HYDROLOGY STUDY
600 Buena Vista Way
Parcel 2, L.L.A. 03-03
Laguna Beach, California
Laguna Beach Plan Check No. ZPC-2024-0542
Prepared for:
Susan Heystee & David Cozzens
c/o Laidlaw Schultz Architects
3111 Second Avenue
Corona Del Mar, CA 92625
Tel: 949-645-9982
Prepared by:
Toal Engineering, Inc.
139 Avenida Navarro
San Clemente, CA 92672
Tel: (949) 492-8586
Fax: (949) 498-8625
October 23, 2025
………………………………………………………
Caleb Rios R.C.E. 57587
JN 16209
Attachment 4
42 Table of Contents
1.0 PURPOSE ........................................................................................................................... 1
2.0 DESCRIPTION OF SITE ................................................................................................... 1
3.0 EXISTING DRAINAGE .................................................................................................... 1
4.0 PROPOSED DEVELOPMENT ......................................................................................... 2
5.0 PROPOSED DRAINAGE .................................................................................................. 2
6.0 FLOW ANALYSIS METHODOLOGY ............................................................................ 2
6.1 Rational Method For 100 Year Storm .................................................................................. 2
6.2 Manning’s Equation for Pipe Capacity ................................................................................. 2
7.0 FLOW RESULTS AND ANALYSIS ................................................................................ 3
8.0 CONCLUSIONS................................................................................................................. 3 APPENDICES:
APPENDIX A: Vicinity Map, Aerial Image & Soil Map
APPENDIX B: Rational Method Analyses
APPENDIX C: Drainage Maps
APPENDIX D: Precise Grading Plans
43 1
1.0 PURPOSE
This report has been prepared to accompany the Precise Grading and Drainage Plan prepared by Toal Engineering, Inc. for the proposed new residence at 600 Buena Vista Way and to demonstrate that the proposed drainage system will accommodate the 100-year storm runoff across the project site.
This report also will demonstrate that the existing significant watercourse, as mapped on the City of Laguna Beach GIS Map, no longer serves a distinct functional, scenic, or ecological purpose (LBMC 25.50.030) This report will demonstrate that all existing and proposed upstream tributary areas to the existing significant drainage course is being collected by drain inlets and drain pipes and discharged to Temple Hills below or has been historically flowing down Buena Vista Way.
The watercourse is shown on both the Pre-Development and Post-Development Maps in Appendix C.
2.0 DESCRIPTION OF SITE
The existing polygonal-shaped 1.514-acre (65,958 sq. ft.) lot consists of a developed pad with partially constructed retaining walls. The legal description of the property is Parcel 2 of LLA 03- 03, as shown on Record of Survey No. 2020-1152 filed in R.S.B. 320, Page 17, Official Records of Orange County, CA. The property is at the northerly terminus of Buena Vista Way. It is bordered on the north and east by natural slopes, and on the south and southwest by existing homes. Below the project site to the west is the northerly terminus of the Temple Hills Drive cul-de-sac. The property has roughly 170 feet of fall from its highest point on the easterly end of the property to its lowest point down at Temple Hills Drive.
See Figure 1 for a depiction of the project location and Figure 2 for an aerial photograph of the site (Appendix A).
3.0 EXISTING DRAINAGE
The existing property is mostly a hillside that has natural fall in a westerly direction toward the down slope street, Temple Hills Drive.
The upper portion of the property above Buena Vista Way, roughly 1 acre, flows onto an existing pad and road which currently intercepts sheet flow onto the Buena Vista Way right of way.
The remaining portion of the area tributary to the project, roughly 1.67 acres, sheet flows to Temple Hills Road.
As mentioned above, the most northerly portion of the site flows directly to Temple Hills Drive without coming into contact with the existing natural watercourse. Under pre-construction conditions approximately 1.17 acres of area flow into the City Designated Natural Watercourse on the project site. Shown as Drainage Area B on the Pre-Development Hydrology Map (HY-1) in Appendix C.
44 2
Once runoff enters Temple Hills Drive right of way, it enters a concrete swale that runs to the north and outlets onto Park Avenue, at which point the runoff travels in the street gutter, of Park Avenue, heading southwest until it enters a concrete catch basin near the intersection of Park Avenue and Wendt Terrace.
See Pre-Development Hydrology Site Map (HY-1) in Appendix C for more information.
4.0 PROPOSED DEVELOPMENT
The project consists of the construction of a new single family residence with appurtenant hardscape, walls, a swimming pool, and landscape areas. Along each side of the house are concrete walkways and patios, along with small planters. The project area is 23,135 sq. ft. (0.531 ac). The total area of the property is 65,958 sq. ft (1.514 ac), with 42,823 sq. ft. (0.983 ac) remaining untouched by the development.
5.0 PROPOSED DRAINAGE
The Hardscape improvements on the project site, including the building footprint, total approximately 14,400 square feet. All runoff within this developed portion of the project site is being collected by a series of drain inlets and drain pipes and being discharged to the drainage swale at Temple Hills Drive.
Additionally, all runoff from the hills above the project site, including that portion which was previously tributary to the existing watercourse, is all being collected in 8” and 10” storm drain pipes and discharged to the concrete swale below at Temple Hills Drive.
After construction, no runoff from the project site, or from the hills above, will be directed towards the watercourse.
See Post-Development Hydrology Site Map (HY-2) in Appendix C for more information.
6.0 FLOW ANALYSIS METHODOLOGY
6.1 Rational Method For 100 Year Storm
Toal Engineering, Inc. performed a rational method hydrologic analysis based on the Orange County Hydrology Manual (OCHM) Section D to estimate the peak runoff quantities discharged from the site for both Pre-Construction and Post-Construction Scenarios. Both Analyses were performed using Advanced Engineering Software (AES) and are included in Appendix B.
6.2 Manning’s Equation for Pipe Capacity
The full flow capacity of proposed drain lines was estimated using Manning’s Equation for specific nodes within the post-development AES analysis in Appendix B.
The Drainage Map in Appendix C graphically depicts the project watershed and data relevant to the runoff calculations.
45 3
7.0 FLOW RESULTS AND ANALYSIS
Our hydrologic and hydraulic analysis of the site yielded the following results:
Table 1. 100-Yr Pre-Development Peak Runoff.
Location Q100 (cfs)
Node 2 (Buena Vista) 4.45
Subarea B 5.31
Node 12 (Temple Hills) 7.61
Table 1 shows the Pre-Construction 100-year storm flows at each outlet point, as well as highlighting the 100-year storm flows exclusively tributary to the Watercourse (Subarea B).
Table 2. 100-Yr Post-Development Peak Runoff.
Location Q100 (cfs)
Pipe Discharge at Temple Hills 9.86
Subarea N 3.59
Node 10 (Total Flow) 13.41
Table 2 shows the Post-Construction 100-year storm flows at each outlet point, as well as highlighting the 100-year storm flows exclusively tributary to the Watercourse (Subarea N).
Table 3. Pipe Capacity Verification.
Pipe
Node
Size (in) Q100 (cfs) Sf required S0 proposed So > Sf
7 10 7.43 0.0980 0.10 Yes
74 8 1.61 0.0151 0.02 Yes
8 10 8.95 0.1422 0.25 Yes
10 10 9.86 0.1726 0.25 Yes
Table 3 shows for all pipes the proposed pipe slope is greater than the friction slope required to discharge the design flow rate. This is a conservative comparison since the available friction slope is greater than the proposed pipe slope.
8.0 CONCLUSIONS
The proposed storm drain system has sufficient capacity to convey estimated peak discharges to the community storm drain system.
46 4
Further, as reflected on the “Pre-Development Hydrology Site Plan”, sheet HY-1, many of the areas upstream of the aforementioned Significant Drainage Watercouse do not flow to the water course and instead flow down Canyon View Drive, Buena Vista Way, or Temple Hills Drive. The runoff within Subarea B (1.173 acres, Q100=5.31 cfs) on sheet HY-1 flows to the watercourse.
After the development of the home, the drainage area tributary to the Drainage Watercourse will be reduced, since drainage from the improvement areas will be carried down past the watercourse within pipes to Temple Hills Drive. After development, only the runoff within Subarea N (0.682 acres, Q100=3.59 cfs) on sheet HY-2 flows to the water course. The 100-year runoff to the watercourse is reduced by 1.72 cfs.
It is our opinion that the portion of “Drainage Watercourse” above Temple Hills Drive should be removed from the City website as post-development there will be no natural runoff tributary to it. 47 APPENDIX A
Vicinity Map, Aerial Image and Soil Map
48 2
Figure 1. Vicinity Map
maps.google.com
SITE
49 3
Figure 2. Aerial Image
maps.google.com
SITE
50 Hydrologic Soil Group—Orange County and Part of Riverside County, California (600 Buena Vista Way)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
9/5/2025
3711620 3711660 3711700 3711740 3711780 3711820 3711860 3711620 3711660 3711700 3711740 3711780 3711820 3711860 428270 428310 428350 428390 428430 428470 428510 428550 428590 428630 428670 428270 428310 428350 428390 428430 428470 428510 428550 428590 428630 428670 33° 32' 38'' N
117° 46' 21'' W
33° 32' 38'' N
117° 46' 5'' W
33° 32' 30'' N
117° 46' 21'' W
33° 32' 30'' N N 117° 46' 5'' W
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 50 100 200 300
Feet
0 25 50 100 150
Meters
Map Scale: 1:1,850 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
51 MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as of the version date(s) listed below.
Soil Survey Area: Orange County and Part of Riverside County, California
Survey Area Data: Version 18, Aug 30, 2024
Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.
Date(s) aerial images were photographed: Jan 17, 2023—Feb 8, 2023
The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.
Hydrologic Soil Group—Orange County and Part of Riverside County, California (600 Buena Vista Way)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
9/5/2025
52 Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 110 Anaheim clay loam, 50
to 75 percent slopes
C 7.4 45.8%
113 Balcom clay loam, 30 to
50 percent slopes
C 7.2 44.9%
145 Cieneba-Rock outcrop
complex, 30 to 75
percent slopes
D 1.5 9.3%
Totals for Area of Interest 16.1 100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes.
Hydrologic Soil Group—Orange County and Part of Riverside County, California 600 Buena Vista Way Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
9/5/2025
53 Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—Orange County and Part of Riverside County, California 600 Buena Vista Way Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
9/5/2025
54 4
APPENDIX B
Rational Method Analyses (using AES Software) for Pre and Post Construction Scenarios 55 Pre-Development Rational Method Analysis
Advanced Engineering Software (AES)
56 ____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983‐2012 Advanced Engineering Software (aes) Ver. 18.2 Release Date: 05/08/2012 License ID 1448
Analysis prepared by:
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ FILE NAME: 16209PRE.DAT
TIME/DATE OF STUDY: 16:42 10/22/2025
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ ‐‐*TIME‐OF‐CONCENTRATION MODEL*‐‐
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) I ASSUMED FOR RATIONAL METHOD* *USER‐DEFINED STREET‐SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF‐ CROWN TO STREET‐CROSSFALL: CURB GUTTER‐GEOMETRIES: MANNING WIDTH CROSSFALL IN‐ / OUT‐/PARK‐ HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW‐DEPTH CONSTRAINTS:
1. Relative Flow‐Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) ‐ (Top‐of‐Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER‐SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW‐LENGTH(FEET) = 357.00
57 ELEVATION DATA: UPSTREAM(FEET) = 451.00 DOWNSTREAM(FEET) = 358.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.690
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.236
SUBAREA Tc AND LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL C 0.99 0.25 0.900 50 6.69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
SUBAREA RUNOFF(CFS) = 4.45
TOTAL AREA(ACRES) = 0.99 PEAK FLOW RATE(CFS) = 4.45 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 21 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW‐LENGTH(FEET) = 447.00
ELEVATION DATA: UPSTREAM(FEET) = 456.00 DOWNSTREAM(FEET) = 268.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.651
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.254
SUBAREA Tc AND LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL C 1.17 0.25 0.900 50 6.65 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
SUBAREA RUNOFF(CFS) = 5.31
TOTAL AREA(ACRES) = 1.17 PEAK FLOW RATE(CFS) = 5.31 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 12.00 IS CODE = 81 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 6.65
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.254
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL C 0.51 0.25 0.900 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
SUBAREA AREA(ACRES) = 0.51 SUBAREA RUNOFF(CFS) = 2.30 EFFECTIVE AREA(ACRES) = 1.68 AREA‐AVERAGED Fm(INCH/HR) = 0.22 58 AREA‐AVERAGED Fp(INCH/HR) = 0.25 AREA‐AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 1.7 PEAK FLOW RATE(CFS) = 7.61 ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 1.7 TC(MIN.) = 6.65 EFFECTIVE AREA(ACRES) = 1.68 AREA‐AVERAGED Fm(INCH/HR)= 0.22 AREA‐AVERAGED Fp(INCH/HR) = 0.25 AREA‐AVERAGED Ap = 0.900 PEAK FLOW RATE(CFS) = 7.61
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
59 Post-Development Rational Method Analysis
Advanced Engineering Software (AES)
60 ____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983‐2012 Advanced Engineering Software (aes) Ver. 18.2 Release Date: 05/08/2012 License ID 1448
Analysis prepared by:
‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ FILE NAME: 16209POS.DAT
TIME/DATE OF STUDY: 10:04 10/23/2025
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ ‐‐*TIME‐OF‐CONCENTRATION MODEL*‐‐
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) I ASSUMED FOR RATIONAL METHOD* *USER‐DEFINED STREET‐SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF‐ CROWN TO STREET‐CROSSFALL: CURB GUTTER‐GEOMETRIES: MANNING WIDTH CROSSFALL IN‐ / OUT‐/PARK‐ HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW‐DEPTH CONSTRAINTS:
1. Relative Flow‐Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) ‐ (Top‐of‐Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER‐SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW‐LENGTH(FEET) = 140.00
61 ELEVATION DATA: UPSTREAM(FEET) = 456.00 DOWNSTREAM(FEET) = 374.30 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.187
SUBAREA Tc AND LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL C 0.34 0.25 0.900 50 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
SUBAREA RUNOFF(CFS) = 1.84
TOTAL AREA(ACRES) = 0.34 PEAK FLOW RATE(CFS) = 1.84 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 41 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 364.30 DOWNSTREAM(FEET) = 363.00 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.011
ASSUME FULL‐FLOWING PIPELINE
PIPE‐FLOW VELOCITY(FEET/SEC.) = 5.26
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE‐FLOW(CFS) = 1.84
PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 5.25
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 220.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 10 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 21 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW‐LENGTH(FEET) = 148.00
ELEVATION DATA: UPSTREAM(FEET) = 451.00 DOWNSTREAM(FEET) = 378.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.187
SUBAREA Tc AND LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 62 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL C 0.26 0.25 0.900 50 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
SUBAREA RUNOFF(CFS) = 1.41
TOTAL AREA(ACRES) = 0.26 PEAK FLOW RATE(CFS) = 1.41 **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 3.00 IS CODE = 41 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 366.50 DOWNSTREAM(FEET) = 363.00 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 8.0 INCH PIPE IS 2.7 INCHES
PIPE‐FLOW VELOCITY(FEET/SEC.) = 13.72
GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE‐FLOW(CFS) = 1.41
PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 5.02
LONGEST FLOWPATH FROM NODE 21.00 TO NODE 3.00 = 168.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 11 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN‐STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1.41 5.02 6.170 0.25( 0.22) 0.90 0.3 21.00 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 3.00 = 168.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1.84 5.25 6.014 0.25( 0.22) 0.90 0.3 1.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 220.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 3.21 5.02 6.170 0.25( 0.22) 0.90 0.6 21.00 2 3.20 5.25 6.014 0.25( 0.23) 0.90 0.6 1.00 TOTAL AREA(ACRES) = 0.6
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 3.21 Tc(MIN.) = 5.024
EFFECTIVE AREA(ACRES) = 0.59 AREA‐AVERAGED Fm(INCH/HR) = 0.22 63 AREA‐AVERAGED Fp(INCH/HR) = 0.25 AREA‐AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 0.6
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 220.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 41 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 363.00 DOWNSTREAM(FEET) = 361.00 FLOW LENGTH(FEET) = 82.00 MANNING'S N = 0.011
ASSUME FULL‐FLOWING PIPELINE
PIPE‐FLOW VELOCITY(FEET/SEC.) = 9.19
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE‐FLOW(CFS) = 3.21
PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 5.17
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 302.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 10 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 21 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW‐LENGTH(FEET) = 143.00
ELEVATION DATA: UPSTREAM(FEET) = 443.00 DOWNSTREAM(FEET) = 369.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.187
SUBAREA Tc AND LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL C 0.28 0.25 0.900 50 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
SUBAREA RUNOFF(CFS) = 1.52
TOTAL AREA(ACRES) = 0.28 PEAK FLOW RATE(CFS) = 1.52 **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 4.00 IS CODE = 41 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 64 >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 364.50 DOWNSTREAM(FEET) = 361.00 FLOW LENGTH(FEET) = 16.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 8.0 INCH PIPE IS 2.6 INCHES
PIPE‐FLOW VELOCITY(FEET/SEC.) = 15.20
GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE‐FLOW(CFS) = 1.52
PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 5.02
LONGEST FLOWPATH FROM NODE 31.00 TO NODE 4.00 = 159.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 11 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN‐STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1.52 5.02 6.175 0.25( 0.22) 0.90 0.3 31.00 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 4.00 = 159.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 3.21 5.17 6.068 0.25( 0.22) 0.90 0.6 21.00 2 3.20 5.40 5.919 0.25( 0.23) 0.90 0.6 1.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 302.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 4.69 5.02 6.175 0.25( 0.22) 0.90 0.9 31.00 2 4.70 5.17 6.068 0.25( 0.22) 0.90 0.9 21.00 3 4.66 5.40 5.919 0.25( 0.22) 0.90 0.9 1.00 TOTAL AREA(ACRES) = 0.9
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 4.70 Tc(MIN.) = 5.173
EFFECTIVE AREA(ACRES) = 0.87 AREA‐AVERAGED Fm(INCH/HR) = 0.22 AREA‐AVERAGED Fp(INCH/HR) = 0.25 AREA‐AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 0.9
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 302.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 41 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<
65 >>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 361.00 DOWNSTREAM(FEET) = 360.00 FLOW LENGTH(FEET) = 42.00 MANNING'S N = 0.011
ASSUME FULL‐FLOWING PIPELINE
PIPE‐FLOW VELOCITY(FEET/SEC.) = 13.48
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE‐FLOW(CFS) = 4.70
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 5.22
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 344.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 10 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 21 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW‐LENGTH(FEET) = 158.00
ELEVATION DATA: UPSTREAM(FEET) = 433.00 DOWNSTREAM(FEET) = 365.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.187
SUBAREA Tc AND LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL C 0.11 0.25 0.900 50 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
SUBAREA RUNOFF(CFS) = 0.60
TOTAL AREA(ACRES) = 0.11 PEAK FLOW RATE(CFS) = 0.60 **************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 5.00 IS CODE = 41 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 360.50 DOWNSTREAM(FEET) = 360.00 FLOW LENGTH(FEET) = 24.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 8.0 INCH PIPE IS 3.0 INCHES
PIPE‐FLOW VELOCITY(FEET/SEC.) = 5.02
GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 66 PIPE‐FLOW(CFS) = 0.60
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 5.08
LONGEST FLOWPATH FROM NODE 41.00 TO NODE 5.00 = 182.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 11 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN‐STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 0.60 5.08 6.132 0.25( 0.22) 0.90 0.1 41.00 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 5.00 = 182.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 4.69 5.07 6.138 0.25( 0.22) 0.90 0.9 31.00 2 4.70 5.22 6.033 0.25( 0.22) 0.90 0.9 21.00 3 4.66 5.45 5.886 0.25( 0.22) 0.90 0.9 1.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 344.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 5.29 5.07 6.138 0.25( 0.22) 0.90 1.0 31.00 2 5.29 5.08 6.132 0.25( 0.22) 0.90 1.0 41.00 3 5.29 5.22 6.033 0.25( 0.22) 0.90 1.0 21.00 4 5.23 5.45 5.886 0.25( 0.22) 0.90 1.0 1.00 TOTAL AREA(ACRES) = 1.0
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 5.29 Tc(MIN.) = 5.225
EFFECTIVE AREA(ACRES) = 0.98 AREA‐AVERAGED Fm(INCH/HR) = 0.23 AREA‐AVERAGED Fp(INCH/HR) = 0.25 AREA‐AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 1.0
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 344.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 41 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 360.00 DOWNSTREAM(FEET) = 359.00 FLOW LENGTH(FEET) = 18.00 MANNING'S N = 0.011
ASSUME FULL‐FLOWING PIPELINE
PIPE‐FLOW VELOCITY(FEET/SEC.) = 15.16
67 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE‐FLOW(CFS) = 5.29
PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 5.24
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 6.00 = 362.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 12 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 12 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>CLEAR MEMORY BANK # 2 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 12 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>CLEAR MEMORY BANK # 3 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 10 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 21 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW‐LENGTH(FEET) = 163.00
ELEVATION DATA: UPSTREAM(FEET) = 431.00 DOWNSTREAM(FEET) = 366.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.187
SUBAREA Tc AND LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL C 0.14 0.25 0.900 50 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
SUBAREA RUNOFF(CFS) = 0.77
TOTAL AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) = 0.77 68 **************************************************************************** FLOW PROCESS FROM NODE 52.00 TO NODE 6.00 IS CODE = 41 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 361.50 DOWNSTREAM(FEET) = 358.50 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 8.0 INCH PIPE IS 2.2 INCHES
PIPE‐FLOW VELOCITY(FEET/SEC.) = 10.10
GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE‐FLOW(CFS) = 0.77
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 5.04
LONGEST FLOWPATH FROM NODE 51.00 TO NODE 6.00 = 188.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 11 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN‐STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 0.77 5.04 6.158 0.25( 0.22) 0.90 0.1 51.00 LONGEST FLOWPATH FROM NODE 51.00 TO NODE 6.00 = 188.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 5.29 5.09 6.125 0.25( 0.22) 0.90 1.0 31.00 2 5.29 5.10 6.118 0.25( 0.22) 0.90 1.0 41.00 3 5.29 5.24 6.020 0.25( 0.22) 0.90 1.0 21.00 4 5.23 5.47 5.874 0.25( 0.22) 0.90 1.0 1.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 6.00 = 362.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 6.03 5.04 6.158 0.25( 0.22) 0.90 1.1 51.00 2 6.05 5.09 6.125 0.25( 0.22) 0.90 1.1 31.00 3 6.05 5.10 6.118 0.25( 0.22) 0.90 1.1 41.00 4 6.04 5.24 6.020 0.25( 0.22) 0.90 1.1 21.00 5 5.96 5.47 5.874 0.25( 0.23) 0.90 1.1 1.00 TOTAL AREA(ACRES) = 1.1
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 6.05 Tc(MIN.) = 5.099
EFFECTIVE AREA(ACRES) = 1.11 AREA‐AVERAGED Fm(INCH/HR) = 0.22 69 AREA‐AVERAGED Fp(INCH/HR) = 0.25 AREA‐AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 1.1
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 6.00 = 362.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 41 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 358.50 DOWNSTREAM(FEET) = 353.70 FLOW LENGTH(FEET) = 6.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 8.0 INCH PIPE IS 3.9 INCHES
PIPE‐FLOW VELOCITY(FEET/SEC.) = 35.40
GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE‐FLOW(CFS) = 6.05
PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 5.10
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 7.00 = 368.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 10 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 21 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW‐LENGTH(FEET) = 113.00
ELEVATION DATA: UPSTREAM(FEET) = 419.00 DOWNSTREAM(FEET) = 362.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.187
SUBAREA Tc AND LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL C 0.15 0.25 0.900 50 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
SUBAREA RUNOFF(CFS) = 0.80
TOTAL AREA(ACRES) = 0.15 PEAK FLOW RATE(CFS) = 0.80 **************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 63.00 IS CODE = 41 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<
70 >>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 357.50 DOWNSTREAM(FEET) = 354.80 FLOW LENGTH(FEET) = 18.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 8.0 INCH PIPE IS 2.1 INCHES
PIPE‐FLOW VELOCITY(FEET/SEC.) = 11.08
GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE‐FLOW(CFS) = 0.80
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 5.03
LONGEST FLOWPATH FROM NODE 61.00 TO NODE 63.00 = 131.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 63.00 TO NODE 63.00 IS CODE = 10 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 21 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW‐LENGTH(FEET) = 108.00
ELEVATION DATA: UPSTREAM(FEET) = 363.80 DOWNSTREAM(FEET) = 357.90 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.187
SUBAREA Tc AND LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL C 0.09 0.25 0.100 50 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 0.53
TOTAL AREA(ACRES) = 0.09 PEAK FLOW RATE(CFS) = 0.53 **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 63.00 IS CODE = 41 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 356.90 DOWNSTREAM(FEET) = 354.80 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 8.0 INCH PIPE IS 2.1 INCHES
PIPE‐FLOW VELOCITY(FEET/SEC.) = 7.08
GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE‐FLOW(CFS) = 0.53
71 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 5.08 LONGEST FLOWPATH FROM NODE 111.00 TO NODE 63.00 = 143.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 63.00 TO NODE 63.00 IS CODE = 11 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN‐STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 0.53 5.08 6.130 0.25( 0.03) 0.10 0.1 111.00 LONGEST FLOWPATH FROM NODE 111.00 TO NODE 63.00 = 143.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 0.80 5.03 6.168 0.25( 0.23) 0.90 0.1 61.00 LONGEST FLOWPATH FROM NODE 61.00 TO NODE 63.00 = 131.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1.32 5.03 6.168 0.25( 0.15) 0.59 0.2 61.00 2 1.32 5.08 6.130 0.25( 0.15) 0.59 0.2 111.00 TOTAL AREA(ACRES) = 0.2
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 1.32 Tc(MIN.) = 5.027
EFFECTIVE AREA(ACRES) = 0.24 AREA‐AVERAGED Fm(INCH/HR) = 0.15 AREA‐AVERAGED Fp(INCH/HR) = 0.25 AREA‐AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 0.2
LONGEST FLOWPATH FROM NODE 111.00 TO NODE 63.00 = 143.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 63.00 TO NODE 64.00 IS CODE = 41 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 354.80 DOWNSTREAM(FEET) = 354.00 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 10.0 INCH PIPE IS 3.5 INCHES
PIPE‐FLOW VELOCITY(FEET/SEC.) = 7.80
GIVEN PIPE DIAMETER(INCH) = 10.00 NUMBER OF PIPES = 1 PIPE‐FLOW(CFS) = 1.32
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 5.07
LONGEST FLOWPATH FROM NODE 111.00 TO NODE 64.00 = 163.00 FEET. 72 **************************************************************************** FLOW PROCESS FROM NODE 64.00 TO NODE 64.00 IS CODE = 12 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>CLEAR MEMORY BANK # 3 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 64.00 TO NODE 64.00 IS CODE = 10 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW‐LENGTH(FEET) = 104.00
ELEVATION DATA: UPSTREAM(FEET) = 365.50 DOWNSTREAM(FEET) = 361.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.989
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.580
SUBAREA Tc AND LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL C 0.01 0.25 0.900 50 5.99 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
SUBAREA RUNOFF(CFS) = 0.06
TOTAL AREA(ACRES) = 0.01 PEAK FLOW RATE(CFS) = 0.06 **************************************************************************** FLOW PROCESS FROM NODE 64.00 TO NODE 64.00 IS CODE = 11 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN‐STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 0.06 5.99 5.580 0.25( 0.22) 0.90 0.0 101.00 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 64.00 = 104.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1.32 5.07 6.138 0.25( 0.15) 0.59 0.2 61.00 2 1.32 5.13 6.100 0.25( 0.15) 0.59 0.2 111.00 73 LONGEST FLOWPATH FROM NODE 111.00 TO NODE 64.00 = 163.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1.38 5.07 6.138 0.25( 0.15) 0.60 0.3 61.00 2 1.38 5.13 6.100 0.25( 0.15) 0.60 0.3 111.00 3 1.27 5.99 5.580 0.25( 0.15) 0.60 0.3 101.00 TOTAL AREA(ACRES) = 0.3
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 1.38 Tc(MIN.) = 5.070
EFFECTIVE AREA(ACRES) = 0.25 AREA‐AVERAGED Fm(INCH/HR) = 0.15 AREA‐AVERAGED Fp(INCH/HR) = 0.25 AREA‐AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 0.3
LONGEST FLOWPATH FROM NODE 111.00 TO NODE 64.00 = 163.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 64.00 TO NODE 7.00 IS CODE = 41 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 354.00 DOWNSTREAM(FEET) = 353.70 FLOW LENGTH(FEET) = 12.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 10.0 INCH PIPE IS 4.1 INCHES
PIPE‐FLOW VELOCITY(FEET/SEC.) = 6.65
GIVEN PIPE DIAMETER(INCH) = 10.00 NUMBER OF PIPES = 1 PIPE‐FLOW(CFS) = 1.38
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 5.10
LONGEST FLOWPATH FROM NODE 111.00 TO NODE 7.00 = 175.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 11 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN‐STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1.38 5.10 6.118 0.25( 0.15) 0.60 0.3 61.00 2 1.38 5.16 6.080 0.25( 0.15) 0.60 0.3 111.00 3 1.27 6.02 5.563 0.25( 0.15) 0.60 0.3 101.00 LONGEST FLOWPATH FROM NODE 111.00 TO NODE 7.00 = 175.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 6.03 5.04 6.156 0.25( 0.22) 0.90 1.1 51.00 74 2 6.05 5.09 6.123 0.25( 0.22) 0.90 1.1 31.00 3 6.05 5.10 6.116 0.25( 0.22) 0.90 1.1 41.00 4 6.04 5.25 6.018 0.25( 0.22) 0.90 1.1 21.00 5 5.96 5.48 5.872 0.25( 0.23) 0.90 1.1 1.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 7.00 = 368.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 7.41 5.04 6.156 0.25( 0.21) 0.84 1.4 51.00 2 7.43 5.09 6.123 0.25( 0.21) 0.84 1.4 31.00 3 7.43 5.10 6.118 0.25( 0.21) 0.84 1.4 61.00 4 7.43 5.10 6.116 0.25( 0.21) 0.84 1.4 41.00 5 7.43 5.16 6.080 0.25( 0.21) 0.84 1.4 111.00 6 7.41 5.25 6.018 0.25( 0.21) 0.85 1.4 21.00 7 7.30 5.48 5.872 0.25( 0.21) 0.85 1.4 1.00 8 6.91 6.02 5.563 0.25( 0.21) 0.85 1.4 101.00 TOTAL AREA(ACRES) = 1.4
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 7.43 Tc(MIN.) = 5.100
EFFECTIVE AREA(ACRES) = 1.36 AREA‐AVERAGED Fm(INCH/HR) = 0.21 AREA‐AVERAGED Fp(INCH/HR) = 0.25 AREA‐AVERAGED Ap = 0.84 TOTAL AREA(ACRES) = 1.4
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 7.00 = 368.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 41 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 353.70 DOWNSTREAM(FEET) = 340.00 FLOW LENGTH(FEET) = 16.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 10.0 INCH PIPE IS 3.9 INCHES
PIPE‐FLOW VELOCITY(FEET/SEC.) = 38.03
GIVEN PIPE DIAMETER(INCH) = 10.00 NUMBER OF PIPES = 1 PIPE‐FLOW(CFS) = 7.43
PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 5.11
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 384.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 12 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 12 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 75 >>>>>CLEAR MEMORY BANK # 2 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 12 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>CLEAR MEMORY BANK # 3 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 10 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 71.00 TO NODE 72.00 IS CODE = 21 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW‐LENGTH(FEET) = 134.00
ELEVATION DATA: UPSTREAM(FEET) = 367.30 DOWNSTREAM(FEET) = 366.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.388
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.947
SUBAREA Tc AND LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL C 0.10 0.25 0.400 50 7.39 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.400
SUBAREA RUNOFF(CFS) = 0.43
TOTAL AREA(ACRES) = 0.10 PEAK FLOW RATE(CFS) = 0.43 **************************************************************************** FLOW PROCESS FROM NODE 72.00 TO NODE 73.00 IS CODE = 41 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 363.80 DOWNSTREAM(FEET) = 363.00 FLOW LENGTH(FEET) = 62.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.3 INCHES
PIPE‐FLOW VELOCITY(FEET/SEC.) = 3.86
GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE‐FLOW(CFS) = 0.43
PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 7.66
LONGEST FLOWPATH FROM NODE 71.00 TO NODE 73.00 = 196.00 FEET. 76 **************************************************************************** FLOW PROCESS FROM NODE 73.00 TO NODE 73.00 IS CODE = 10 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 81.00 TO NODE 82.00 IS CODE = 21 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW‐LENGTH(FEET) = 238.00
ELEVATION DATA: UPSTREAM(FEET) = 372.50 DOWNSTREAM(FEET) = 365.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.665
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.248
SUBAREA Tc AND LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL C 0.18 0.25 0.400 50 6.67 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.400
SUBAREA RUNOFF(CFS) = 0.84
TOTAL AREA(ACRES) = 0.18 PEAK FLOW RATE(CFS) = 0.84 **************************************************************************** FLOW PROCESS FROM NODE 82.00 TO NODE 73.00 IS CODE = 41 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 363.30 DOWNSTREAM(FEET) = 363.00 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.011
ASSUME FULL‐FLOWING PIPELINE
PIPE‐FLOW VELOCITY(FEET/SEC.) = 4.29
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE‐FLOW(CFS) = 0.84
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 6.74
LONGEST FLOWPATH FROM NODE 81.00 TO NODE 73.00 = 258.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 73.00 TO NODE 73.00 IS CODE = 11 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN‐STREAM MEMORY<<<<< ============================================================================ 77 ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 0.84 6.74 5.213 0.25( 0.10) 0.40 0.2 81.00 LONGEST FLOWPATH FROM NODE 81.00 TO NODE 73.00 = 258.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 0.43 7.66 4.847 0.25( 0.10) 0.40 0.1 71.00 LONGEST FLOWPATH FROM NODE 71.00 TO NODE 73.00 = 196.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1.25 6.74 5.213 0.25( 0.10) 0.40 0.3 81.00 2 1.21 7.66 4.847 0.25( 0.10) 0.40 0.3 71.00 TOTAL AREA(ACRES) = 0.3
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 1.25 Tc(MIN.) = 6.743
EFFECTIVE AREA(ACRES) = 0.27 AREA‐AVERAGED Fm(INCH/HR) = 0.10 AREA‐AVERAGED Fp(INCH/HR) = 0.25 AREA‐AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 0.3
LONGEST FLOWPATH FROM NODE 81.00 TO NODE 73.00 = 258.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 73.00 TO NODE 74.00 IS CODE = 41 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 363.00 DOWNSTREAM(FEET) = 358.60 FLOW LENGTH(FEET) = 6.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 8.0 INCH PIPE IS 1.7 INCHES
PIPE‐FLOW VELOCITY(FEET/SEC.) = 22.21
GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE‐FLOW(CFS) = 1.25
PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 6.75
LONGEST FLOWPATH FROM NODE 81.00 TO NODE 74.00 = 264.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 74.00 TO NODE 74.00 IS CODE = 10 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 91.00 TO NODE 92.00 IS CODE = 21 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 78 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW‐LENGTH(FEET) = 128.00
ELEVATION DATA: UPSTREAM(FEET) = 366.40 DOWNSTREAM(FEET) = 360.60 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.187
SUBAREA Tc AND LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL C 0.07 0.25 0.200 50 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.200
SUBAREA RUNOFF(CFS) = 0.41
TOTAL AREA(ACRES) = 0.07 PEAK FLOW RATE(CFS) = 0.41 **************************************************************************** FLOW PROCESS FROM NODE 92.00 TO NODE 74.00 IS CODE = 41 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 359.60 DOWNSTREAM(FEET) = 358.60 FLOW LENGTH(FEET) = 88.00 MANNING'S N = 0.011
ASSUME FULL‐FLOWING PIPELINE
PIPE‐FLOW VELOCITY(FEET/SEC.) = 4.68
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1 PIPE‐FLOW(CFS) = 0.41
PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 5.31
LONGEST FLOWPATH FROM NODE 91.00 TO NODE 74.00 = 216.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 74.00 TO NODE 74.00 IS CODE = 11 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN‐STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 0.41 5.31 5.976 0.25( 0.05) 0.20 0.1 91.00 LONGEST FLOWPATH FROM NODE 91.00 TO NODE 74.00 = 216.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1.25 6.75 5.211 0.25( 0.10) 0.40 0.3 81.00 79 2 1.21 7.66 4.846 0.25( 0.10) 0.40 0.3 71.00 LONGEST FLOWPATH FROM NODE 81.00 TO NODE 74.00 = 264.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1.54 5.31 5.976 0.25( 0.09) 0.35 0.3 91.00 2 1.61 6.75 5.211 0.25( 0.09) 0.36 0.3 81.00 3 1.55 7.66 4.846 0.25( 0.09) 0.36 0.4 71.00 TOTAL AREA(ACRES) = 0.4
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 1.61 Tc(MIN.) = 6.747
EFFECTIVE AREA(ACRES) = 0.34 AREA‐AVERAGED Fm(INCH/HR) = 0.09 AREA‐AVERAGED Fp(INCH/HR) = 0.25 AREA‐AVERAGED Ap = 0.36 TOTAL AREA(ACRES) = 0.4
LONGEST FLOWPATH FROM NODE 81.00 TO NODE 74.00 = 264.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 74.00 TO NODE 8.00 IS CODE = 41 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 358.60 DOWNSTREAM(FEET) = 340.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 8.0 INCH PIPE IS 2.4 INCHES
PIPE‐FLOW VELOCITY(FEET/SEC.) = 18.73
GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE‐FLOW(CFS) = 1.61
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 6.79
LONGEST FLOWPATH FROM NODE 81.00 TO NODE 8.00 = 314.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 11 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN‐STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1.54 5.36 5.947 0.25( 0.09) 0.35 0.3 91.00 2 1.61 6.79 5.191 0.25( 0.09) 0.36 0.3 81.00 3 1.55 7.71 4.829 0.25( 0.09) 0.36 0.4 71.00 LONGEST FLOWPATH FROM NODE 81.00 TO NODE 8.00 = 314.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 80 1 7.41 5.05 6.151 0.25( 0.21) 0.84 1.4 51.00 2 7.43 5.10 6.118 0.25( 0.21) 0.84 1.4 31.00 3 7.43 5.11 6.113 0.25( 0.21) 0.84 1.4 61.00 4 7.43 5.11 6.111 0.25( 0.21) 0.84 1.4 41.00 5 7.43 5.16 6.075 0.25( 0.21) 0.84 1.4 111.00 6 7.41 5.25 6.014 0.25( 0.21) 0.85 1.4 21.00 7 7.30 5.48 5.868 0.25( 0.21) 0.85 1.4 1.00 8 6.91 6.03 5.559 0.25( 0.21) 0.85 1.4 101.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 384.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 8.92 5.05 6.151 0.25( 0.19) 0.76 1.6 51.00 2 8.94 5.10 6.118 0.25( 0.19) 0.76 1.6 31.00 3 8.95 5.11 6.113 0.25( 0.19) 0.76 1.6 61.00 4 8.95 5.11 6.111 0.25( 0.19) 0.76 1.6 41.00 5 8.95 5.16 6.075 0.25( 0.19) 0.76 1.6 111.00 6 8.94 5.25 6.014 0.25( 0.19) 0.76 1.7 21.00 7 8.90 5.36 5.947 0.25( 0.19) 0.76 1.7 91.00 8 8.85 5.48 5.868 0.25( 0.19) 0.76 1.7 1.00 9 8.48 6.03 5.559 0.25( 0.19) 0.76 1.7 101.00 10 8.04 6.79 5.191 0.25( 0.19) 0.75 1.7 81.00 11 7.51 7.71 4.829 0.25( 0.19) 0.75 1.8 71.00 TOTAL AREA(ACRES) = 1.8
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 8.95 Tc(MIN.) = 5.162
EFFECTIVE AREA(ACRES) = 1.65 AREA‐AVERAGED Fm(INCH/HR) = 0.19 AREA‐AVERAGED Fp(INCH/HR) = 0.25 AREA‐AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 1.8
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 8.00 = 384.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 41 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 340.00 DOWNSTREAM(FEET) = 323.70 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 10.0 INCH PIPE IS 6.8 INCHES
PIPE‐FLOW VELOCITY(FEET/SEC.) = 22.55
GIVEN PIPE DIAMETER(INCH) = 10.00 NUMBER OF PIPES = 1 PIPE‐FLOW(CFS) = 8.95
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 5.23
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 9.00 = 469.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 12 81 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 12 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>CLEAR MEMORY BANK # 2 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 12 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>CLEAR MEMORY BANK # 3 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 10 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 21 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW‐LENGTH(FEET) = 210.00
ELEVATION DATA: UPSTREAM(FEET) = 356.00 DOWNSTREAM(FEET) = 342.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.893
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.147
SUBAREA Tc AND LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL C 0.23 0.25 0.800 50 6.89 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.800
SUBAREA RUNOFF(CFS) = 1.03
TOTAL AREA(ACRES) = 0.23 PEAK FLOW RATE(CFS) = 1.03 **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 9.00 IS CODE = 41 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 332.00 DOWNSTREAM(FEET) = 323.70 82 FLOW LENGTH(FEET) = 12.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 6.0 INCH PIPE IS 1.8 INCHES
PIPE‐FLOW VELOCITY(FEET/SEC.) = 21.18
GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE‐FLOW(CFS) = 1.03
PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 6.90
LONGEST FLOWPATH FROM NODE 121.00 TO NODE 9.00 = 222.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 11 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN‐STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1.03 6.90 5.143 0.25( 0.20) 0.80 0.2 121.00 LONGEST FLOWPATH FROM NODE 121.00 TO NODE 9.00 = 222.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 8.92 5.11 6.108 0.25( 0.19) 0.76 1.6 51.00 2 8.94 5.16 6.075 0.25( 0.19) 0.76 1.6 31.00 3 8.95 5.17 6.070 0.25( 0.19) 0.76 1.6 61.00 4 8.95 5.17 6.068 0.25( 0.19) 0.76 1.6 41.00 5 8.95 5.23 6.033 0.25( 0.19) 0.76 1.6 111.00 6 8.94 5.32 5.973 0.25( 0.19) 0.76 1.7 21.00 7 8.90 5.42 5.907 0.25( 0.19) 0.76 1.7 91.00 8 8.85 5.55 5.830 0.25( 0.19) 0.76 1.7 1.00 9 8.48 6.09 5.526 0.25( 0.19) 0.76 1.7 101.00 10 8.04 6.86 5.164 0.25( 0.19) 0.75 1.7 81.00 11 7.51 7.77 4.806 0.25( 0.19) 0.75 1.8 71.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 9.00 = 469.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 9.83 5.11 6.108 0.25( 0.19) 0.77 1.8 51.00 2 9.86 5.16 6.075 0.25( 0.19) 0.77 1.8 31.00 3 9.86 5.17 6.070 0.25( 0.19) 0.77 1.8 61.00 4 9.86 5.17 6.068 0.25( 0.19) 0.77 1.8 41.00 5 9.86 5.23 6.033 0.25( 0.19) 0.77 1.8 111.00 6 9.86 5.32 5.973 0.25( 0.19) 0.76 1.8 21.00 7 9.84 5.42 5.907 0.25( 0.19) 0.76 1.9 91.00 8 9.79 5.55 5.830 0.25( 0.19) 0.76 1.9 1.00 9 9.46 6.09 5.526 0.25( 0.19) 0.76 1.9 101.00 10 9.07 6.86 5.164 0.25( 0.19) 0.76 2.0 81.00 11 9.04 6.90 5.143 0.25( 0.19) 0.76 2.0 121.00 83 12 8.47 7.77 4.806 0.25( 0.19) 0.75 2.0 71.00 TOTAL AREA(ACRES) = 2.0
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 9.86 Tc(MIN.) = 5.225
EFFECTIVE AREA(ACRES) = 1.82 AREA‐AVERAGED Fm(INCH/HR) = 0.19 AREA‐AVERAGED Fp(INCH/HR) = 0.25 AREA‐AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 2.0
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 9.00 = 469.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 41 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>COMPUTE PIPE‐FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER‐SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 323.70 DOWNSTREAM(FEET) = 260.50 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 10.0 INCH PIPE IS 5.8 INCHES
PIPE‐FLOW VELOCITY(FEET/SEC.) = 29.94
GIVEN PIPE DIAMETER(INCH) = 10.00 NUMBER OF PIPES = 1 PIPE‐FLOW(CFS) = 9.86
PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 5.32
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 10.00 = 639.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 10 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>MAIN‐STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 131.00 TO NODE 10.00 IS CODE = 21 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME‐OF‐CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW‐LENGTH(FEET) = 240.00
ELEVATION DATA: UPSTREAM(FEET) = 363.00 DOWNSTREAM(FEET) = 260.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.170
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.070
SUBAREA Tc AND LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL C 0.68 0.25 0.900 50 5.17 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.900
SUBAREA RUNOFF(CFS) = 3.59
84 TOTAL AREA(ACRES) = 0.68 PEAK FLOW RATE(CFS) = 3.59 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 11 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN‐STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 3.59 5.17 6.070 0.25( 0.23) 0.90 0.7 131.00 LONGEST FLOWPATH FROM NODE 131.00 TO NODE 10.00 = 240.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 9.83 5.21 6.044 0.25( 0.19) 0.77 1.8 51.00 2 9.86 5.26 6.012 0.25( 0.19) 0.77 1.8 31.00 3 9.86 5.26 6.007 0.25( 0.19) 0.77 1.8 61.00 4 9.86 5.27 6.006 0.25( 0.19) 0.77 1.8 41.00 5 9.86 5.32 5.971 0.25( 0.19) 0.77 1.8 111.00 6 9.86 5.41 5.913 0.25( 0.19) 0.76 1.8 21.00 7 9.84 5.52 5.849 0.25( 0.19) 0.76 1.9 91.00 8 9.79 5.64 5.773 0.25( 0.19) 0.76 1.9 1.00 9 9.46 6.19 5.477 0.25( 0.19) 0.76 1.9 101.00 10 9.07 6.95 5.122 0.25( 0.19) 0.76 2.0 81.00 11 9.04 7.00 5.103 0.25( 0.19) 0.76 2.0 121.00 12 8.47 7.87 4.772 0.25( 0.19) 0.75 2.0 71.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 10.00 = 639.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 13.39 5.17 6.070 0.25( 0.20) 0.80 2.5 131.00 2 13.40 5.21 6.044 0.25( 0.20) 0.80 2.5 51.00 3 13.41 5.26 6.012 0.25( 0.20) 0.80 2.5 31.00 4 13.41 5.26 6.007 0.25( 0.20) 0.80 2.5 61.00 5 13.41 5.27 6.006 0.25( 0.20) 0.80 2.5 41.00 6 13.39 5.32 5.971 0.25( 0.20) 0.80 2.5 111.00 7 13.35 5.41 5.913 0.25( 0.20) 0.80 2.5 21.00 8 13.29 5.52 5.849 0.25( 0.20) 0.80 2.5 91.00 9 13.20 5.64 5.773 0.25( 0.20) 0.80 2.6 1.00 10 12.68 6.19 5.477 0.25( 0.20) 0.80 2.6 101.00 11 12.07 6.95 5.122 0.25( 0.20) 0.79 2.7 81.00 12 12.03 7.00 5.103 0.25( 0.20) 0.79 2.7 121.00 13 11.26 7.87 4.772 0.25( 0.20) 0.79 2.7 71.00 TOTAL AREA(ACRES) = 2.7
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
85 PEAK FLOW RATE(CFS) = 13.41 Tc(MIN.) = 5.257 EFFECTIVE AREA(ACRES) = 2.49 AREA‐AVERAGED Fm(INCH/HR) = 0.20 AREA‐AVERAGED Fp(INCH/HR) = 0.25 AREA‐AVERAGED Ap = 0.80 TOTAL AREA(ACRES) = 2.7
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 10.00 = 639.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 2.7 TC(MIN.) = 5.26 EFFECTIVE AREA(ACRES) = 2.49 AREA‐AVERAGED Fm(INCH/HR)= 0.20 AREA‐AVERAGED Fp(INCH/HR) = 0.25 AREA‐AVERAGED Ap = 0.803 PEAK FLOW RATE(CFS) = 13.41
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 13.39 5.17 6.070 0.25( 0.20) 0.80 2.5 131.00 2 13.40 5.21 6.044 0.25( 0.20) 0.80 2.5 51.00 3 13.41 5.26 6.012 0.25( 0.20) 0.80 2.5 31.00 4 13.41 5.26 6.007 0.25( 0.20) 0.80 2.5 61.00 5 13.41 5.27 6.006 0.25( 0.20) 0.80 2.5 41.00 6 13.39 5.32 5.971 0.25( 0.20) 0.80 2.5 111.00 7 13.35 5.41 5.913 0.25( 0.20) 0.80 2.5 21.00 8 13.29 5.52 5.849 0.25( 0.20) 0.80 2.5 91.00 9 13.20 5.64 5.773 0.25( 0.20) 0.80 2.6 1.00 10 12.68 6.19 5.477 0.25( 0.20) 0.80 2.6 101.00 11 12.07 6.95 5.122 0.25( 0.20) 0.79 2.7 81.00 12 12.03 7.00 5.103 0.25( 0.20) 0.79 2.7 121.00 13 11.26 7.87 4.772 0.25( 0.20) 0.79 2.7 71.00 ============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
86 5
APPENDIX C
Drainage Maps
87 448.44' FL 448.36' FL448.07' FL
413.39' FL
415.05' FL
415.93' FL
417.80' FL
418.64' FL
PRIVATE DRIVEWAY R= 1 8 0 . 0 0 ' = 1 9 ° 3 8 ' 3 9 " L = 6 1 . 7 1 ' R= 9 5 . 0 0 ' = 5 8 ° 5 4 ' 2 4 " L = 9 7 . 6 7 ' = R 1 3 . 0 0 0 ' 1 = ° 9 7 3 4 1 ' " 1 = L . 6 0 ' 6 1 1 = R 7 4 0 . ' 0 4 = ° 5 5 4 ' 0 " L = 1 1 7 . 3 8 ' R= 2 1 0 . 0 0 ' = 4 4 ° 1 5 ' 0 0 " L = 1 6 2 . 1 8 ' R= 1 2 5 . 0 0 ' = 5 8 ° 5 4 ' 2 4 " L = 1 2 8 . 5 1 ' 425.41' R.S. 28/44 HSGC 2 358.0 Q=4.45 cfs 1 451.0 11 456.0 21 456.0 HSGC HSGD HSGC 12 268.0 Q=7.57 cfs 1 3 9 A v e n i d a N a v a r r o S a n C l e m e n t e , C A 9 2 6 7 2 9 4 9 . 4 9 2 . 8 5 8 6 w w w . t o a l e n g i n e e r i n g . c o m C I V I L E N G I N E E R I N G L A N D S U R V E Y I N G S T O R M W A T E R Q U A L I T Y LEGENDPROPERTY LINE RUNOFF FLOW DIRECTION AREA IN ACRES X.X X.XXX DRAINAGE SUBAREA NUMBER HSGD HYDROLOGIC SOIL GROUP 2.45 NODE NUMBER AND ELEVATION(S) 123.45 120.45 FLOW PATH HYDROLOGIC SOIL GROUP BOUNDARY WATERSHED BOUNDARY EXISTING SIGNIFICANT DRAINAGE COURSE 88 448.44' FL 448.36' FL448.07' FL
415.05' FL
415.93' FL
417.80' FL
418.64' FL
PRIVATE DRIVEWAY
425.41' POOL GARAGE F.F.=368.40 T/SLAB=368.28 PAD=367.36 SPA F.F.=367.70 T/SLAB=367.58 PAD=366.66 F.F.=367.70 T/SLAB=367.58 PAD=366.66 PAD=365.58
PAD=365.78 F.F.=355.72 T/SLAB=355.60 PAD=354.68 F.F.=355.72 T/SLAB=355.60 PAD=354.68 HSGC HSGC HSGD HSGC 1 456.0 2 374.3 364.3 21 451.0 22 378.5 366.5 31 443.0 32 369.0 364.5 3 363.0 4 361.0 41 433.0 42 365.0 360.5 52 366.0 361.5 51 431.0 62 362.5 357.5 61 419.0 5 360.0 6 358.57 353.7 Q=7.43 cfs 8 340.0 Q=8.95 cfs 9 323.7 Q=9.86 cfs 10 260.5 63 354.8 64 354.0 112 357.9 356.9 71 367.3 72 366.5 363.8 73 363 74 358.6 Q=1.61 cfs 82 365.0 363.3 81 372.5 91 366.4 92 360.6 359.6 101 365.5 102 361.5 111 363.8 121 356.0 122 342.5 332.0 131 363.0 1 3 9 A v e n i d a N a v a r r o S a n C l e m e n t e , C A 9 2 6 7 2 9 4 9 . 4 9 2 . 8 5 8 6 w w w . t o a l e n g i n e e r i n g . c o m C I V I L E N G I N E E R I N G L A N D S U R V E Y I N G S T O R M W A T E R Q U A L I T Y LEGENDPROPERTY LINE RUNOFF FLOW DIRECTION AREA IN ACRES X.X X.XXX DRAINAGE SUBAREA NUMBER HSGD HYDROLOGIC SOIL GROUP 2.45 NODE NUMBER AND ELEVATION(S) 123.45 120.45 FLOW PATH HYDROLOGIC SOIL GROUP BOUNDARY WATERSHED BOUNDARY EXISTING SIGNIFICANT DRAINAGE COURSE DRAINAGE SYSTEM SCHEMATIC A12345678910 B2121 C3132 D4142 E5152 F616263 L111 112 64 102 101 K 73 74 MWS 717282 H 81 J9192 122 121 M 131 G DISCHARGE AT TEMPLE HILLS DRIVE NTREATED FLOW=0.083 cfs BYPASS CAPACITY > 1.75 cfs 89 6
APPENDIX D
Precise Grading Plans
90 1 3 9 A v e n i d a N a v a r r o S a n C l e m e n t e , C A 9 2 6 7 2 9 4 9 . 4 9 2 . 8 5 8 6 ww w .toal en gin eering.com C I V I L E N G I N E E R I N G L A N D S U R V E Y I N G STORMWATER QUALITY PRECISE GRADING AND DRAINAGE PLAN 600 BUENA VISTA, LAGUNA BEACH, CALIFORNIA NEW SINGLE FAMILY RESIDENCE LEGAL DESCRIPTION OWNER ARCHITECT CIVIL ENGINEER SOURCE OF TOPOGRAPHY CONSTRUCTION NOTES AND QUANTITY ESTIMATE ASSESSOR'S PARCEL NO. SHEET INDEX C-1 TITLE SHEET C-2 PRECISE GRADING & DRAINAGE PLAN C-3 SECTIONS C-4 DETAILS C-5 EROSION CONTROL PLAN DATE REVISED: 7-1-06 8 1 1 Know what's below. Call before you dig. PROJECT INFORMATION ADDRESS SOILS ENGINEER NOTICE TO CONTRACTOR GENERAL GRADING NOTES EROSION CONTROL STANDARDS WATER QUALITY NOTES PARCEL 2, L.L.A. 03-03, INST. 2003000815643 SUBMITTAL SET NOT FOR CONSTRUCTION BENCH MARK NOTES TO CONTRACTOR GENERAL GRADING NOTES (CONT.): TEMPLE HILLS DR. COAST VIEW DR. VISTA WAY CANYON BAYVIEW PL. GLENNEYRE ST. SOUTH COAST HWY. THALIA ST. PARK AVE. LAGUNA AVE. VIEW DR. BUENA TEMPLE HILLS DR. SITE NOT TO SCALE VICINITY MAP PUBLIC WORKS NOTES C-6 C-7 TOPOGRAPHIC SURVEY (reference only) SECTIONS 91 POOL GARAGE F.F.=368.40 T/SLAB=368.28 PAD=367.36 SPA F.F.=367.70 T/SLAB=367.58 PAD=366.66 F.F.=367.70 T/SLAB=367.58 PAD=366.66 PAD=365.58
PAD=365.78
MATCHLINE SEE SHEET C-3 F.F.=355.72 T/SLAB=355.60 PAD=354.68 F.F.=355.72 T/SLAB=355.60 PAD=354.68 CONSTRUCTION NOTES NOTICE TO CONTRACTOR REQUIRED CERTIFICATIONS / APPROVALS In addition to any certifications required by the agencies having jurisdiction over this project, the following approvals from the Civil engineer of record are required: 1. Foundation forms for improvements on or abutting property lines is required prior to concrete pour. 2. Location, size, and depth of all drain lines prior to backfill. LEGEND 1 3 9 A v e n i d a N a v a r r o S a n C l e m e n t e , C A 9 2 6 7 2 9 4 9 . 4 9 2 . 8 5 8 6 ww w .toal en gin eering.com C I V I L E N G I N E E R I N G L A N D S U R V E Y I N G STORMWATER QUALITY ADDITIONAL NOTES EASEMENT NOTES SEE TOPOGRAPHIC SURVEY ON SHEET TP-01 92 SECTION SECTION MATCHLINE SEE SHEET C-2 1 3 9 A v e n i d a N a v a r r o S a n C l e m e n t e , C A 9 2 6 7 2 9 4 9 . 4 9 2 . 8 5 8 6 w w w . t o a l e n g i n e e r i n g . c o m C I V I L E N G I N E E R I N G L A N D S U R V E Y I N G S T O R M W A T E R Q U A L I T Y 93 CONSTRUCTION NOTES 1 3 9 A v e n i d a N a v a r r o S a n C l e m e n t e , C A 9 2 6 7 2 9 4 9 . 4 9 2 . 8 5 8 6 w w w . t o a l e n g i n e e r i n g . c o m C I V I L E N G I N E E R I N G L A N D S U R V E Y I N G S T O R M W A T E R Q U A L I T Y DETAIL TYPICAL DRIVEWAY / HARDSCAPE SECTION DETAIL TYPICAL RETAINING WALL SUBDRAIN DETAIL DETAIL TYPICAL DRAIN INLET DETAIL DOWNSPOUT CONNECTION DETAIL TYPICAL DRAIN INLET DETAIL CONC. V-DITCH DETAIL TYPICAL BUILDING DRAINAGE AT LANDSCAPING DETAIL TYPICAL BUILDING DRAINAGE AT HARDSCAPE DETAIL OUTLET STRUCTURE SECTION X-X DETAIL MWS LINEAR DETAIL DRAIN INLET IN V-DITCH 94 SECTION SECTION 1 3 9 A v e n i d a N a v a r r o S a n C l e m e n t e , C A 9 2 6 7 2 9 4 9 . 4 9 2 . 8 5 8 6 w w w . t o a l e n g i n e e r i n g . c o m C I V I L E N G I N E E R I N G L A N D S U R V E Y I N G S T O R M W A T E R Q U A L I T Y 95 POOL GARAGE F.F.=368.40 T/SLAB=368.28 PAD=367.36 SPA F.F.=367.70 T/SLAB=367.58 PAD=366.66 F.F.=367.70 T/SLAB=367.58 PAD=366.66 PAD=365.58
PAD=365.78
MATCHLINE SEE SHEET C-3 MATCHLINE SEE SHEET C-2 F.F.=355.72 T/SLAB=355.60 PAD=354.68 F.F.=355.72 T/SLAB=355.60 PAD=354.68 LEGEND NOTE EROSION CONTROL BMPs TEMPORARY SEDIMENT CONTROL WIND EROSION CONTROL TRACKING CONTROL WASTE MANAGEMENT AND MATERIALS POLLUTION CONTROL NON-STORMWATER MANAGEMENT YEAR-ROUND BMP REQUIREMENTS 1 3 9 A v e n i d a N a v a r r o S a n C l e m e n t e , C A 9 2 6 7 2 9 4 9 . 4 9 2 . 8 5 8 6 w w w. toalengineering.com C I V I L E N G I N E E R I N G L A N D S U R V E Y I N G STORMWATER QUALITY 96 BOUNDARY NOTE: 1 3 9 A v e n i d a N a v a r r o S a n C l e m e n t e , C A 9 2 6 7 2 9 4 9 . 4 9 2 . 8 5 8 6 w w w . t o a l e n g i n e e r i n g . c o m C I V I L E N G I N E E R I N G L A N D S U R V E Y I N G S T O R M W A T E R Q U A L I T Y STAT E
OF
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SURVEYO VIKTOR P.
RMEUM No. 8682 EASEMENT NOTE: ALL EASEMENTS SHOWN ON THIS TOPOGRAPHIC SURVEY ARE PER A POLICY OF TITLE INSURANCE ISSUED BY COMMONWEALTH LAND TITLE COMPANY, POLICY NO. CA-FXDD-ICL-81306-1-16-215570192 UNLESS NOTED OTHERWISE 5 ITEM 5 OF THE POLICY, EASEMENTS FOR SEWER LINES DISCLOSED IN CITY OF LAGUNA BEACH RESOLUTION OF INTENTION NO. 711 DO NOT FALL ON THE SUBJECT PROPERTY AND ARE NOT PLOTTED HEREON. 6 ITEM 6 OF THE POLICY, AN EASEMENT FOR GAS PIPES RECORDED IN BOOK 2023, PAGE 250 O.R. DOES NOT FALL ON THE SUBJECT PROPERTY AND IS NOT PLOTTED HEREON. 7 ITEM 7 OF THE POLICY, EASEMENTS FOR PIPELINES, INGRESS AND EGRESS RECORDED IN BOOK 11836, PAGE 1592 O.R. 8 ITEM 8 OF THE POLICY, AN EASEMENT FOR PUBLIC UTILITIES RECORDED IN BOOK 14249, PAGE 1110 O.R. 9 ITEM 9 OF THE POLICY, AN EASEMENTS IN FAVOR OF SOUTHERN CALIFORNIA EDISON RECORDED AS INSTRUMENT NO. 83-034969 O.R. 10 ITEM 10 OF THE POLICY, A DECLARATION OF OPEN SPACE RESTRICTION RECORDED AS INSTRUMENT NO. 2006000288577 O.R. IS NOT PLOTTED HEREON. EXHIBITS A AND B REFERENCED IN THE DOCUMENT ARE NOT INCLUDED AND THE LOCATION OF THE RESTRICTION CANNOT BE DETERMINED. 11 ITEM 11 OF THE POLICY, A DECLARATION OF OPEN SPACE RESTRICTION RECORDED AS INSTRUMENT NO. 2008000129372 O.R. THERE IS AN ERROR IN THE DESCRIPTION OF THE OPEN SPACE AND THE LINE PLOTTED HEREON IS A BEST INTERPRETATION OF THE OPEN SPACE LOCATION. 12 ITEM 12 OF THE POLICY, AN EASEMENT FOR STREET PURPOSES RECORDED AS INSTRUMENT NO. 2008000151621 O.R. THERE IS AN ERROR IN THE DESCRIPTION OF THE EASEMENT AND THE LINE PLOTTED HEREON IS A BEST INTERPRETATION OF THE EASEMENT LOCATION. A AN EASEMENT FOR ROADWAY PURPOSES RECORDED AS INSTRUMENT NO. 2014000367651 O.R. AS SHOWN ON RSB 287/12. 97