 0.07 min.
Time of concentration (TC) = 6.62 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 510.000 to Point/Station 510.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 4.410(Ac.)
Runoff from this stream = 11.756(CFS)
Page 3
164359ELINE10.out
Time of concentration = 6.62 min.
Rainfall intensity = 2.958(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 28.105 10.29 2.321
2 11.756 6.62 2.958
Largest stream flow has longer time of concentration
Qp = 28.105 + sum of
Qb Ia/Ib
11.756 * 0.785 = 9.225
Qp = 37.330
Total of 2 streams to confluence:
Flow rates before confluence point:
28.105 11.756
Area of streams before confluence:
8.440 4.410
Results of confluence:
Total flow rate = 37.330(CFS)
Time of concentration = 10.287 min.
Effective stream area after confluence = 12.850(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 510.000 to Point/Station 515.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 95.760(Ft.)
Downstream point/station elevation = 95.250(Ft.)
Pipe length = 88.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 37.330(CFS)
Nearest computed pipe diameter = 33.00(In.)
Calculated individual pipe flow = 37.330(CFS)
Normal flow depth in pipe = 25.13(In.)
Flow top width inside pipe = 28.13(In.)
Critical Depth = 24.41(In.)
Pipe flow velocity = 7.70(Ft/s)
Travel time through pipe = 0.19 min.
Time of concentration (TC) = 10.48 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 515.000 to Point/Station 515.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 12.850(Ac.)
Runoff from this stream = 37.330(CFS)
Time of concentration = 10.48 min.
Rainfall intensity = 2.298(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 410.000 to Point/Station 410.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
______________________________________________________________________
Rainfall intensity = 3.202(In/Hr) for a 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.886
Page 4
164359ELINE10.out
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
User specified values are as follows:
TC = 5.73 min. Rain intensity = 3.20(In/Hr)
Total area = 0.72(Ac.) Total runoff = 3.15(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 410.000 to Point/Station 515.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 95.560(Ft.)
Downstream point/station elevation = 95.380(Ft.)
Pipe length = 24.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 3.150(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 3.150(CFS)
Normal flow depth in pipe = 8.60(In.)
Flow top width inside pipe = 10.81(In.)
Critical Depth = 9.12(In.)
Pipe flow velocity = 5.22(Ft/s)
Travel time through pipe = 0.08 min.
Time of concentration (TC) = 5.81 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 515.000 to Point/Station 515.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.720(Ac.)
Runoff from this stream = 3.150(CFS)
Time of concentration = 5.81 min.
Rainfall intensity = 3.179(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 37.330 10.48 2.298
2 3.150 5.81 3.179
Largest stream flow has longer time of concentration
Qp = 37.330 + sum of
Qb Ia/Ib
3.150 * 0.723 = 2.277
Qp = 39.606
Total of 2 streams to confluence:
Flow rates before confluence point:
37.330 3.150
Area of streams before confluence:
12.850 0.720
Results of confluence:
Total flow rate = 39.606(CFS)
Time of concentration = 10.477 min.
Effective stream area after confluence = 13.570(Ac.)
Page 5
164359ELINE10.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 515.000 to Point/Station 520.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 95.250(Ft.)
Downstream point/station elevation = 94.740(Ft.)
Pipe length = 88.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 39.606(CFS)
Nearest computed pipe diameter = 33.00(In.)
Calculated individual pipe flow = 39.606(CFS)
Normal flow depth in pipe = 26.58(In.)
Flow top width inside pipe = 26.13(In.)
Critical Depth = 25.14(In.)
Pipe flow velocity = 7.73(Ft/s)
Travel time through pipe = 0.19 min.
Time of concentration (TC) = 10.67 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 520.000 to Point/Station 520.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 13.570(Ac.)
Runoff from this stream = 39.606(CFS)
Time of concentration = 10.67 min.
Rainfall intensity = 2.275(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 710.000 to Point/Station 710.000
**** USER DEFINED FLOW INFORMATION AT A POINT ****
______________________________________________________________________
Rainfall intensity = 3.187(In/Hr) for a 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.886
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
User specified values are as follows:
TC = 5.78 min. Rain intensity = 3.19(In/Hr)
Total area = 2.96(Ac.) Total runoff = 12.44(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 710.000 to Point/Station 520.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 97.000(Ft.)
Downstream point/station elevation = 95.420(Ft.)
Pipe length = 53.00(Ft.) Manning's N = 0.011
No. of pipes = 1 Required pipe flow = 12.439(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 12.439(CFS)
Normal flow depth in pipe = 11.60(In.)
Flow top width inside pipe = 12.56(In.)
Critical depth could not be calculated.
Pipe flow velocity = 12.22(Ft/s)
Travel time through pipe = 0.07 min.
Time of concentration (TC) = 5.85 min.
Page 6
164359ELINE10.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 520.000 to Point/Station 520.000
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 2.960(Ac.)
Runoff from this stream = 12.439(CFS)
Time of concentration = 5.85 min.
Rainfall intensity = 3.165(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 39.606 10.67 2.275
2 12.439 5.85 3.165
Largest stream flow has longer time of concentration
Qp = 39.606 + sum of
Qb Ia/Ib
12.439 * 0.719 = 8.941
Qp = 48.547
Total of 2 streams to confluence:
Flow rates before confluence point:
39.606 12.439
Area of streams before confluence:
13.570 2.960
Results of confluence:
Total flow rate = 48.547(CFS)
Time of concentration = 10.667 min.
Effective stream area after confluence = 16.530(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 520.000 to Point/Station 525.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
______________________________________________________________________
Upstream point/station elevation = 94.740(Ft.)
Downstream point/station elevation = 94.500(Ft.)
Pipe length = 42.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 48.547(CFS)
Nearest computed pipe diameter = 36.00(In.)
Calculated individual pipe flow = 48.547(CFS)
Normal flow depth in pipe = 28.36(In.)
Flow top width inside pipe = 29.44(In.)
Critical Depth = 27.22(In.)
Pipe flow velocity = 8.12(Ft/s)
Travel time through pipe = 0.09 min.
Time of concentration (TC) = 10.75 min.
End of computations, total study area = 16.53 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.151
Area averaged RI index number = 69.0
Page 7
164359F10
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0
Rational Hydrology Study Date: 08/08/18 File:164359F10.out
------------------------------------------------------------------------
TEMECULA VILLAGE - COMMERCIAL
PROPOSED CONDITIONS - AREA F
10-YR STORM EVENT
164359
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------------------------------------------------------------------------
Program License Serial Number 6388
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition = 2
Standard intensity-duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch CaNorco ] area used.
10 year storm 10 minute intensity = 2.360(In/Hr)
10 year storm 60 minute intensity = 0.880(In/Hr)
100 year storm 10 minute intensity = 3.480(In/Hr)
100 year storm 60 minute intensity = 1.300(In/Hr)
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.880(In/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 701.000 to Point/Station 702.000
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 206.000(Ft.)
Top (of initial area) elevation = 144.600(Ft.)
Bottom (of initial area) elevation = 110.300(Ft.)
Difference in elevation = 34.300(Ft.)
Slope = 0.16650 s(percent)= 16.65
TC = k(0.300)*[(length^3)/(elevation change)]^0.2
Warning: TC computed to be less than 5 min.; program is assuming the
time of concentration is 5 minutes.
Initial area time of concentration = 5.000 min.
Rainfall intensity = 3.452(In/Hr) for a 10.0 year storm
COMMERCIAL subarea type
Runoff Coefficient = 0.887
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
Page 1
164359F10
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Initial subarea runoff = 0.367(CFS)
Total initial stream area = 0.120(Ac.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 702.000 to Point/Station 705.000
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 110.300(Ft.)
Downstream point elevation = 106.000(Ft.)
Channel length thru subarea = 185.000(Ft.)
Channel base width = 2.000(Ft.)
Slope or 'Z' of left channel bank = 2.000
Slope or 'Z' of right channel bank = 2.000
Estimated mean flow rate at midpoint of channel = 4.387(CFS)
Manning's 'N' = 0.030
Maximum depth of channel = 1.500(Ft.)
Flow(q) thru subarea = 4.387(CFS)
Depth of flow = 0.436(Ft.), Average velocity = 3.509(Ft/s)
Channel flow top width = 3.742(Ft.)
Flow Velocity = 3.51(Ft/s)
Travel time = 0.88 min.
Time of concentration = 5.88 min.
Sub-Channel No. 1 Critical depth = 0.453(Ft.)
' ' ' Critical flow top width = 3.813(Ft.)
' ' ' Critical flow velocity= 3.332(Ft/s)
' ' ' Critical flow area = 1.317(Sq.Ft)
Adding area flow to channel
COMMERCIAL subarea type
Runoff Coefficient = 0.886
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 69.00
Pervious area fraction = 0.100; Impervious fraction = 0.900
Rainfall intensity = 3.158(In/Hr) for a 10.0 year storm
Subarea runoff = 7.942(CFS) for 2.840(Ac.)
Total runoff = 8.309(CFS) Total area = 2.960(Ac.)
Depth of flow = 0.612(Ft.), Average velocity = 4.212(Ft/s)
Sub-Channel No. 1 Critical depth = 0.648(Ft.)
' ' ' Critical flow top width = 4.594(Ft.)
' ' ' Critical flow velocity= 3.887(Ft/s)
' ' ' Critical flow area = 2.138(Sq.Ft)
End of computations, total study area = 2.96 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.100
Area averaged RI index number = 69.0
Page 2
40810 COUNTY CENTER DR.,
SUITE 200
TEMECULA, CA 92591
PHONE: (951) 676-8042
MBAKERINTL.COM
VICINITY MAP
PROJECTSITE
TEMECULA
VAN
LO
A
D
I
N
G
LO
A
D
I
N
G
LOADING
LOADING
VA
N
RANCHO CALIFORNIA R
O
A
D
LINE 'A'
24" HP
CB#1
CB#2
CB#6
LINE 'D'
18" HP
LINE 'A1'
LINE 'C'
CB#3CB#4
WQMP BASIN 'B'
BOT. EL.=1140.0
SEDIMENT BASIN 'D'
BOT. EL.=1001.0
WQMP BASIN 'A'
BOT. EL.=1106.0
SEDIMENT BASIN 'C'
BOT. EL.=1103.0
LINE 'E'
30" RCP
LINE 'A'
CB#5
LINE 'B'
DRAINAGE STUDY TEMECULA VILLAGE
Appendix C: Hydraulic Calculations
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Channel Slope 0.00500 ft/ft
Normal Depth 0.23 ft
Discharge 0.86 ft³/s
Cross Section Image
Cross Section for Irregular Section - 103
8/9/2018 11:15:44 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Channel Slope 0.500 %
Normal Depth 0.23 ft
Discharge 1.11 ft³/s
Cross Section Image
Cross Section for Irregular Section - 125
10/25/2018 12:32:23 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Channel Slope 0.500 %
Normal Depth 0.21 ft
Discharge 0.76 ft³/s
Cross Section Image
Cross Section for Irregular Section - 322
10/25/2018 12:38:07 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page
Project Description
Solve For Spread
Input Data
Discharge 0.86 ft³/s
Gutter Width 3.00 ft
Gutter Cross Slope 0.11 ft/ft
Road Cross Slope 0.02 ft/ft
Grate Width 2.00 ft
Grate Length 2.00 ft
Local Depression 0.00 in
Local Depression Width 3.00 ft
Grate Type P-50 mm (P-1-7/8")
Clogging 50.00 %
Results
Spread 3.15 ft
Depth 0.33 ft
Gutter Depression 0.27 ft
Total Depression 0.27 ft
Open Grate Area 1.80 ft²
Active Grate Weir Length 4.00 ft
Worksheet for Grate Inlet In Sag - Node 103
8/8/2018 2:05:55 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page
Project Description
Solve For Spread
Input Data
Discharge 1.44 ft³/s
Left Side Slope 67.000 %
Right Side Slope 67.000 %
Bottom Width 0.00 ft
Grate Width 2.00 ft
Grate Length 2.00 ft
Local Depression 0.00 in
Local Depression Width 0.00 ft
Grate Type P-50 mm (P-1-7/8")
Clogging 50.00 %
Results
Spread 0.55 ft
Depth 0.19 ft
Wetted Perimeter 0.67 ft
Top Width 0.55 ft
Open Grate Area 1.80 ft²
Active Grate Weir Length 6.00 ft
Worksheet for Ditch Inlet In Sag - Node 107
8/8/2018 2:30:55 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page
Project Description
Solve For Spread
Input Data
Discharge 1.36 ft³/s
Gutter Width 3.00 ft
Gutter Cross Slope 0.11 ft/ft
Road Cross Slope 0.02 ft/ft
Grate Width 2.00 ft
Grate Length 2.00 ft
Local Depression 0.00 in
Local Depression Width 2.00 ft
Grate Type P-50 mm (P-1-7/8")
Clogging 50.00 %
Results
Spread 6.30 ft
Depth 0.40 ft
Gutter Depression 0.27 ft
Total Depression 0.27 ft
Open Grate Area 1.80 ft²
Active Grate Weir Length 4.00 ft
Worksheet for Grate Inlet In Sag - Node 115
8/8/2018 2:11:40 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page
Project Description
Solve For Spread
Input Data
Discharge 0.80 ft³/s
Gutter Width 3.00 ft
Gutter Cross Slope 0.11 ft/ft
Road Cross Slope 0.02 ft/ft
Grate Width 2.00 ft
Grate Length 2.00 ft
Local Depression 0.00 in
Local Depression Width 2.00 ft
Grate Type P-50 mm (P-1-7/8")
Clogging 50.00 %
Results
Spread 2.95 ft
Depth 0.32 ft
Gutter Depression 0.27 ft
Total Depression 0.27 ft
Open Grate Area 1.80 ft²
Active Grate Weir Length 4.00 ft
Worksheet for Grate Inlet In Sag - Node 117
8/8/2018 2:13:35 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page
Project Description
Solve For Spread
Input Data
Discharge 1.11 ft³/s
Gutter Width 3.00 ft
Gutter Cross Slope 0.11 ft/ft
Road Cross Slope 0.02 ft/ft
Grate Width 2.00 ft
Grate Length 2.00 ft
Local Depression 0.00 in
Local Depression Width 0.00 ft
Grate Type P-50 mm (P-1-7/8")
Clogging 50.00 %
Results
Spread 4.78 ft
Depth 0.37 ft
Gutter Depression 0.27 ft
Total Depression 0.27 ft
Open Grate Area 1.80 ft²
Active Grate Weir Length 4.00 ft
Worksheet for Grate Inlet In Sag - 125
10/25/2018 12:43:31 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page
Project Description
Solve For Spread
Input Data
Discharge 1.10 ft³/s
Gutter Width 2.00 ft
Gutter Cross Slope 0.11 ft/ft
Road Cross Slope 0.02 ft/ft
Curb Opening Length 3.50 ft
Opening Height 0.50 ft
Curb Throat Type Horizontal
Local Depression 2.00 in
Local Depression Width 2.00 ft
Throat Incline Angle 90.00 degrees
Results
Spread 8.26 ft
Depth 0.35 ft
Gutter Depression 0.18 ft
Total Depression 0.35 ft
Worksheet for Curb Inlet In Sag - 131
10/25/2018 12:45:24 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page
Project Description
Solve For Spread
Input Data
Discharge 1.04 ft³/s
Gutter Width 3.00 ft
Gutter Cross Slope 0.11 ft/ft
Road Cross Slope 0.02 ft/ft
Grate Width 2.00 ft
Grate Length 2.00 ft
Local Depression 0.00 in
Local Depression Width 0.00 ft
Grate Type P-50 mm (P-1-7/8")
Clogging 50.00 %
Results
Spread 4.34 ft
Depth 0.36 ft
Gutter Depression 0.27 ft
Total Depression 0.27 ft
Open Grate Area 1.80 ft²
Active Grate Weir Length 4.00 ft
Worksheet for Grate Inlet In Sag - Node 210
8/8/2018 2:26:13 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page
Project Description
Solve For Spread
Input Data
Discharge 1.60 ft³/s
Left Side Slope 67.000 %
Right Side Slope 67.000 %
Bottom Width 0.00 ft
Grate Width 2.00 ft
Grate Length 2.00 ft
Local Depression 0.00 in
Local Depression Width 0.00 ft
Grate Type P-50 mm (P-1-7/8")
Clogging 50.00 %
Results
Spread 0.59 ft
Depth 0.20 ft
Wetted Perimeter 0.72 ft
Top Width 0.59 ft
Open Grate Area 1.80 ft²
Active Grate Weir Length 6.00 ft
Worksheet for Ditch Inlet In Sag - Node 20
8/8/2018 2:32:56 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page
Project Description
Solve For Efficiency
Input Data
Discharge 0.41 ft³/s
Slope 0.00500 ft/ft
Gutter Width 3.00 ft
Gutter Cross Slope 0.11 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.013
Grate Width 2.00 ft
Grate Length 2.00 ft
Grate Type P-50 mm (P-1-7/8")
Clogging 50.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 100.00 %
Intercepted Flow 0.41 ft³/s
Bypass Flow 0.00 ft³/s
Spread 1.91 ft
Depth 0.20 ft
Flow Area 0.20 ft²
Gutter Depression 0.26 ft
Total Depression 0.26 ft
Velocity 2.10 ft/s
Splash Over Velocity 5.66 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.16
Grate Flow Ratio 1.00
Active Grate Length 1.00 ft
Worksheet for Grate Inlet On Grade - Node 314
8/8/2018 2:50:17 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page
Project Description
Solve For Efficiency
Input Data
Discharge 1.32 ft³/s
Slope 0.00600 ft/ft
Gutter Width 3.00 ft
Gutter Cross Slope 0.11 ft/ft
Road Cross Slope 0.01 ft/ft
Roughness Coefficient 0.013
Grate Width 2.00 ft
Grate Length 2.00 ft
Grate Type P-50 mm (P-1-7/8")
Clogging 50.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 96.32 %
Intercepted Flow 1.27 ft³/s
Bypass Flow 0.05 ft³/s
Spread 2.86 ft
Depth 0.31 ft
Flow Area 0.44 ft²
Gutter Depression 0.29 ft
Total Depression 0.29 ft
Velocity 3.02 ft/s
Splash Over Velocity 5.66 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.09
Grate Flow Ratio 0.96
Active Grate Length 1.00 ft
Worksheet for Grate Inlet On Grade - Node 322
8/8/2018 2:53:54 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page
Project Description
Solve For Grate Length
Input Data
Discharge 0.43 ft³/s
Slope 0.00500 ft/ft
Gutter Width 3.00 ft
Gutter Cross Slope 0.11 ft/ft
Road Cross Slope 0.04 ft/ft
Roughness Coefficient 0.013
Efficiency 98.45 %
Grate Width 2.00 ft
Grate Type P-50 mm (P-1-7/8")
Clogging 50.00 %
Options
Grate Flow Option Exclude None
Results
Grate Length 0.48 ft
Intercepted Flow 0.42 ft³/s
Bypass Flow 0.01 ft³/s
Spread 1.94 ft
Depth 0.21 ft
Flow Area 0.20 ft²
Gutter Depression 0.21 ft
Total Depression 0.21 ft
Velocity 2.13 ft/s
Splash Over Velocity 1.96 ft/s
Frontal Flow Factor 0.98
Side Flow Factor 0.01
Grate Flow Ratio 1.00
Active Grate Length 0.24 ft
Worksheet for Grate Inlet On Grade - Node 324
8/8/2018 2:58:32 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page
Project Description
Solve For Curb Opening Length
Input Data
Discharge 0.90 ft³/s
Slope 0.02000 ft/ft
Gutter Width 2.00 ft
Gutter Cross Slope 0.11 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.013
Efficiency 100.00 %
Local Depression 4.00 in
Local Depression Width 4.00 ft
Results
Curb Opening Length 7.55 ft
Intercepted Flow 0.90 ft³/s
Bypass Flow 0.00 ft³/s
Spread 1.94 ft
Depth 0.21 ft
Flow Area 0.21 ft²
Gutter Depression 0.18 ft
Total Depression 0.51 ft
Velocity 4.33 ft/s
Equivalent Cross Slope 0.14833 ft/ft
Length Factor 1.00
Total Interception Length 7.55 ft
Worksheet for CB 1
10/25/2018 12:55:13 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page
Project Description
Solve For Curb Opening Length
Input Data
Discharge 0.90 ft³/s
Slope 0.02000 ft/ft
Gutter Width 2.00 ft
Gutter Cross Slope 0.11 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.013
Efficiency 100.00 %
Local Depression 4.00 in
Local Depression Width 4.00 ft
Results
Curb Opening Length 7.55 ft
Intercepted Flow 0.90 ft³/s
Bypass Flow 0.00 ft³/s
Spread 1.94 ft
Depth 0.21 ft
Flow Area 0.21 ft²
Gutter Depression 0.18 ft
Total Depression 0.51 ft
Velocity 4.33 ft/s
Equivalent Cross Slope 0.14833 ft/ft
Length Factor 1.00
Total Interception Length 7.55 ft
Worksheet for CB 2
10/25/2018 12:56:44 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page
Project Description
Solve For Curb Opening Length
Input Data
Discharge 0.54 ft³/s
Slope 0.14800 ft/ft
Gutter Width 2.00 ft
Gutter Cross Slope 0.11 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.013
Efficiency 83.27 %
Local Depression 4.00 in
Local Depression Width 4.00 ft
Results
Curb Opening Length 7.00 ft
Intercepted Flow 0.45 ft³/s
Bypass Flow 0.09 ft³/s
Spread 1.11 ft
Depth 0.12 ft
Flow Area 0.07 ft²
Gutter Depression 0.18 ft
Total Depression 0.51 ft
Velocity 8.06 ft/s
Equivalent Cross Slope 0.14818 ft/ft
Length Factor 0.63
Total Interception Length 11.12 ft
Worksheet for CB 3
8/8/2018 3:01:09 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page
Project Description
Solve For Curb Opening Length
Input Data
Discharge 0.91 ft³/s
Slope 0.14800 ft/ft
Gutter Width 2.00 ft
Gutter Cross Slope 0.11 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.013
Efficiency 71.87 %
Local Depression 4.00 in
Local Depression Width 4.00 ft
Results
Curb Opening Length 7.00 ft
Intercepted Flow 0.65 ft³/s
Bypass Flow 0.26 ft³/s
Spread 1.34 ft
Depth 0.15 ft
Flow Area 0.10 ft²
Gutter Depression 0.18 ft
Total Depression 0.51 ft
Velocity 9.19 ft/s
Equivalent Cross Slope 0.14818 ft/ft
Length Factor 0.51
Total Interception Length 13.84 ft
Worksheet for CB 4
8/8/2018 3:06:00 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page
Project Description
Solve For Curb Opening Length
Input Data
Discharge 1.10 ft³/s
Slope 0.14800 ft/ft
Gutter Width 2.00 ft
Gutter Cross Slope 0.11 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.013
Efficiency 38.00 %
Local Depression 4.00 in
Local Depression Width 4.00 ft
Results
Curb Opening Length 3.49 ft
Intercepted Flow 0.42 ft³/s
Bypass Flow 0.68 ft³/s
Spread 1.44 ft
Depth 0.16 ft
Flow Area 0.11 ft²
Gutter Depression 0.18 ft
Total Depression 0.51 ft
Velocity 9.63 ft/s
Equivalent Cross Slope 0.14818 ft/ft
Length Factor 0.23
Total Interception Length 14.97 ft
Worksheet for CB 5
10/25/2018 1:02:36 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page
Project Description
Solve For Curb Opening Length
Input Data
Discharge 0.74 ft³/s
Slope 0.14800 ft/ft
Gutter Width 2.00 ft
Gutter Cross Slope 0.11 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.013
Efficiency 44.00 %
Local Depression 4.00 in
Local Depression Width 4.00 ft
Results
Curb Opening Length 3.50 ft
Intercepted Flow 0.33 ft³/s
Bypass Flow 0.42 ft³/s
Spread 1.25 ft
Depth 0.14 ft
Flow Area 0.09 ft²
Gutter Depression 0.18 ft
Total Depression 0.51 ft
Velocity 8.74 ft/s
Equivalent Cross Slope 0.14818 ft/ft
Length Factor 0.28
Total Interception Length 12.72 ft
Worksheet for CB 6
10/25/2018 1:04:55 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page
Project Description
Friction Method Manning Formula
Solve For Full Flow Diameter
Input Data
Roughness Coefficient 0.012
Channel Slope 0.01900 ft/ft
Normal Depth 0.44 ft
Diameter 0.44 ft
Discharge 0.58 ft³/s
Results
Diameter 0.44 ft
Normal Depth 0.44 ft
Flow Area 0.15 ft²
Wetted Perimeter 1.37 ft
Hydraulic Radius 0.11 ft
Top Width 0.00 ft
Critical Depth 0.39 ft
Percent Full 100.0 %
Critical Slope 0.01684 ft/ft
Velocity 3.90 ft/s
Velocity Head 0.24 ft
Specific Energy 0.67 ft
Froude Number 0.00
Maximum Discharge 0.62 ft³/s
Discharge Full 0.58 ft³/s
Slope Full 0.01906 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Worksheet for Circular Pipe - 102-103
8/9/2018 8:55:49 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.44 ft
Critical Depth 0.39 ft
Channel Slope 0.01900 ft/ft
Critical Slope 0.01684 ft/ft
Worksheet for Circular Pipe - 102-103
8/9/2018 8:55:49 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Full Flow Diameter
Input Data
Roughness Coefficient 0.012
Channel Slope 0.01900 ft/ft
Normal Depth 0.61 ft
Diameter 0.61 ft
Discharge 1.45 ft³/s
Results
Diameter 0.61 ft
Normal Depth 0.61 ft
Flow Area 0.30 ft²
Wetted Perimeter 1.93 ft
Hydraulic Radius 0.15 ft
Top Width 0.00 ft
Critical Depth 0.56 ft
Percent Full 100.0 %
Critical Slope 0.01656 ft/ft
Velocity 4.89 ft/s
Velocity Head 0.37 ft
Specific Energy 0.99 ft
Froude Number 0.00
Maximum Discharge 1.56 ft³/s
Discharge Full 1.45 ft³/s
Slope Full 0.01898 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Worksheet for Circular Pipe - 103-108
8/9/2018 8:57:13 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.61 ft
Critical Depth 0.56 ft
Channel Slope 0.01900 ft/ft
Critical Slope 0.01656 ft/ft
Worksheet for Circular Pipe - 103-108
8/9/2018 8:57:13 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Full Flow Diameter
Input Data
Roughness Coefficient 0.012
Channel Slope 0.00500 ft/ft
Normal Depth 1.14 ft
Diameter 1.14 ft
Discharge 3.85 ft³/s
Results
Diameter 1.14 ft
Normal Depth 1.14 ft
Flow Area 1.02 ft²
Wetted Perimeter 3.57 ft
Hydraulic Radius 0.28 ft
Top Width 0.00 ft
Critical Depth 0.81 ft
Percent Full 100.0 %
Critical Slope 0.00673 ft/ft
Velocity 3.79 ft/s
Velocity Head 0.22 ft
Specific Energy 1.36 ft
Froude Number 0.00
Maximum Discharge 4.14 ft³/s
Discharge Full 3.85 ft³/s
Slope Full 0.00500 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Worksheet for Circular Pipe - 108-111
8/8/2018 3:42:16 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.14 ft
Critical Depth 0.81 ft
Channel Slope 0.00500 ft/ft
Critical Slope 0.00673 ft/ft
Worksheet for Circular Pipe - 108-111
8/8/2018 3:42:16 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Full Flow Diameter
Input Data
Roughness Coefficient 0.012
Channel Slope 0.00500 ft/ft
Normal Depth 1.28 ft
Diameter 1.28 ft
Discharge 5.32 ft³/s
Results
Diameter 1.28 ft
Normal Depth 1.28 ft
Flow Area 1.30 ft²
Wetted Perimeter 4.04 ft
Hydraulic Radius 0.32 ft
Top Width 0.00 ft
Critical Depth 0.93 ft
Percent Full 100.0 %
Critical Slope 0.00656 ft/ft
Velocity 4.11 ft/s
Velocity Head 0.26 ft
Specific Energy 1.55 ft
Froude Number 0.00
Maximum Discharge 5.72 ft³/s
Discharge Full 5.32 ft³/s
Slope Full 0.00500 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Worksheet for Circular Pipe - 111-112
8/8/2018 3:43:17 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.28 ft
Critical Depth 0.93 ft
Channel Slope 0.00500 ft/ft
Critical Slope 0.00656 ft/ft
Worksheet for Circular Pipe - 111-112
8/8/2018 3:43:17 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Full Flow Diameter
Input Data
Roughness Coefficient 0.012
Channel Slope 0.00500 ft/ft
Normal Depth 1.41 ft
Diameter 1.41 ft
Discharge 6.88 ft³/s
Results
Diameter 1.41 ft
Normal Depth 1.41 ft
Flow Area 1.57 ft²
Wetted Perimeter 4.44 ft
Hydraulic Radius 0.35 ft
Top Width 0.00 ft
Critical Depth 1.03 ft
Percent Full 100.0 %
Critical Slope 0.00643 ft/ft
Velocity 4.38 ft/s
Velocity Head 0.30 ft
Specific Energy 1.71 ft
Froude Number 0.00
Maximum Discharge 7.40 ft³/s
Discharge Full 6.88 ft³/s
Slope Full 0.00500 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Worksheet for Circular Pipe - 112-115
8/9/2018 8:59:41 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.41 ft
Critical Depth 1.03 ft
Channel Slope 0.00500 ft/ft
Critical Slope 0.00643 ft/ft
Worksheet for Circular Pipe - 112-115
8/9/2018 8:59:41 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.012
Channel Slope 1.95000 %
Diameter 18.00 in
Discharge 8.23 ft³/s
Results
Normal Depth 9.19 in
Flow Area 0.91 ft²
Wetted Perimeter 2.39 ft
Hydraulic Radius 4.56 in
Top Width 1.50 ft
Critical Depth 1.11 ft
Percent Full 51.0 %
Critical Slope 0.00647 ft/ft
Velocity 9.07 ft/s
Velocity Head 1.28 ft
Specific Energy 2.04 ft
Froude Number 2.06
Maximum Discharge 17.09 ft³/s
Discharge Full 15.89 ft³/s
Slope Full 0.00523 ft/ft
Flow Type SuperCritical
GVF Input Data
Downstream Depth 0.00 in
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 in
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 51.05 %
Downstream Velocity Infinity ft/s
Worksheet for Circular Pipe - 115-116
9/7/2018 1:54:39 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 9.19 in
Critical Depth 1.11 ft
Channel Slope 1.95000 %
Critical Slope 0.00647 ft/ft
Worksheet for Circular Pipe - 115-116
9/7/2018 1:54:39 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.012
Channel Slope 1.95000 %
Diameter 18.00 in
Discharge 9.22 ft³/s
Results
Normal Depth 9.84 in
Flow Area 0.99 ft²
Wetted Perimeter 2.50 ft
Hydraulic Radius 4.75 in
Top Width 1.49 ft
Critical Depth 1.17 ft
Percent Full 54.7 %
Critical Slope 0.00718 ft/ft
Velocity 9.33 ft/s
Velocity Head 1.35 ft
Specific Energy 2.17 ft
Froude Number 2.02
Maximum Discharge 17.09 ft³/s
Discharge Full 15.89 ft³/s
Slope Full 0.00657 ft/ft
Flow Type SuperCritical
GVF Input Data
Downstream Depth 0.00 in
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 in
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 54.68 %
Downstream Velocity Infinity ft/s
Worksheet for Circular Pipe - 116-117
9/7/2018 1:52:35 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 9.84 in
Critical Depth 1.17 ft
Channel Slope 1.95000 %
Critical Slope 0.00718 ft/ft
Worksheet for Circular Pipe - 116-117
9/7/2018 1:52:35 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Full Flow Diameter
Input Data
Roughness Coefficient 0.012
Channel Slope 0.00500 ft/ft
Normal Depth 1.69 ft
Diameter 1.69 ft
Discharge 11.14 ft³/s
Results
Diameter 1.69 ft
Normal Depth 1.69 ft
Flow Area 2.26 ft²
Wetted Perimeter 5.32 ft
Hydraulic Radius 0.42 ft
Top Width 0.00 ft
Critical Depth 1.25 ft
Percent Full 100.0 %
Critical Slope 0.00620 ft/ft
Velocity 4.94 ft/s
Velocity Head 0.38 ft
Specific Energy 2.07 ft
Froude Number 0.00
Maximum Discharge 11.98 ft³/s
Discharge Full 11.14 ft³/s
Slope Full 0.00500 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Worksheet for Circular Pipe - 117-150
8/9/2018 9:01:51 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.69 ft
Critical Depth 1.25 ft
Channel Slope 0.00500 ft/ft
Critical Slope 0.00620 ft/ft
Worksheet for Circular Pipe - 117-150
8/9/2018 9:01:51 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Full Flow Diameter
Input Data
Roughness Coefficient 0.012
Channel Slope 0.05000 ft/ft
Normal Depth 0.61 ft
Diameter 0.61 ft
Discharge 2.27 ft³/s
Results
Diameter 0.61 ft
Normal Depth 0.61 ft
Flow Area 0.29 ft²
Wetted Perimeter 1.90 ft
Hydraulic Radius 0.15 ft
Top Width 0.00 ft
Critical Depth 0.60 ft
Percent Full 100.0 %
Critical Slope 0.04524 ft/ft
Velocity 7.86 ft/s
Velocity Head 0.96 ft
Specific Energy 1.57 ft
Froude Number 0.00
Maximum Discharge 2.44 ft³/s
Discharge Full 2.27 ft³/s
Slope Full 0.04991 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Worksheet for Circular Pipe - 122-143
8/8/2018 4:23:42 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.61 ft
Critical Depth 0.60 ft
Channel Slope 0.05000 ft/ft
Critical Slope 0.04524 ft/ft
Worksheet for Circular Pipe - 122-143
8/8/2018 4:23:42 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Full Flow Diameter
Input Data
Roughness Coefficient 0.012
Channel Slope 0.00300 ft/ft
Normal Depth 1.18 ft
Diameter 1.18 ft
Discharge 3.28 ft³/s
Results
Diameter 1.18 ft
Normal Depth 1.18 ft
Flow Area 1.09 ft²
Wetted Perimeter 3.70 ft
Hydraulic Radius 0.29 ft
Top Width 0.00 ft
Critical Depth 0.74 ft
Percent Full 100.0 %
Critical Slope 0.00574 ft/ft
Velocity 3.00 ft/s
Velocity Head 0.14 ft
Specific Energy 1.32 ft
Froude Number 0.00
Maximum Discharge 3.53 ft³/s
Discharge Full 3.28 ft³/s
Slope Full 0.00300 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Worksheet for Circular Pipe - 143-125
8/9/2018 9:05:27 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.18 ft
Critical Depth 0.74 ft
Channel Slope 0.00300 ft/ft
Critical Slope 0.00574 ft/ft
Worksheet for Circular Pipe - 143-125
8/9/2018 9:05:27 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Full Flow Diameter
Input Data
Roughness Coefficient 0.012
Channel Slope 0.00600 ft/ft
Normal Depth 0.75 ft
Diameter 0.75 ft
Discharge 1.41 ft³/s
Results
Diameter 0.75 ft
Normal Depth 0.75 ft
Flow Area 0.45 ft²
Wetted Perimeter 2.37 ft
Hydraulic Radius 0.19 ft
Top Width 0.00 ft
Critical Depth 0.55 ft
Percent Full 100.0 %
Critical Slope 0.00785 ft/ft
Velocity 3.15 ft/s
Velocity Head 0.15 ft
Specific Energy 0.91 ft
Froude Number 0.00
Maximum Discharge 1.52 ft³/s
Discharge Full 1.41 ft³/s
Slope Full 0.00599 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Worksheet for Circular Pipe - 146-147
8/9/2018 9:29:24 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.75 ft
Critical Depth 0.55 ft
Channel Slope 0.00600 ft/ft
Critical Slope 0.00785 ft/ft
Worksheet for Circular Pipe - 146-147
8/9/2018 9:29:24 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Full Flow Diameter
Input Data
Roughness Coefficient 0.012
Channel Slope 0.01200 ft/ft
Normal Depth 1.02 ft
Diameter 1.02 ft
Discharge 4.49 ft³/s
Results
Diameter 1.02 ft
Normal Depth 1.02 ft
Flow Area 0.82 ft²
Wetted Perimeter 3.21 ft
Hydraulic Radius 0.26 ft
Top Width 0.00 ft
Critical Depth 0.89 ft
Percent Full 100.0 %
Critical Slope 0.01098 ft/ft
Velocity 5.46 ft/s
Velocity Head 0.46 ft
Specific Energy 1.49 ft
Froude Number 0.00
Maximum Discharge 4.83 ft³/s
Discharge Full 4.49 ft³/s
Slope Full 0.01200 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Worksheet for Circular Pipe - 147-126
8/9/2018 9:32:08 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.02 ft
Critical Depth 0.89 ft
Channel Slope 0.01200 ft/ft
Critical Slope 0.01098 ft/ft
Worksheet for Circular Pipe - 147-126
8/9/2018 9:32:08 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Full Flow Diameter
Input Data
Roughness Coefficient 0.012
Channel Slope 0.00400 ft/ft
Normal Depth 1.66 ft
Diameter 1.66 ft
Discharge 9.43 ft³/s
Results
Diameter 1.66 ft
Normal Depth 1.66 ft
Flow Area 2.16 ft²
Wetted Perimeter 5.22 ft
Hydraulic Radius 0.42 ft
Top Width 0.00 ft
Critical Depth 1.16 ft
Percent Full 100.0 %
Critical Slope 0.00574 ft/ft
Velocity 4.36 ft/s
Velocity Head 0.29 ft
Specific Energy 1.96 ft
Froude Number 0.00
Maximum Discharge 10.15 ft³/s
Discharge Full 9.43 ft³/s
Slope Full 0.00400 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Worksheet for Circular Pipe - 125-130
8/9/2018 9:07:07 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.66 ft
Critical Depth 1.16 ft
Channel Slope 0.00400 ft/ft
Critical Slope 0.00574 ft/ft
Worksheet for Circular Pipe - 125-130
8/9/2018 9:07:07 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Full Flow Diameter
Input Data
Roughness Coefficient 0.012
Channel Slope 0.00400 ft/ft
Normal Depth 1.79 ft
Diameter 1.79 ft
Discharge 11.56 ft³/s
Results
Diameter 1.79 ft
Normal Depth 1.79 ft
Flow Area 2.52 ft²
Wetted Perimeter 5.63 ft
Hydraulic Radius 0.45 ft
Top Width 0.00 ft
Critical Depth 1.26 ft
Percent Full 100.0 %
Critical Slope 0.00564 ft/ft
Velocity 4.58 ft/s
Velocity Head 0.33 ft
Specific Energy 2.12 ft
Froude Number 0.00
Maximum Discharge 12.44 ft³/s
Discharge Full 11.56 ft³/s
Slope Full 0.00400 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Worksheet for Circular Pipe - 130-150
8/9/2018 9:08:46 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.79 ft
Critical Depth 1.26 ft
Channel Slope 0.00400 ft/ft
Critical Slope 0.00564 ft/ft
Worksheet for Circular Pipe - 130-150
8/9/2018 9:08:46 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Full Flow Diameter
Input Data
Roughness Coefficient 0.012
Channel Slope 0.27800 ft/ft
Normal Depth 1.03 ft
Diameter 1.03 ft
Discharge 22.06 ft³/s
Results
Diameter 1.03 ft
Normal Depth 1.03 ft
Flow Area 0.83 ft²
Wetted Perimeter 3.24 ft
Hydraulic Radius 0.26 ft
Top Width 0.00 ft
Critical Depth 1.03 ft
Percent Full 100.0 %
Critical Slope 0.27229 ft/ft
Velocity 26.45 ft/s
Velocity Head 10.87 ft
Specific Energy 11.90 ft
Froude Number 0.00
Maximum Discharge 23.72 ft³/s
Discharge Full 22.05 ft³/s
Slope Full 0.27823 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Worksheet for Circular Pipe - 150-160
8/9/2018 9:54:55 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.03 ft
Critical Depth 1.03 ft
Channel Slope 0.27800 ft/ft
Critical Slope 0.27229 ft/ft
Worksheet for Circular Pipe - 150-160
8/9/2018 9:54:55 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Full Flow Diameter
Input Data
Roughness Coefficient 0.012
Channel Slope 0.00800 ft/ft
Normal Depth 2.00 ft
Diameter 2.00 ft
Discharge 22.06 ft³/s
Results
Diameter 2.00 ft
Normal Depth 2.00 ft
Flow Area 3.16 ft²
Wetted Perimeter 6.30 ft
Hydraulic Radius 0.50 ft
Top Width 0.00 ft
Critical Depth 1.68 ft
Percent Full 100.0 %
Critical Slope 0.00773 ft/ft
Velocity 6.99 ft/s
Velocity Head 0.76 ft
Specific Energy 2.76 ft
Froude Number 0.00
Maximum Discharge 23.73 ft³/s
Discharge Full 22.06 ft³/s
Slope Full 0.00800 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Worksheet for Circular Pipe - 160-170
8/9/2018 9:55:42 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 2.00 ft
Critical Depth 1.68 ft
Channel Slope 0.00800 ft/ft
Critical Slope 0.00773 ft/ft
Worksheet for Circular Pipe - 160-170
8/9/2018 9:55:42 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Full Flow Diameter
Input Data
Roughness Coefficient 0.012
Channel Slope 42.80000 %
Normal Depth 5.14 in
Diameter 5.14 in
Discharge 2.63 ft³/s
Results
Diameter 5.14 in
Normal Depth 5.14 in
Flow Area 0.14 ft²
Wetted Perimeter 1.34 ft
Hydraulic Radius 1.28 in
Top Width 0.00 ft
Critical Depth 0.43 ft
Percent Full 100.0 %
Critical Slope 0.42910 ft/ft
Velocity 18.28 ft/s
Velocity Head 5.19 ft
Specific Energy 5.62 ft
Froude Number 0.00
Maximum Discharge 2.83 ft³/s
Discharge Full 2.63 ft³/s
Slope Full 0.42910 ft/ft
Flow Type Critical
GVF Input Data
Downstream Depth 0.00 in
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 in
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Worksheet for Circular Pipe - 202-203
9/11/2018 10:07:53 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 5.14 in
Critical Depth 0.43 ft
Channel Slope 42.80000 %
Critical Slope 0.42910 ft/ft
Worksheet for Circular Pipe - 202-203
9/11/2018 10:07:53 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Full Flow Diameter
Input Data
Roughness Coefficient 0.012
Channel Slope 0.350 %
Normal Depth 14.05 in
Diameter 14.05 in
Discharge 3.47 ft³/s
Results
Diameter 14.05 in
Normal Depth 14.05 in
Flow Area 1.08 ft²
Wetted Perimeter 3.68 ft
Hydraulic Radius 3.51 in
Top Width 0.00 ft
Critical Depth 0.77 ft
Percent Full 100.0 %
Critical Slope 0.00598 ft/ft
Velocity 3.23 ft/s
Velocity Head 0.16 ft
Specific Energy 1.33 ft
Froude Number 0.00
Maximum Discharge 3.74 ft³/s
Discharge Full 3.47 ft³/s
Slope Full 0.00350 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 in
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 in
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Worksheet for Circular Pipe - 203-210
9/11/2018 10:28:43 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 14.05 in
Critical Depth 0.77 ft
Channel Slope 0.350 %
Critical Slope 0.00598 ft/ft
Worksheet for Circular Pipe - 203-210
9/11/2018 10:28:43 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Full Flow Diameter
Input Data
Roughness Coefficient 0.012
Channel Slope 35.600 %
Normal Depth 2.81 in
Diameter 2.81 in
Discharge 0.48 ft³/s
Results
Diameter 2.81 in
Normal Depth 2.81 in
Flow Area 0.04 ft²
Wetted Perimeter 0.74 ft
Hydraulic Radius 0.70 in
Top Width 0.00 ft
Critical Depth 0.23 ft
Percent Full 100.0 %
Critical Slope 0.34180 ft/ft
Velocity 11.13 ft/s
Velocity Head 1.93 ft
Specific Energy 2.16 ft
Froude Number 0.00
Maximum Discharge 0.52 ft³/s
Discharge Full 0.48 ft³/s
Slope Full 0.35548 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 in
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 in
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Worksheet for Circular Pipe - 206-207
9/11/2018 10:32:47 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 2.81 in
Critical Depth 0.23 ft
Channel Slope 35.600 %
Critical Slope 0.34180 ft/ft
Worksheet for Circular Pipe - 206-207
9/11/2018 10:32:47 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Full Flow Diameter
Input Data
Roughness Coefficient 0.012
Channel Slope 1.000 %
Normal Depth 6.84 in
Diameter 6.84 in
Discharge 0.86 ft³/s
Results
Diameter 6.84 in
Normal Depth 6.84 in
Flow Area 0.26 ft²
Wetted Perimeter 1.79 ft
Hydraulic Radius 1.71 in
Top Width 0.00 ft
Critical Depth 0.46 ft
Percent Full 100.0 %
Critical Slope 0.01044 ft/ft
Velocity 3.38 ft/s
Velocity Head 0.18 ft
Specific Energy 0.75 ft
Froude Number 0.00
Maximum Discharge 0.93 ft³/s
Discharge Full 0.86 ft³/s
Slope Full 0.01000 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 in
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 in
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Worksheet for Copy of Circular Pipe - 207-209
9/11/2018 10:39:24 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 6.84 in
Critical Depth 0.46 ft
Channel Slope 1.000 %
Critical Slope 0.01044 ft/ft
Worksheet for Copy of Circular Pipe - 207-209
9/11/2018 10:39:24 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Full Flow Diameter
Input Data
Roughness Coefficient 0.012
Channel Slope 0.350 %
Normal Depth 15.50 in
Diameter 15.50 in
Discharge 4.52 ft³/s
Results
Diameter 15.50 in
Normal Depth 15.50 in
Flow Area 1.31 ft²
Wetted Perimeter 4.06 ft
Hydraulic Radius 3.87 in
Top Width 0.00 ft
Critical Depth 0.85 ft
Percent Full 100.0 %
Critical Slope 0.00583 ft/ft
Velocity 3.45 ft/s
Velocity Head 0.18 ft
Specific Energy 1.48 ft
Froude Number 0.00
Maximum Discharge 4.86 ft³/s
Discharge Full 4.51 ft³/s
Slope Full 0.00350 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 in
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 in
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Worksheet for Copy of Circular Pipe - 210-215
9/11/2018 11:02:49 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 15.50 in
Critical Depth 0.85 ft
Channel Slope 0.350 %
Critical Slope 0.00583 ft/ft
Worksheet for Copy of Circular Pipe - 210-215
9/11/2018 11:02:49 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Full Flow Diameter
Input Data
Roughness Coefficient 0.012
Channel Slope 0.500 %
Normal Depth 17.21 in
Diameter 17.21 in
Discharge 7.14 ft³/s
Results
Diameter 17.21 in
Normal Depth 17.21 in
Flow Area 1.62 ft²
Wetted Perimeter 4.51 ft
Hydraulic Radius 4.30 in
Top Width 0.00 ft
Critical Depth 1.05 ft
Percent Full 100.0 %
Critical Slope 0.00641 ft/ft
Velocity 4.42 ft/s
Velocity Head 0.30 ft
Specific Energy 1.74 ft
Froude Number 0.00
Maximum Discharge 7.68 ft³/s
Discharge Full 7.14 ft³/s
Slope Full 0.00500 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 in
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 in
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Worksheet for Circular Pipe - 215-225
9/11/2018 11:43:40 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 17.21 in
Critical Depth 1.05 ft
Channel Slope 0.500 %
Critical Slope 0.00641 ft/ft
Worksheet for Circular Pipe - 215-225
9/11/2018 11:43:40 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Full Flow Diameter
Input Data
Roughness Coefficient 0.012
Channel Slope 0.00500 ft/ft
Normal Depth 1.47 ft
Diameter 1.47 ft
Discharge 7.62 ft³/s
Results
Diameter 1.47 ft
Normal Depth 1.47 ft
Flow Area 1.70 ft²
Wetted Perimeter 4.62 ft
Hydraulic Radius 0.37 ft
Top Width 0.00 ft
Critical Depth 1.08 ft
Percent Full 100.0 %
Critical Slope 0.00638 ft/ft
Velocity 4.49 ft/s
Velocity Head 0.31 ft
Specific Energy 1.78 ft
Froude Number 0.00
Maximum Discharge 8.20 ft³/s
Discharge Full 7.62 ft³/s
Slope Full 0.00500 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Worksheet for Circular Pipe - 225-226
8/8/2018 4:46:21 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.47 ft
Critical Depth 1.08 ft
Channel Slope 0.00500 ft/ft
Critical Slope 0.00638 ft/ft
Worksheet for Circular Pipe - 225-226
8/8/2018 4:46:21 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Full Flow Diameter
Input Data
Roughness Coefficient 0.012
Channel Slope 0.00500 ft/ft
Normal Depth 1.57 ft
Diameter 1.57 ft
Discharge 9.03 ft³/s
Results
Diameter 1.57 ft
Normal Depth 1.57 ft
Flow Area 1.93 ft²
Wetted Perimeter 4.92 ft
Hydraulic Radius 0.39 ft
Top Width 0.00 ft
Critical Depth 1.15 ft
Percent Full 100.0 %
Critical Slope 0.00630 ft/ft
Velocity 4.69 ft/s
Velocity Head 0.34 ft
Specific Energy 1.91 ft
Froude Number 0.00
Maximum Discharge 9.71 ft³/s
Discharge Full 9.03 ft³/s
Slope Full 0.00500 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Worksheet for Circular Pipe - 228-240
8/8/2018 4:47:43 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.57 ft
Critical Depth 1.15 ft
Channel Slope 0.00500 ft/ft
Critical Slope 0.00630 ft/ft
Worksheet for Circular Pipe - 228-240
8/8/2018 4:47:43 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Full Flow Diameter
Input Data
Roughness Coefficient 0.012
Channel Slope 0.00500 ft/ft
Normal Depth 1.66 ft
Diameter 1.66 ft
Discharge 10.52 ft³/s
Results
Diameter 1.66 ft
Normal Depth 1.66 ft
Flow Area 2.16 ft²
Wetted Perimeter 5.21 ft
Hydraulic Radius 0.41 ft
Top Width 0.00 ft
Critical Depth 1.23 ft
Percent Full 100.0 %
Critical Slope 0.00623 ft/ft
Velocity 4.87 ft/s
Velocity Head 0.37 ft
Specific Energy 2.03 ft
Froude Number 0.00
Maximum Discharge 11.32 ft³/s
Discharge Full 10.52 ft³/s
Slope Full 0.00500 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Worksheet for Circular Pipe - 241-250
8/8/2018 4:51:17 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.66 ft
Critical Depth 1.23 ft
Channel Slope 0.00500 ft/ft
Critical Slope 0.00623 ft/ft
Worksheet for Circular Pipe - 241-250
8/8/2018 4:51:17 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Full Flow Diameter
Input Data
Roughness Coefficient 0.012
Channel Slope 0.00300 ft/ft
Normal Depth 0.91 ft
Diameter 0.91 ft
Discharge 1.62 ft³/s
Results
Diameter 0.91 ft
Normal Depth 0.91 ft
Flow Area 0.64 ft²
Wetted Perimeter 2.84 ft
Hydraulic Radius 0.23 ft
Top Width 0.00 ft
Critical Depth 0.56 ft
Percent Full 100.0 %
Critical Slope 0.00614 ft/ft
Velocity 2.52 ft/s
Velocity Head 0.10 ft
Specific Energy 1.00 ft
Froude Number 0.00
Maximum Discharge 1.74 ft³/s
Discharge Full 1.62 ft³/s
Slope Full 0.00300 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Worksheet for Circular Pipe - 314-315
8/8/2018 4:52:51 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.91 ft
Critical Depth 0.56 ft
Channel Slope 0.00300 ft/ft
Critical Slope 0.00614 ft/ft
Worksheet for Circular Pipe - 314-315
8/8/2018 4:52:51 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Full Flow Diameter
Input Data
Roughness Coefficient 0.012
Channel Slope 0.00300 ft/ft
Normal Depth 1.05 ft
Diameter 1.05 ft
Discharge 2.41 ft³/s
Results
Diameter 1.05 ft
Normal Depth 1.05 ft
Flow Area 0.87 ft²
Wetted Perimeter 3.30 ft
Hydraulic Radius 0.26 ft
Top Width 0.00 ft
Critical Depth 0.66 ft
Percent Full 100.0 %
Critical Slope 0.00591 ft/ft
Velocity 2.78 ft/s
Velocity Head 0.12 ft
Specific Energy 1.17 ft
Froude Number 0.00
Maximum Discharge 2.59 ft³/s
Discharge Full 2.41 ft³/s
Slope Full 0.00300 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Worksheet for Circular Pipe - 315-321
8/8/2018 4:54:27 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.05 ft
Critical Depth 0.66 ft
Channel Slope 0.00300 ft/ft
Critical Slope 0.00591 ft/ft
Worksheet for Circular Pipe - 315-321
8/8/2018 4:54:27 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Full Flow Diameter
Input Data
Roughness Coefficient 0.012
Channel Slope 0.00300 ft/ft
Normal Depth 1.13 ft
Diameter 1.13 ft
Discharge 2.90 ft³/s
Results
Diameter 1.13 ft
Normal Depth 1.13 ft
Flow Area 1.00 ft²
Wetted Perimeter 3.54 ft
Hydraulic Radius 0.28 ft
Top Width 0.00 ft
Critical Depth 0.71 ft
Percent Full 100.0 %
Critical Slope 0.00581 ft/ft
Velocity 2.91 ft/s
Velocity Head 0.13 ft
Specific Energy 1.26 ft
Froude Number 0.00
Maximum Discharge 3.12 ft³/s
Discharge Full 2.90 ft³/s
Slope Full 0.00300 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Worksheet for Circular Pipe - 321-322
8/8/2018 4:55:26 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.13 ft
Critical Depth 0.71 ft
Channel Slope 0.00300 ft/ft
Critical Slope 0.00581 ft/ft
Worksheet for Circular Pipe - 321-322
8/8/2018 4:55:26 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Full Flow Diameter
Input Data
Roughness Coefficient 0.012
Channel Slope 0.00300 ft/ft
Normal Depth 1.30 ft
Diameter 1.30 ft
Discharge 4.22 ft³/s
Results
Diameter 1.30 ft
Normal Depth 1.30 ft
Flow Area 1.32 ft²
Wetted Perimeter 4.07 ft
Hydraulic Radius 0.32 ft
Top Width 0.00 ft
Critical Depth 0.82 ft
Percent Full 100.0 %
Critical Slope 0.00560 ft/ft
Velocity 3.20 ft/s
Velocity Head 0.16 ft
Specific Energy 1.46 ft
Froude Number 0.00
Maximum Discharge 4.54 ft³/s
Discharge Full 4.22 ft³/s
Slope Full 0.00300 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Worksheet for Circular Pipe - 322-323
8/8/2018 4:58:05 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.30 ft
Critical Depth 0.82 ft
Channel Slope 0.00300 ft/ft
Critical Slope 0.00560 ft/ft
Worksheet for Circular Pipe - 322-323
8/8/2018 4:58:05 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Full Flow Diameter
Input Data
Roughness Coefficient 0.011
Channel Slope 0.00300 ft/ft
Normal Depth 1.38 ft
Diameter 1.38 ft
Discharge 5.48 ft³/s
Results
Diameter 1.38 ft
Normal Depth 1.38 ft
Flow Area 1.50 ft²
Wetted Perimeter 4.35 ft
Hydraulic Radius 0.35 ft
Top Width 0.00 ft
Critical Depth 0.92 ft
Percent Full 100.0 %
Critical Slope 0.00485 ft/ft
Velocity 3.65 ft/s
Velocity Head 0.21 ft
Specific Energy 1.59 ft
Froude Number 0.00
Maximum Discharge 5.89 ft³/s
Discharge Full 5.48 ft³/s
Slope Full 0.00300 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Worksheet for Circular Pipe - 323-324
8/8/2018 4:59:13 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.38 ft
Critical Depth 0.92 ft
Channel Slope 0.00300 ft/ft
Critical Slope 0.00485 ft/ft
Worksheet for Circular Pipe - 323-324
8/8/2018 4:59:13 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Full Flow Diameter
Input Data
Roughness Coefficient 0.012
Channel Slope 0.00300 ft/ft
Normal Depth 1.47 ft
Diameter 1.47 ft
Discharge 5.91 ft³/s
Results
Diameter 1.47 ft
Normal Depth 1.47 ft
Flow Area 1.70 ft²
Wetted Perimeter 4.62 ft
Hydraulic Radius 0.37 ft
Top Width 0.00 ft
Critical Depth 0.94 ft
Percent Full 100.0 %
Critical Slope 0.00543 ft/ft
Velocity 3.48 ft/s
Velocity Head 0.19 ft
Specific Energy 1.66 ft
Froude Number 0.00
Maximum Discharge 6.36 ft³/s
Discharge Full 5.91 ft³/s
Slope Full 0.00300 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Worksheet for Circular Pipe - 324-325
8/8/2018 5:01:04 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.47 ft
Critical Depth 0.94 ft
Channel Slope 0.00300 ft/ft
Critical Slope 0.00543 ft/ft
Worksheet for Circular Pipe - 324-325
8/8/2018 5:01:04 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Full Flow Diameter
Input Data
Roughness Coefficient 0.012
Channel Slope 0.00300 ft/ft
Normal Depth 1.58 ft
Diameter 1.58 ft
Discharge 7.16 ft³/s
Results
Diameter 1.58 ft
Normal Depth 1.58 ft
Flow Area 1.96 ft²
Wetted Perimeter 4.96 ft
Hydraulic Radius 0.40 ft
Top Width 0.00 ft
Critical Depth 1.02 ft
Percent Full 100.0 %
Critical Slope 0.00533 ft/ft
Velocity 3.65 ft/s
Velocity Head 0.21 ft
Specific Energy 1.79 ft
Froude Number 0.00
Maximum Discharge 7.70 ft³/s
Discharge Full 7.16 ft³/s
Slope Full 0.00300 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Worksheet for Circular Pipe - 325-330
8/8/2018 5:02:11 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.58 ft
Critical Depth 1.02 ft
Channel Slope 0.00300 ft/ft
Critical Slope 0.00533 ft/ft
Worksheet for Circular Pipe - 325-330
8/8/2018 5:02:11 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Full Flow Diameter
Input Data
Roughness Coefficient 0.012
Channel Slope 0.17000 ft/ft
Normal Depth 0.34 ft
Diameter 0.34 ft
Discharge 0.91 ft³/s
Results
Diameter 0.34 ft
Normal Depth 0.34 ft
Flow Area 0.09 ft²
Wetted Perimeter 1.07 ft
Hydraulic Radius 0.09 ft
Top Width 0.00 ft
Critical Depth 0.34 ft
Percent Full 100.0 %
Critical Slope 0.16285 ft/ft
Velocity 9.92 ft/s
Velocity Head 1.53 ft
Specific Energy 1.87 ft
Froude Number 0.00
Maximum Discharge 0.98 ft³/s
Discharge Full 0.91 ft³/s
Slope Full 0.17035 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Worksheet for Circular Pipe - 402-405
8/9/2018 10:26:07 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.34 ft
Critical Depth 0.34 ft
Channel Slope 0.17000 ft/ft
Critical Slope 0.16285 ft/ft
Worksheet for Circular Pipe - 402-405
8/9/2018 10:26:07 AM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Full Flow Diameter
Input Data
Roughness Coefficient 0.012
Channel Slope 0.01350 ft/ft
Normal Depth 0.65 ft
Diameter 0.65 ft
Discharge 1.45 ft³/s
Results
Diameter 0.65 ft
Normal Depth 0.65 ft
Flow Area 0.34 ft²
Wetted Perimeter 2.06 ft
Hydraulic Radius 0.16 ft
Top Width 0.00 ft
Critical Depth 0.56 ft
Percent Full 100.0 %
Critical Slope 0.01245 ft/ft
Velocity 4.30 ft/s
Velocity Head 0.29 ft
Specific Energy 0.94 ft
Froude Number 0.00
Maximum Discharge 1.56 ft³/s
Discharge Full 1.45 ft³/s
Slope Full 0.01349 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Worksheet for Circular Pipe - 405-410
8/8/2018 5:05:15 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.65 ft
Critical Depth 0.56 ft
Channel Slope 0.01350 ft/ft
Critical Slope 0.01245 ft/ft
Worksheet for Circular Pipe - 405-410
8/8/2018 5:05:15 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
Project Description
Friction Method Manning Formula
Solve For Full Flow Diameter
Input Data
Roughness Coefficient 0.012
Channel Slope 0.01000 ft/ft
Normal Depth 0.93 ft
Diameter 0.93 ft
Discharge 3.15 ft³/s
Results
Diameter 0.93 ft
Normal Depth 0.93 ft
Flow Area 0.67 ft²
Wetted Perimeter 2.91 ft
Hydraulic Radius 0.23 ft
Top Width 0.00 ft
Critical Depth 0.77 ft
Percent Full 100.0 %
Critical Slope 0.00977 ft/ft
Velocity 4.67 ft/s
Velocity Head 0.34 ft
Specific Energy 1.27 ft
Froude Number 0.00
Maximum Discharge 3.39 ft³/s
Discharge Full 3.15 ft³/s
Slope Full 0.00999 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Worksheet for Circular Pipe - 410-515
8/8/2018 5:06:35 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.93 ft
Critical Depth 0.77 ft
Channel Slope 0.01000 ft/ft
Critical Slope 0.00977 ft/ft
Worksheet for Circular Pipe - 410-515
8/8/2018 5:06:35 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page
DRAINAGE STUDY TEMECULA VILLAGE
Appendix D: Reference Information
40810 COUNTY CENTER DR.,
SUITE 200
TEMECULA, CA 92591
PHONE: (951) 676-8042
MBAKERINTL.COM
DISABLED ACCESS AND ACCESSIBILITY ONLY
REVIEWED FOR COMPLIANCE WITH TITLE 24
BUILDING AND SAFETY
“
VAN
LO
A
D
I
N
G
LO
A
D
I
N
G
LOADING
LOADING
VAN
ISA MARKING
NO PARKING
°
40810 COUNTY CENTER DR.,
SUITE 200
TEMECULA, CA 92591
PHONE: (951) 676-8042
MBAKERINTL.COM
DISABLED ACCESS AND ACCESSIBILITY ONLY
REVIEWED FOR COMPLIANCE WITH TITLE 24
BUILDING AND SAFETY
’
40810 COUNTY CENTER DR.,
SUITE 200
TEMECULA, CA 92591
PHONE: (951) 676-8042
MBAKERINTL.COM
DISABLED ACCESS AND ACCESSIBILITY ONLY
REVIEWED FOR COMPLIANCE WITH TITLE 24
BUILDING AND SAFETY