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HomeMy WebLinkAboutAttachment 4a - I2 Drainage StudyDrainage Study for Sunbow II, Phase 3 TABLE OF CONTENTS SECTION Chapter 1 - Executive Summary I 1.1 Introduction 1.2 Summary of Existing Conditions 1.3 Summary of Developed Condition 1.4 Summary of Results 1.5 References Chapter 2 – Methodology & Model Development II 2.1 County of San Diego Drainage Design Criteria 2.2 Design Rainfall Determination - 100-Year, 6-Hour Rainfall Isopluvial Map - 100-Year, 24-Hour Rainfall Isopluvial Map - 50-Year, 6-Hour Rainfall Isopluvial Map - 50-Year, 24-Hour Rainfall Isopluvial Map 2.3 Runoff Coefficient Determination 2.4 Rainfall Intensity Determination - Maximum Overland Flow Length & Initial Time of Concentration Table - Urban Watershed Overland Time of Flow Nomograph - Gutter & Roadway Discharge-Velocity Chart - Manning’s Equation Nomograph - Intensity-Duration Design Chart 2.5 Rational Method Model Development Summary Chapter 3 – Existing and Proposed Condition Hydrologic Analysis III Chapter 4 – Hydrologic Soil Group IV Chapter 5 – Detention Analysis V Chapter 6 – Hydrology Maps VI Appendix A – References Drainage Study for Sunbow II, Phase 3 CHAPTER 1 - EXECUTIVE SUMMARY 1.1 - Introduction The Sunbow Planning Area is located in the City of Chula Vista, California, in south of the Olympic Pkwy, north of the Otay Landfill (see the Vicinity Map below). Sunbow II, Phase 3 Sectional Planning Area (SPA) Plan Amendment encompasses approximately 135.71 acres (Project Area) that includes a 67.5 development area comprised of 44.2 acres of residential, a 0.9-acre Community Purpose Facility (CPF) site, 5.9 acres of public streets and 16.5 manufactured slopes/basins. Approximately 4.3 acres of conserved Poggi Creek Easement areas, a 0.3 acre of conserved wetland resource area and 63.62 acres of adjacent MSCP Preserve area are also within the Project Area. The total drainage area of the project is approximately 117.3 acres. In between with the north side of the site and the south curb of the Olympic Pkwy, the Poggi Canyon creek is running parallel to the road from northwest to southwest. The south boundary of the site is delineated by the natural ridges along landfill boarder. The project will consist of 718 units of multi-story townhomes as well as associated public and private roads, and parking spaces. The storm drain and storm water quality control facilities are proposed to meet the city requirements. This study will be focusing on quantifying the runoff for the 100-year storm event and analyzing the capacity of the storm drain and detention basin to minimize the impact of the proposed development. Treatment of storm water runoff from the site has been addressed in a separate report – ‘The Priority Development Project Storm Water Quality Management Plan (SWQMP) for Sunbow Planning Area’ dated June 23, 2020 prepared by Hunsaker & Associates San Diego Inc. Per City’s drainage criteria, the onsite hydrology calculation will be based on 100- year storm event. 1 Acreages are rounded to the nearest 1/10th acre and may vary slightly from calculated total. 2 The Proposed MSCP area includes approximately 1.31 acres of “Mapping Correction Area” and approximately 1.12 acres of MSCP Allowable Use (Basin – Future Facility). Drainage Study for Sunbow II, Phase 3 Per County of San Diego drainage criteria, the Modified Rational Method should be used to determine peak design flowrates when the contributing drainage area is less than 1.0 square mile. Since the total watershed area discharging from the site is less than 1.0 square mile, the AES-2015 computer software was used to model the runoff response per the Modified Rational Method. Methodology used for the computation of design rainfall events, runoff coefficients, and rainfall intensity values are consistent with criteria set forth in the “County of San Diego 2003 Hydrology Manual.” A more detailed explanation of methodology used for this analysis is listed in Chapter 2 of this report. Detailed calculations such as storm drain hydraulics, inlet calculations, and street capacity calculations will be addressed during final engineering. The 50-yr and 100-yr depth provided in Chapter 2 are for P6. 1.2 – Summary of Existing Conditions The 117.3-acre hydrologic catchment primarily consist of natural grades and hills all covered by native vegetations and shrubs. The site is accessible from Olympic Pkwy through two separate bridges crossing Poggi Canyon creek in north side. The Poggi Canyon creek flows from northeast to southwest and accepts large amount of storm runoff from surrounding area. It is also the downstream of the onsite runoff from both our existing and proposed condition. The local high points are in southern boundary of the site adjacent to the Otay landfill and make the overall on site flow pattern simply south to north. A small portion of the site in southwest corner was occupied by a water tank which is serving the nearby residential areas. Drainage Study for Sunbow II, Phase 3 Based on the site topo, the existing condition catchment was divided into 7 sub- catchments. All onsite runoff from sub-catchment under design event will flow from south to north into Poggi Canyon creek and eventually confluence at the northwest corner of our catchment (hydrologic node 126). 1.3 – Summary of Developed Condition The Proposed Project’s residential land use includes four unique multi-family attached residential product types with 15 unique floor plans, ranging in square footage from approximately 1,100 to 2,050 square feet in two- and three-story units. Each home includes a two-car garage and two to four bedrooms. The Proposed Project includes a Chula Vista General Plan Amendment, Sunbow General Development Plan Amendment, Sunbow II SPA Plan Amendment, a rezone, and a Tentative Map. The Proposed Project also includes a Chula Vista MSCP Boundary Adjustment to implement minor adjustments to the development limits and the adjacent MSCP Preserve areas that would result in a 0.09-acre increase to MSCP Preserve Area and an MSCP Minor Amendment to address off- site grading adjacent to the southwestern boundary of the development area. The development of the site will include adding the storm drains, curb inlets, cleanouts along the proposed onsite private roads and parking spaces to collect and convey the storm runoff to the two proposed detention and water quality control basins located at northeast and northwest part of the development area. The project also proposed bypassing storm drains running from south into Poggi Canyon creek in north to collect and bypass the offsite flow primarily from south and east side of the catchment. After the majority of the onsite runoff is treated and detained by the biofiltration basin, the outflow will confluence with the bypass storm drain and discharge into the Poggi Canyon creek. For small amount of runoff generated from the north portion of proposed public roads which will be connecting with Olympic Pkwy, only the water quality control measurements are proposed, i.e., multiple Modular Wetland structures will be installed to control the water quality. The outflow from Modular Wetlands then discharges into Poggi Canyon creek without detention. A calculation node 126 (similar as the one in existing condition hydrology) has been assigned at the ultimate downstream point of our development area. The hydrology results from existing and proposed conditions at this point will be compared to ensure no impact exists after implementing attenuation measurements. Pollution Control and Hydromodification Flow Control of the overall site will be addressed in the separate report ‘The Priority Development Project Storm Water Quality Management Plan (SWQMP) for Sunbow Planning Area’ dated June 15, 2020 prepared by Hunsaker & Associates San Diego Inc. Drainage Study for Sunbow II, Phase 3 1.4 – Results and Recommendations Table 1 below summarizes the existing and proposed peak flows from the site. The developed peak flows consider the flow attenuation from the proposed detention basin. Per the San Diego County rainfall isolpluvial maps, the design rainfall depth for the 50-year flow event at the project site area is 2.10-inches, 100-year flow event at the project site area is 2.40-inches. Table 1 - Summary of 100 Year Peak Flows Existing Condition Developed Condition Flow Reduction between EX and PR(ATT)POC EX NODE AREA (acres) Q100 (cfs) PR NODE AREA (acres) Q100 (cfs) Unattenuated Q100 (cfs) Attenuated** 1 126 117.3 126 117.5*165.62 60.81 Total -117.3 90.81 -117.5*165.62 60.81 90.81- 60.81=30 * The 0.2 acres of increase is due to the rounding error. Offsite letter of permission to grade to be provided during final engineering. ** Design flows used for storm drain design. Since the proposed development will increase runoff generated by the project site, the project will utilize onsite detention facilities to mitigate for the increase in peak flow. As a result, the mitigated Q100 of proposed condition demonstrates 30 cfs flow rate reduction compare to that of the existing condition. Runoff generated by the project will not exceed pre-project peak flow rates, and runoff velocities will be dissipated by rock riprap at storm drain outfalls. Riprap design (per SDRSD D-40) will be provided with hydraulics during final engineering stage. The project has been designed to honor pre-project watershed basins and outfall locations. Considering the limitations which result from Subdivision layout and design, minor exchanges in watershed areas occur but are minimized to the maximum extent practicable. Since the project site is located outside any FEMA floodplain zones (#06073C2157G), there is no requirement for a Letter of Map Revision. For the HEC-HMS detention calculation for flows through the basin, refer to the calculations in Chapter 5. The above results show there is no adverse impact from the proposed development after the attenuation because there is reduction in flows. Drainage Study for Sunbow II, Phase 3 Peak flow rates listed above were generated based on the criteria set forth in the "2003 San Diego County Hydrology Manual" (methodology presented in Chapter 2 of this report). The Modified Rational Method output is located in Chapter 3. 1.5 - References “San Diego County Hydrology Manual”; Department of Public Works – Flood Control Division; County of San Diego, California; Revised June 2003. “The Priority Development Project Storm Water Quality Management Plan (SWQMP) for Sunbow II, Phase 3” dated Jan 26, 2021 prepared by Hunsaker & Associates San Diego Inc. Drainage Study for Sunbow II, Phase 3 R:\1561\Hyd\DR\REPORT\1561 Sunbow.doc w.o.2167-0161 CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.1 – County of San Diego Drainage Design Criteria San Diego County Hydrology Manual Date: June 2003 Section: Page: 2 3 of4 2.3 SELECTION OF HYDROLOGIC METHOD AND DESIGN CRITERIA Design Frequency - The flood frequency for determining the design storm discharge is 50 years for drainage that is upstream of any major roadway and 100 years frequency for all design storms at a major roadway, crossing the major roadway and thereafter. The 50-year storm flows shall be contained within the pipe and not encroach into the travel lane. For the 100-year storm this includes allowing one lane of a four-lane road (four or more lanes) to be used for conveyance without encroaching onto private property outside the dedicated street right-of-way. Natural channels that remain natural within private property are excluded from the right-of-way guideline. Design Method - The choice of method to determine flows (discharge) shall be based on the size of the watershed area. For an area 0 to approximately l square mile the Rational Method or the Modified Rational Method shall be used. For watershed areas larger than l square mile the NRCS hydrologic method shall be used. Please check with the governing agency for any variations to these guidelines. 2-3 San Diego County Hydrology Manual Date: June 2003 Section: Page: 3 1 ofl26 SECTION 3 RATIONAL METHOD AND MODIFIED RATIONAL METHOD 3.1 THE RATIONAL METHOD The Rational Method (RM) is a mathematical formula used to determine the maximum runoff rate from a given rainfall. It has particular application in urban storm drainage, where it is used to estimate peak runoff rates from small urban and rural watersheds for the design of storm drains and small drainage structures. The RM is recommended for analyzing the runoff response from drainage areas up to approximately l square mile in size. It should not be used in instances where there is a junction of independent drainage systems or for drainage areas greater than approximately l square mile in size. In these instances, the Modified Rational Method (MRM) should be used for junctions of independent drainage systems in watersheds up to approximately l square mile in size (see Section 3.4), or the NRCS Hydrologic Method should be used for watersheds greater than approximately l square mile in size (see Section 4). The RM can be applied using any design storm frequency (e.g., 100-year, 50-year, 10-year, etc.). The local agency determines the design storm frequency that must be used based on the type of project and specific local requirements. A discussion of design storm frequency is provided in Section 2.3 of this manual. A procedure has been developed that converts the 6-hour and 24-hour precipitation isopluvial map data to an Intensity-Duration curve that can be used for the rainfall intensity in the RM formula as shown in Figure 3-1. The RM is applicable to a 6-hour storm duration because the procedure uses Intensity-Duration Design Charts that are based on a 6-hour storm duration. 3.1.1 Rational Method Formula The RM formula estimates the peak rate of runoff at any location in a watershed as a function of the drainage area (A), runoff coefficient (C), and rainfall intensity (I) for a duration equal to the time of concentration (TC), which is the time required for water to 3-1 Drainage Study for Sunbow II, Phase 3 R:\1561\Hyd\DR\REPORT\1561 Sunbow.doc w.o.2167-0161 CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.2 – Design Rainfall Determination 100-Year, 6-Hour Rainfall Isopluvial Map CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.2 – Design Rainfall Determination 100-Year, 24-Hour Rainfall Isopluvial Map Drainage Study for Sunbow II, Phase 3 CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.2 – Design Rainfall Determination 50-Year, 6-Hour Rainfall Isopluvial Map Drainage Study for Sunbow II, Phase 3 CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.2 – Design Rainfall Determination 50-Year, 24-Hour Rainfall Isopluvial Map Drainage Study for Sunbow II, Phase 3 CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.3 – Rainfall Coefficient Determination Drainage Study for Sunbow II, Phase 3 Development Density Map CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.4 – Rainfall Intensity Determination Maximum Overland Flow Length & Initial Time of Concentration Table Drainage Study for Sunbow II, Phase 3 CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.4 – Rainfall Intensity Determination Urban Watershed Overland Time of Flow Nomograph Drainage Study for Sunbow II, Phase 3 CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.4 – Rainfall Intensity Determination Gutter & Roadway Discharge-Velocity Chart Drainage Study for Sunbow II, Phase 3 F I G U R E SOURCE: San Diego County Department of Special District Services Design Manual 3-6Gutter and Roadway Discharge - Velocity Chart 0.13 EXAMPLE: Given: Q = 10 S = 2.5% Chart gives: Depth = 0.4, Velocity = 4.4 f.p.s. Depth RESIDENTIAL STREET ONE SIDE ONLY 1.5’ n = .015 1 2 3 4 5 6 7 8 9 10 20 30 40 50 Discharge (C.F.S.) 0.4 0.5 0.6 0.7 0.8 0.9 1.0 1.2 1.4 1.6 1.8 2 3 6 4 5 7 8 9 10 12 14 16 18 20 V=2.5f.p.s. V=3f.p.s. V=4f.p.s. V=5f.p.s. V=6f.p.s. V=8f.p.s. V=10f.p.s. V=12f.p.s. V=2f.p.s.Depth0.7FeetDepth0.6FeetDepth0.5FeetDepth0.4FeetDepth0.3FeetDepth0.25FeetDepth0.2Feet%ofStreetSlopeV=1.5f.p.s. 2% 2% n = .0175 P a v e dConcrete Gutter CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.4 – Rainfall Intensity Determination Manning’s Equation Nomograph Drainage Study for Sunbow II, Phase 3 F I G U R E SOURCE: USDOT, FHWA, HDS-3 (1961) 3-7Manning’s Equation Nomograph s =0 .0 0 3 n =0 .0 2 SLOPEinfeetperfoot-sHYDRAULICRADIUSinfeet-RVELOCITYinfeetpersecond-VE X A M P L E R = 0.6 V = 2.9 EQUATION: V = ____ R2/3 s1/21.49 n 0.3 0.2 0.15 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.0003 0.0004 0.0005 0.0006 0.0007 0.0008 0.0009 0.001 20 10 9 8 7 6 5 4 3 2 1.0 0.9 0.8 0.7 0.6 0.5 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 2 3 4 10 9 8 7 6 5 50 40 30 20 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.09 0.10 0.2 0.3 0.4 GENERAL SOLUTION ROUGHNESSCoefficient-n CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.4 – Rainfall Intensity Determination Intensity-Duration Design Chart Drainage Study for Sunbow II, Phase 3 CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.5 - Rational Method Model Development Summary Drainage Study for Sunbow II, Phase 3 Drainage Study for Sunbow II, Phase 3 Rational Method Hydrologic Analysis Computer Software Package – AES-2015 Design Storm - 50-Year Return Interval for Storm Drain Hydraulics 100 - Year Return Interval for Inlet Sizing (Sump) and Detention Land Use – High Density Residential (HDR) in Developed Areas Soil Type – From the soil map, both group C and D are discovered from the site, however, to be conservative, Hydrologic soil group D was assumed for all areas. Group D soils have very slow infiltration rates when thoroughly wetted. Consisting chiefly of clay soils with a high swelling potential, soils with a high permanent water table, soils with clay pan or clay layer at or near the surface, and shallow soils over nearly impervious materials, Group D soils have a very slow rate of water transmission. Runoff Coefficient – According to Development Density Map, the overall development density rated from 10DU/AC to 19.2 DU/AC, as a result, a set of runoff Cs then are determined based on County Hydrology Manual Table 3-1: Onsite graded pervious slopes: 0.35 14.7 DU/A – 19.2DU/A: 0.71 9.9 DU/A: 0.6 Roads: 0.87 Method of Analysis – The Rational Method is the most widely used hydrologic model for estimating peak runoff rates. Applied to small urban and semi-urban areas with drainage areas less than 1.0 square mile, the Rational Method relates storm rainfall intensity, a runoff coefficient, and drainage area to peak runoff rate. This relationship is expressed by the equation: Q = CIA, where: Q = The peak runoff rate in cubic feet per second at the point of analysis. C = A runoff coefficient representing the area - averaged ratio of runoff to rainfall intensity. I = The time-averaged rainfall intensity in inches per hour corresponding to the time of concentration. A = The drainage basin area in acres. To perform a node-link study, the total watershed area is divided into subareas which discharge at designated nodes. The procedure for the subarea summation model is as follows: (1) Subdivide the watershed into an initial subarea (generally 1 lot) and subsequent subareas, which are generally less than 10 acres in size. Assign upstream and downstream node numbers to each subarea. Drainage Study for Sunbow II, Phase 3 (2) Estimate an initial Tc by using the appropriate nomograph or overland flow velocity estimation. (3) Using the initial Tc, determine the corresponding values of I. Then Q = C I A. (4) Using Q, estimate the travel time between this node and the next by Manning’s equation as applied to the particular channel or conduit linking the two nodes. Then, repeat the calculation for Q based on the revised intensity (which is a function of the revised time of concentration) The nodes are joined together by links, which may be street gutter flows, drainage swales, drainage ditches, pipe flow, or various channel flows. The AES-2010 computer subarea menu is as follows: SUBAREA HYDROLOGIC PROCESS 1.Confluence analysis at node. 2.Initial subarea analysis (including time of concentration calculation). 3.Pipeflow travel time (computer estimated). 4.Pipeflow travel time (user specified). 5.Trapezoidal channel travel time. 6.Street flow analysis through subarea. 7.User - specified information at node. 8.Addition of subarea runoff to main line. 9.V-gutter flow through area. 10. Copy main stream data to memory bank 11. Confluence main stream data with a memory bank 12. Clear a memory bank At the confluence point of two or more basins, the following procedure is used to combine peak flow rates to account for differences in the basin’s times of concentration. This adjustment is based on the assumption that each basin’s hydrographs are triangular in shape. (1). If the collection streams have the same times of concentration, then the Q values are directly summed, Qp = Qa + Qb; Tp = Ta = Tb (2). If the collection streams have different times of concentration, the smaller of the tributary Q values may be adjusted as follows: (i).The most frequent case is where the collection stream with the longer time of concentration has the larger Q. The smaller Q value is adjusted by the ratio of rainfall intensities. Qp = Qa + Qb (Ia/Ib); Tp = Ta (ii). In some cases, the collection stream with the shorter time of concentration has the larger Q. Then the smaller Q is adjusted by a ratio of the T values. Qp = Qb +Qa (Tb/Ta); Tp = Tb Drainage Study for Sunbow II, Phase 3 CHAPTER 3 EXISTING AND PROPOSED CONDITION RATIONAL METHOD HYDROLOGIC ANALYSIS Drainage Study for Sunbow II, Phase 3 EXISTING CONDITION Drainage Study for Sunbow II, Phase 3 100EX.OUT ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) Ver. 22.0 Release Date: 07/01/2015 License ID 1239 Analysis prepared by: ---------------------------------------------------------------------------- FILE NAME: R:\1561\HYD\DR\CALCS\TM\AES\EX.DAT TIME/DATE OF STUDY: 10:00 01/20/2020 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.400 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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 12.0 6.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0160 2 15.0 7.5 0.020/0.020/0.020 0.33 1.50 0.0313 0.125 0.0130 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 5.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* +--------------------------------------------------------------------------+ | BEGIN EXISTING CONDITION HYD | | SUNBOW PA-23 | Page 1 100EX.OUT | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 102.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 116.00 UPSTREAM ELEVATION(FEET) = 474.00 DOWNSTREAM ELEVATION(FEET) = 460.00 ELEVATION DIFFERENCE(FEET) = 14.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.466 SUBAREA RUNOFF(CFS) = 0.38 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.38 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 104.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 460.00 DOWNSTREAM(FEET) = 274.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2118.00 CHANNEL SLOPE = 0.0878 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.38 FLOW VELOCITY(FEET/SEC) = 4.45 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 7.94 Tc(MIN.) = 14.21 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 2234.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 104.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.224 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 Page 2 100EX.OUT SUBAREA AREA(ACRES) = 27.29 SUBAREA RUNOFF(CFS) = 30.79 TOTAL AREA(ACRES) = 27.5 TOTAL RUNOFF(CFS) = 31.02 TC(MIN.) = 14.21 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 114.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 274.00 DOWNSTREAM(FEET) = 272.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 707.00 CHANNEL SLOPE = 0.0028 CHANNEL FLOW THRU SUBAREA(CFS) = 31.02 FLOW VELOCITY(FEET/SEC) = 1.80 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.55 Tc(MIN.) = 20.76 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 114.00 = 2941.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 114.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.524 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 5.75 SUBAREA RUNOFF(CFS) = 5.08 TOTAL AREA(ACRES) = 33.2 TOTAL RUNOFF(CFS) = 31.02 TC(MIN.) = 20.76 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.76 RAINFALL INTENSITY(INCH/HR) = 2.52 TOTAL STREAM AREA(ACRES) = 33.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.02 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 112.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 3 100EX.OUT ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 149.00 UPSTREAM ELEVATION(FEET) = 452.00 DOWNSTREAM ELEVATION(FEET) = 445.00 ELEVATION DIFFERENCE(FEET) = 7.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.061 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.647 SUBAREA RUNOFF(CFS) = 0.36 TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 0.36 **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 114.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 445.00 DOWNSTREAM(FEET) = 272.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1550.00 CHANNEL SLOPE = 0.1116 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.36 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 5.45 Tc(MIN.) = 13.51 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 114.00 = 1699.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 114.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.331 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 18.92 SUBAREA RUNOFF(CFS) = 22.06 TOTAL AREA(ACRES) = 19.1 TOTAL RUNOFF(CFS) = 22.31 TC(MIN.) = 13.51 **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 IS CODE = 1 Page 4 100EX.OUT ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.51 RAINFALL INTENSITY(INCH/HR) = 3.33 TOTAL STREAM AREA(ACRES) = 19.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 22.31 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 31.02 20.76 2.524 33.24 2 22.31 13.51 3.331 19.14 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 42.49 13.51 3.331 2 47.93 20.76 2.524 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 47.93 Tc(MIN.) = 20.76 TOTAL AREA(ACRES) = 52.4 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 114.00 = 2941.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 126.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 272.00 DOWNSTREAM(FEET) = 232.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1830.00 CHANNEL SLOPE = 0.0219 CHANNEL FLOW THRU SUBAREA(CFS) = 47.93 FLOW VELOCITY(FEET/SEC) = 5.65 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 5.40 Tc(MIN.) = 26.16 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 126.00 = 4771.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 126.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< Page 5 100EX.OUT ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.175 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 21.40 SUBAREA RUNOFF(CFS) = 16.29 TOTAL AREA(ACRES) = 73.8 TOTAL RUNOFF(CFS) = 56.16 TC(MIN.) = 26.16 **************************************************************************** FLOW PROCESS FROM NODE 126.00 TO NODE 126.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 122.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 136.00 UPSTREAM ELEVATION(FEET) = 444.00 DOWNSTREAM ELEVATION(FEET) = 435.00 ELEVATION DIFFERENCE(FEET) = 9.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.191 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.002 SUBAREA RUNOFF(CFS) = 0.46 TOTAL AREA(ACRES) = 0.26 TOTAL RUNOFF(CFS) = 0.46 **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 124.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 434.00 DOWNSTREAM(FEET) = 264.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1683.00 CHANNEL SLOPE = 0.1010 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.46 Page 6 100EX.OUT FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 5.91 Tc(MIN.) = 13.10 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 124.00 = 1819.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 124.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.397 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 27.07 SUBAREA RUNOFF(CFS) = 32.18 TOTAL AREA(ACRES) = 27.3 TOTAL RUNOFF(CFS) = 32.49 TC(MIN.) = 13.10 **************************************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 124.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.10 RAINFALL INTENSITY(INCH/HR) = 3.40 TOTAL STREAM AREA(ACRES) = 27.33 PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.49 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 132.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 123.00 UPSTREAM ELEVATION(FEET) = 452.00 DOWNSTREAM ELEVATION(FEET) = 420.00 ELEVATION DIFFERENCE(FEET) = 32.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.466 Page 7 100EX.OUT SUBAREA RUNOFF(CFS) = 0.63 TOTAL AREA(ACRES) = 0.33 TOTAL RUNOFF(CFS) = 0.63 **************************************************************************** FLOW PROCESS FROM NODE 132.00 TO NODE 134.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 420.00 DOWNSTREAM(FEET) = 418.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 391.00 CHANNEL SLOPE = 0.0051 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.63 FLOW VELOCITY(FEET/SEC) = 1.07 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.07 Tc(MIN.) = 12.34 LONGEST FLOWPATH FROM NODE 130.00 TO NODE 134.00 = 514.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 132.00 TO NODE 134.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.531 RESIDENTIAL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .6300 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 89 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5973 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 5.56 TOTAL AREA(ACRES) = 2.8 TOTAL RUNOFF(CFS) = 5.97 TC(MIN.) = 12.34 **************************************************************************** FLOW PROCESS FROM NODE 134.00 TO NODE 124.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 418.00 DOWNSTREAM(FEET) = 264.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1048.00 CHANNEL SLOPE = 0.1469 NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 5.97 FLOW VELOCITY(FEET/SEC) = 6.96 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.51 Tc(MIN.) = 14.85 LONGEST FLOWPATH FROM NODE 130.00 TO NODE 124.00 = 1562.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 134.00 TO NODE 124.00 IS CODE = 81 ---------------------------------------------------------------------------- Page 8 100EX.OUT >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.133 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3999 SUBAREA AREA(ACRES) = 11.19 SUBAREA RUNOFF(CFS) = 12.27 TOTAL AREA(ACRES) = 14.0 TOTAL RUNOFF(CFS) = 17.57 TC(MIN.) = 14.85 **************************************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 124.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.85 RAINFALL INTENSITY(INCH/HR) = 3.13 TOTAL STREAM AREA(ACRES) = 14.02 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.57 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 32.49 13.10 3.397 27.33 2 17.57 14.85 3.133 14.02 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 47.99 13.10 3.397 2 47.54 14.85 3.133 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 47.99 Tc(MIN.) = 13.10 TOTAL AREA(ACRES) = 41.3 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 124.00 = 1819.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 126.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< Page 9 100EX.OUT >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 264.00 DOWNSTREAM(FEET) = 232.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 389.00 CHANNEL SLOPE = 0.0823 CHANNEL FLOW THRU SUBAREA(CFS) = 47.99 FLOW VELOCITY(FEET/SEC) = 10.97 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.59 Tc(MIN.) = 13.70 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 126.00 = 2208.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 126.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.301 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3661 SUBAREA AREA(ACRES) = 2.17 SUBAREA RUNOFF(CFS) = 2.51 TOTAL AREA(ACRES) = 43.5 TOTAL RUNOFF(CFS) = 52.60 TC(MIN.) = 13.70 **************************************************************************** FLOW PROCESS FROM NODE 126.00 TO NODE 126.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 52.60 13.70 3.301 43.52 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 126.00 = 2208.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 56.16 26.16 2.175 73.78 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 126.00 = 4771.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 82.00 13.70 3.301 2 90.81 26.16 2.175 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: Page 10 100EX.OUT PEAK FLOW RATE(CFS) = 90.81 Tc(MIN.) = 26.16 TOTAL AREA(ACRES) = 117.3 **************************************************************************** FLOW PROCESS FROM NODE 126.00 TO NODE 126.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ +--------------------------------------------------------------------------+ | END EXISTING CONDITION HYD | | SUNBOW PA-23 | | | +--------------------------------------------------------------------------+ ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 117.3 TC(MIN.) = 26.16 PEAK FLOW RATE(CFS) = 90.81 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS Page 11 PROPOSED CONDITION (UNATTENUATED) Drainage Study for Sunbow II, Phase 3 100PR.OUT ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) Ver. 22.0 Release Date: 07/01/2015 License ID 1239 Analysis prepared by: ---------------------------------------------------------------------------- FILE NAME: R:\1561\HYD\DR\CALCS\TM\AES\PR.DAT TIME/DATE OF STUDY: 17:02 06/12/2020 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.400 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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 12.0 6.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.125 0.0160 2 15.0 7.5 0.020/0.020/0.020 0.33 1.50 0.0312 0.125 0.0130 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 5.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* +--------------------------------------------------------------------------+ | BEGIN PROPOSED CONDITION HYD | | SUNBOW PA-23 | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 102.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 88.00 UPSTREAM ELEVATION(FEET) = 474.00 DOWNSTREAM ELEVATION(FEET) = 460.00 ELEVATION DIFFERENCE(FEET) = 14.00 Page 1 100PR.OUT SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.879 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.696 SUBAREA RUNOFF(CFS) = 0.40 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.40 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 104.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 460.00 DOWNSTREAM(FEET) = 438.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 317.00 CHANNEL SLOPE = 0.0694 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.40 FLOW VELOCITY(FEET/SEC) = 3.95 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.34 Tc(MIN.) = 7.22 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 405.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 104.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.991 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 1.73 SUBAREA RUNOFF(CFS) = 3.02 TOTAL AREA(ACRES) = 1.9 TOTAL RUNOFF(CFS) = 3.37 TC(MIN.) = 7.22 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 128.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 438.00 DOWNSTREAM(FEET) = 403.20 FLOW LENGTH(FEET) = 594.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.37 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.37 PIPE TRAVEL TIME(MIN.) = 0.95 Tc(MIN.) = 8.17 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 128.00 = 999.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 128.00 TO NODE 128.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 112.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" Page 2 100PR.OUT S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 342.00 UPSTREAM ELEVATION(FEET) = 464.00 DOWNSTREAM ELEVATION(FEET) = 434.00 ELEVATION DIFFERENCE(FEET) = 30.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.546 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.315 SUBAREA RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 0.19 TOTAL RUNOFF(CFS) = 0.35 **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 114.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 434.00 DOWNSTREAM(FEET) = 408.60 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 0.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.54 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.35 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 6.64 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 114.00 = 402.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.64 RAINFALL INTENSITY(INCH/HR) = 5.27 TOTAL STREAM AREA(ACRES) = 0.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.35 **************************************************************************** FLOW PROCESS FROM NODE 116.00 TO NODE 114.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00 UPSTREAM ELEVATION(FEET) = 440.00 DOWNSTREAM ELEVATION(FEET) = 412.00 ELEVATION DIFFERENCE(FEET) = 28.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.466 SUBAREA RUNOFF(CFS) = 0.42 TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 0.42 Page 3 100PR.OUT **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.27 RAINFALL INTENSITY(INCH/HR) = 5.47 TOTAL STREAM AREA(ACRES) = 0.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.42 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.35 6.64 5.265 0.19 2 0.42 6.27 5.466 0.22 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 0.75 6.27 5.466 2 0.76 6.64 5.265 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.76 Tc(MIN.) = 6.64 TOTAL AREA(ACRES) = 0.4 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 114.00 = 402.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 124.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 408.00 DOWNSTREAM(FEET) = 402.70 FLOW LENGTH(FEET) = 650.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.33 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.76 PIPE TRAVEL TIME(MIN.) = 3.25 Tc(MIN.) = 9.89 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 124.00 = 1052.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 124.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.89 RAINFALL INTENSITY(INCH/HR) = 4.07 TOTAL STREAM AREA(ACRES) = 0.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.76 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 122.00 IS CODE = 21 Page 4 100PR.OUT ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 460.00 DOWNSTREAM ELEVATION(FEET) = 420.00 ELEVATION DIFFERENCE(FEET) = 40.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.466 SUBAREA RUNOFF(CFS) = 0.27 TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.27 **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 124.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 408.60 DOWNSTREAM ELEVATION(FEET) = 402.70 STREET LENGTH(FEET) = 788.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.15 ***STREET FLOW SPLITS OVER STREET-CROWN*** FULL DEPTH(FEET) = 0.37 FLOOD WIDTH(FEET) = 12.00 FULL HALF-STREET VELOCITY(FEET/SEC.) = 2.01 SPLIT DEPTH(FEET) = 0.27 SPLIT FLOOD WIDTH(FEET) = 7.27 SPLIT FLOW(CFS) = 1.01 SPLIT VELOCITY(FEET/SEC.) = 1.57 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.01 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.74 STREET FLOW TRAVEL TIME(MIN.) = 6.52 Tc(MIN.) = 12.79 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.451 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.695 SUBAREA AREA(ACRES) = 3.17 SUBAREA RUNOFF(CFS) = 7.77 TOTAL AREA(ACRES) = 3.3 PEAK FLOW RATE(CFS) = 7.94 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 2.20 DEPTH*VELOCITY(FT*FT/SEC.) = 0.85 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 124.00 = 888.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 124.00 IS CODE = 1 ---------------------------------------------------------------------------- Page 5 100PR.OUT >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.79 RAINFALL INTENSITY(INCH/HR) = 3.45 TOTAL STREAM AREA(ACRES) = 3.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.94 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.76 9.89 4.072 0.41 2 7.94 12.79 3.451 3.31 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 6.90 9.89 4.072 2 8.58 12.79 3.451 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.58 Tc(MIN.) = 12.79 TOTAL AREA(ACRES) = 3.7 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 124.00 = 1052.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 127.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 402.70 DOWNSTREAM(FEET) = 402.00 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.36 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.58 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 12.92 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 127.00 = 1112.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 127.00 TO NODE 127.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.92 RAINFALL INTENSITY(INCH/HR) = 3.43 TOTAL STREAM AREA(ACRES) = 3.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.58 **************************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 123.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 Page 6 100PR.OUT SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 143.00 UPSTREAM ELEVATION(FEET) = 474.00 DOWNSTREAM ELEVATION(FEET) = 460.00 ELEVATION DIFFERENCE(FEET) = 14.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.311 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.441 SUBAREA RUNOFF(CFS) = 0.34 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.34 **************************************************************************** FLOW PROCESS FROM NODE 123.00 TO NODE 125.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 460.00 DOWNSTREAM(FEET) = 440.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 229.00 CHANNEL SLOPE = 0.0873 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.34 FLOW VELOCITY(FEET/SEC) = 4.43 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.86 Tc(MIN.) = 7.17 LONGEST FLOWPATH FROM NODE 121.00 TO NODE 125.00 = 372.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 123.00 TO NODE 125.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.011 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 1.39 SUBAREA RUNOFF(CFS) = 2.44 TOTAL AREA(ACRES) = 1.6 TOTAL RUNOFF(CFS) = 2.75 TC(MIN.) = 7.17 **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 127.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 408.00 DOWNSTREAM(FEET) = 402.00 FLOW LENGTH(FEET) = 290.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.76 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.75 PIPE TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 7.89 LONGEST FLOWPATH FROM NODE 121.00 TO NODE 127.00 = 662.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 127.00 TO NODE 127.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< Page 7 100PR.OUT >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.89 RAINFALL INTENSITY(INCH/HR) = 4.71 TOTAL STREAM AREA(ACRES) = 1.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.75 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.58 12.92 3.428 3.72 2 2.75 7.89 4.713 1.57 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 8.99 7.89 4.713 2 10.58 12.92 3.428 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.58 Tc(MIN.) = 12.92 TOTAL AREA(ACRES) = 5.3 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 127.00 = 1112.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 127.00 TO NODE 128.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 404.00 DOWNSTREAM(FEET) = 403.20 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.14 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.58 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 13.11 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 128.00 = 1192.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 128.00 TO NODE 128.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.58 13.11 3.396 5.29 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 128.00 = 1192.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.37 8.17 4.607 1.93 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 128.00 = 999.00 FEET. ** PEAK FLOW RATE TABLE ** Page 8 100PR.OUT STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 9.97 8.17 4.607 2 13.07 13.11 3.396 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.07 Tc(MIN.) = 13.11 TOTAL AREA(ACRES) = 7.2 **************************************************************************** FLOW PROCESS FROM NODE 128.00 TO NODE 128.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 128.00 TO NODE 134.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 403.20 DOWNSTREAM(FEET) = 402.45 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.87 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.07 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 13.15 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 134.00 = 1222.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 134.00 TO NODE 134.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.15 RAINFALL INTENSITY(INCH/HR) = 3.39 TOTAL STREAM AREA(ACRES) = 7.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.07 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 132.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 101.00 UPSTREAM ELEVATION(FEET) = 450.00 DOWNSTREAM ELEVATION(FEET) = 417.00 ELEVATION DIFFERENCE(FEET) = 33.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.466 SUBAREA RUNOFF(CFS) = 0.23 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.23 Page 9 100PR.OUT **************************************************************************** FLOW PROCESS FROM NODE 132.00 TO NODE 134.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 417.00 DOWNSTREAM ELEVATION(FEET) = 402.45 STREET LENGTH(FEET) = 673.30 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.49 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.08 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.08 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.01 STREET FLOW TRAVEL TIME(MIN.) = 3.65 Tc(MIN.) = 9.91 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.067 RESIDENTIAL (10.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.589 SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 6.59 TOTAL AREA(ACRES) = 2.8 PEAK FLOW RATE(CFS) = 6.76 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 3.42 DEPTH*VELOCITY(FT*FT/SEC.) = 1.25 LONGEST FLOWPATH FROM NODE 130.00 TO NODE 134.00 = 774.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 134.00 TO NODE 134.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.91 RAINFALL INTENSITY(INCH/HR) = 4.07 TOTAL STREAM AREA(ACRES) = 2.82 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.76 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.07 13.15 3.388 7.22 2 6.76 9.91 4.067 2.82 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY Page 10 100PR.OUT NUMBER (CFS) (MIN.) (INCH/HOUR) 1 16.61 9.91 4.067 2 18.70 13.15 3.388 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.70 Tc(MIN.) = 13.15 TOTAL AREA(ACRES) = 10.0 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 134.00 = 1222.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 134.00 TO NODE 146.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 402.45 DOWNSTREAM(FEET) = 392.90 FLOW LENGTH(FEET) = 352.60 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.30 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.70 PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 13.63 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 146.00 = 1574.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 146.00 TO NODE 146.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 142.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (10.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 106.00 UPSTREAM ELEVATION(FEET) = 435.00 DOWNSTREAM ELEVATION(FEET) = 415.00 ELEVATION DIFFERENCE(FEET) = 20.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.178 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.46 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.46 **************************************************************************** FLOW PROCESS FROM NODE 142.00 TO NODE 144.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 415.60 DOWNSTREAM ELEVATION(FEET) = 398.00 STREET LENGTH(FEET) = 643.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 Page 11 100PR.OUT INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.10 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.27 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.49 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.16 STREET FLOW TRAVEL TIME(MIN.) = 3.07 Tc(MIN.) = 7.24 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.978 RESIDENTIAL (10.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.600 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 7.17 TOTAL AREA(ACRES) = 2.5 PEAK FLOW RATE(CFS) = 7.53 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 3.85 DEPTH*VELOCITY(FT*FT/SEC.) = 1.41 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 144.00 = 749.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 144.00 TO NODE 145.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 398.00 DOWNSTREAM(FEET) = 393.00 FLOW LENGTH(FEET) = 185.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.82 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.53 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 7.56 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 145.00 = 934.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 145.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.56 RAINFALL INTENSITY(INCH/HR) = 4.84 TOTAL STREAM AREA(ACRES) = 2.52 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.53 **************************************************************************** FLOW PROCESS FROM NODE 141.00 TO NODE 143.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (10.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" Page 12 100PR.OUT S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 150.00 UPSTREAM ELEVATION(FEET) = 407.00 DOWNSTREAM ELEVATION(FEET) = 406.00 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.640 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 55.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.810 SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.52 **************************************************************************** FLOW PROCESS FROM NODE 143.00 TO NODE 145.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 406.00 DOWNSTREAM ELEVATION(FEET) = 393.00 STREET LENGTH(FEET) = 478.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.31 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.92 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.10 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.88 STREET FLOW TRAVEL TIME(MIN.) = 2.57 Tc(MIN.) = 10.21 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.990 RESIDENTIAL (10.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.600 SUBAREA AREA(ACRES) = 1.49 SUBAREA RUNOFF(CFS) = 3.57 TOTAL AREA(ACRES) = 1.7 PEAK FLOW RATE(CFS) = 4.00 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.17 FLOW VELOCITY(FEET/SEC.) = 3.47 DEPTH*VELOCITY(FT*FT/SEC.) = 1.14 LONGEST FLOWPATH FROM NODE 141.00 TO NODE 145.00 = 628.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 145.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.21 RAINFALL INTENSITY(INCH/HR) = 3.99 Page 13 100PR.OUT TOTAL STREAM AREA(ACRES) = 1.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.00 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.53 7.56 4.844 2.52 2 4.00 10.21 3.990 1.67 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 10.49 7.56 4.844 2 10.20 10.21 3.990 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.49 Tc(MIN.) = 7.56 TOTAL AREA(ACRES) = 4.2 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 145.00 = 934.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 146.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 394.00 DOWNSTREAM(FEET) = 393.00 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.90 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.49 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 7.63 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 146.00 = 979.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 146.00 TO NODE 146.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.49 7.63 4.813 4.19 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 146.00 = 979.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 18.70 13.63 3.311 10.04 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 146.00 = 1574.60 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 20.96 7.63 4.813 2 25.91 13.63 3.311 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: Page 14 100PR.OUT PEAK FLOW RATE(CFS) = 25.91 Tc(MIN.) = 13.63 TOTAL AREA(ACRES) = 14.2 **************************************************************************** FLOW PROCESS FROM NODE 146.00 TO NODE 146.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 146.00 TO NODE 154.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 392.90 DOWNSTREAM(FEET) = 391.00 FLOW LENGTH(FEET) = 84.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.44 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.91 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 13.74 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 154.00 = 1658.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 154.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.74 RAINFALL INTENSITY(INCH/HR) = 3.29 TOTAL STREAM AREA(ACRES) = 14.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 25.91 **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 152.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (10.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 140.00 UPSTREAM ELEVATION(FEET) = 401.00 DOWNSTREAM ELEVATION(FEET) = 400.00 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.563 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 56.43 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.842 SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.52 **************************************************************************** FLOW PROCESS FROM NODE 152.00 TO NODE 154.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ Page 15 100PR.OUT UPSTREAM ELEVATION(FEET) = 400.00 DOWNSTREAM ELEVATION(FEET) = 391.00 STREET LENGTH(FEET) = 358.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.28 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.02 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.99 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.86 STREET FLOW TRAVEL TIME(MIN.) = 1.99 Tc(MIN.) = 9.56 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.164 RESIDENTIAL (10.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.600 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 3.50 TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) = 3.95 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.27 FLOW VELOCITY(FEET/SEC.) = 3.37 DEPTH*VELOCITY(FT*FT/SEC.) = 1.12 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 154.00 = 498.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 154.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.56 RAINFALL INTENSITY(INCH/HR) = 4.16 TOTAL STREAM AREA(ACRES) = 1.58 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.95 **************************************************************************** FLOW PROCESS FROM NODE 151.00 TO NODE 153.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (10.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 140.00 UPSTREAM ELEVATION(FEET) = 401.00 DOWNSTREAM ELEVATION(FEET) = 400.00 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.563 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 56.43 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.842 Page 16 100PR.OUT SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.52 **************************************************************************** FLOW PROCESS FROM NODE 153.00 TO NODE 154.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 400.00 DOWNSTREAM ELEVATION(FEET) = 391.40 STREET LENGTH(FEET) = 358.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.22 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 5.96 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.58 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.63 STREET FLOW TRAVEL TIME(MIN.) = 2.32 Tc(MIN.) = 9.88 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.076 RESIDENTIAL (10.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.600 SUBAREA AREA(ACRES) = 0.57 SUBAREA RUNOFF(CFS) = 1.39 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 1.83 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.36 FLOW VELOCITY(FEET/SEC.) = 2.78 DEPTH*VELOCITY(FT*FT/SEC.) = 0.76 LONGEST FLOWPATH FROM NODE 151.00 TO NODE 154.00 = 498.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 154.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 9.88 RAINFALL INTENSITY(INCH/HR) = 4.08 TOTAL STREAM AREA(ACRES) = 0.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.83 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 25.91 13.74 3.294 14.23 2 3.95 9.56 4.164 1.58 3 1.83 9.88 4.076 0.75 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO Page 17 100PR.OUT CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 23.74 9.56 4.164 2 24.32 9.88 4.076 3 30.52 13.74 3.294 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 30.52 Tc(MIN.) = 13.74 TOTAL AREA(ACRES) = 16.6 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 154.00 = 1658.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 169.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 391.40 DOWNSTREAM(FEET) = 390.10 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.32 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 30.52 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 13.77 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 169.00 = 1688.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 169.00 TO NODE 169.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 162.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 108.00 UPSTREAM ELEVATION(FEET) = 396.00 DOWNSTREAM ELEVATION(FEET) = 395.00 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.707 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 62.78 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.807 SUBAREA RUNOFF(CFS) = 0.54 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.54 **************************************************************************** FLOW PROCESS FROM NODE 162.00 TO NODE 164.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 396.00 DOWNSTREAM ELEVATION(FEET) = 392.30 Page 18 100PR.OUT STREET LENGTH(FEET) = 340.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.67 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.36 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.24 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.75 STREET FLOW TRAVEL TIME(MIN.) = 2.53 Tc(MIN.) = 8.24 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.583 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 4.23 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 4.65 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 2.43 DEPTH*VELOCITY(FT*FT/SEC.) = 0.89 LONGEST FLOWPATH FROM NODE 160.00 TO NODE 164.00 = 448.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 164.00 TO NODE 168.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 392.30 DOWNSTREAM(FEET) = 390.00 FLOW LENGTH(FEET) = 233.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.97 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.65 PIPE TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 8.89 LONGEST FLOWPATH FROM NODE 160.00 TO NODE 168.00 = 681.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 168.00 TO NODE 168.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.89 RAINFALL INTENSITY(INCH/HR) = 4.36 TOTAL STREAM AREA(ACRES) = 1.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.65 **************************************************************************** FLOW PROCESS FROM NODE 161.00 TO NODE 163.00 IS CODE = 21 ---------------------------------------------------------------------------- Page 19 100PR.OUT >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 118.00 UPSTREAM ELEVATION(FEET) = 396.00 DOWNSTREAM ELEVATION(FEET) = 395.00 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.766 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 60.42 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.768 SUBAREA RUNOFF(CFS) = 0.53 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.53 **************************************************************************** FLOW PROCESS FROM NODE 163.00 TO NODE 168.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 395.00 DOWNSTREAM ELEVATION(FEET) = 390.00 STREET LENGTH(FEET) = 580.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.50 ***STREET FLOW SPLITS OVER STREET-CROWN*** FULL DEPTH(FEET) = 0.37 FLOOD WIDTH(FEET) = 12.00 FULL HALF-STREET VELOCITY(FEET/SEC.) = 2.16 SPLIT DEPTH(FEET) = 0.16 SPLIT FLOOD WIDTH(FEET) = 1.54 SPLIT FLOW(CFS) = 0.13 SPLIT VELOCITY(FEET/SEC.) = 0.94 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.16 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.79 STREET FLOW TRAVEL TIME(MIN.) = 4.47 Tc(MIN.) = 10.24 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.983 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 5.94 TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 6.31 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 2.16 DEPTH*VELOCITY(FT*FT/SEC.) = 0.79 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 168.00 = 698.00 FEET. **************************************************************************** Page 20 100PR.OUT FLOW PROCESS FROM NODE 168.00 TO NODE 168.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.24 RAINFALL INTENSITY(INCH/HR) = 3.98 TOTAL STREAM AREA(ACRES) = 2.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.31 **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 167.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 121.00 UPSTREAM ELEVATION(FEET) = 394.20 DOWNSTREAM ELEVATION(FEET) = 392.80 ELEVATION DIFFERENCE(FEET) = 1.40 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.456 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 66.57 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.977 SUBAREA RUNOFF(CFS) = 0.64 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.64 **************************************************************************** FLOW PROCESS FROM NODE 167.00 TO NODE 168.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 392.80 DOWNSTREAM ELEVATION(FEET) = 390.00 STREET LENGTH(FEET) = 284.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.58 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.39 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.92 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.56 STREET FLOW TRAVEL TIME(MIN.) = 2.47 Tc(MIN.) = 7.92 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.699 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 Page 21 100PR.OUT SUBAREA AREA(ACRES) = 0.56 SUBAREA RUNOFF(CFS) = 1.87 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 2.37 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.08 FLOW VELOCITY(FEET/SEC.) = 2.09 DEPTH*VELOCITY(FT*FT/SEC.) = 0.68 LONGEST FLOWPATH FROM NODE 165.00 TO NODE 168.00 = 405.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 168.00 TO NODE 169.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 391.00 DOWNSTREAM(FEET) = 390.50 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.99 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.37 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 8.09 LONGEST FLOWPATH FROM NODE 165.00 TO NODE 169.00 = 455.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 169.00 TO NODE 169.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.09 RAINFALL INTENSITY(INCH/HR) = 4.64 TOTAL STREAM AREA(ACRES) = 0.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.37 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.65 8.89 4.364 1.43 2 6.31 10.24 3.983 2.23 3 2.37 8.09 4.636 0.71 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 11.59 8.09 4.636 2 12.36 8.89 4.364 3 12.59 10.24 3.983 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.59 Tc(MIN.) = 10.24 TOTAL AREA(ACRES) = 4.4 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 169.00 = 698.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 169.00 TO NODE 169.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< Page 22 100PR.OUT ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 12.59 10.24 3.983 4.37 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 169.00 = 698.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 30.52 13.77 3.289 16.56 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 169.00 = 1688.60 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 35.27 10.24 3.983 2 40.91 13.77 3.289 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 40.91 Tc(MIN.) = 13.77 TOTAL AREA(ACRES) = 20.9 **************************************************************************** FLOW PROCESS FROM NODE 169.00 TO NODE 169.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 169.00 TO NODE 198.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 390.10 DOWNSTREAM(FEET) = 388.90 FLOW LENGTH(FEET) = 113.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.30 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 40.91 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 13.96 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 198.00 = 1801.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 198.00 TO NODE 198.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 172.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 120.00 UPSTREAM ELEVATION(FEET) = 440.00 DOWNSTREAM ELEVATION(FEET) = 410.00 ELEVATION DIFFERENCE(FEET) = 30.00 Page 23 100PR.OUT SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.466 SUBAREA RUNOFF(CFS) = 0.33 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.33 **************************************************************************** FLOW PROCESS FROM NODE 172.00 TO NODE 176.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 408.00 DOWNSTREAM ELEVATION(FEET) = 388.50 STREET LENGTH(FEET) = 671.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.12 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.55 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.08 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.85 STREET FLOW TRAVEL TIME(MIN.) = 3.63 Tc(MIN.) = 9.90 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.070 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.667 SUBAREA AREA(ACRES) = 1.26 SUBAREA RUNOFF(CFS) = 3.64 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 3.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.89 FLOW VELOCITY(FEET/SEC.) = 3.54 DEPTH*VELOCITY(FT*FT/SEC.) = 1.15 LONGEST FLOWPATH FROM NODE 170.00 TO NODE 176.00 = 791.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 176.00 TO NODE 176.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.90 RAINFALL INTENSITY(INCH/HR) = 4.07 TOTAL STREAM AREA(ACRES) = 1.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.88 **************************************************************************** FLOW PROCESS FROM NODE 171.00 TO NODE 173.00 IS CODE = 21 ---------------------------------------------------------------------------- Page 24 100PR.OUT >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) = 394.50 DOWNSTREAM ELEVATION(FEET) = 394.00 ELEVATION DIFFERENCE(FEET) = 0.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.778 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.760 SUBAREA RUNOFF(CFS) = 0.29 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.29 **************************************************************************** FLOW PROCESS FROM NODE 173.00 TO NODE 176.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 394.00 DOWNSTREAM ELEVATION(FEET) = 388.50 STREET LENGTH(FEET) = 460.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.84 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.67 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.11 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.63 STREET FLOW TRAVEL TIME(MIN.) = 3.63 Tc(MIN.) = 9.41 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.206 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 1.02 SUBAREA RUNOFF(CFS) = 3.05 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 3.25 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.02 FLOW VELOCITY(FEET/SEC.) = 2.44 DEPTH*VELOCITY(FT*FT/SEC.) = 0.85 LONGEST FLOWPATH FROM NODE 171.00 TO NODE 176.00 = 520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 176.00 TO NODE 176.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.41 RAINFALL INTENSITY(INCH/HR) = 4.21 Page 25 100PR.OUT TOTAL STREAM AREA(ACRES) = 1.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.25 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.88 9.90 4.070 1.43 2 3.25 9.41 4.206 1.09 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 6.95 9.41 4.206 2 7.03 9.90 4.070 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.03 Tc(MIN.) = 9.90 TOTAL AREA(ACRES) = 2.5 LONGEST FLOWPATH FROM NODE 170.00 TO NODE 176.00 = 791.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 176.00 TO NODE 198.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 388.50 DOWNSTREAM(FEET) = 388.25 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.64 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.03 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 9.96 LONGEST FLOWPATH FROM NODE 170.00 TO NODE 198.00 = 816.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 198.00 TO NODE 198.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.03 9.96 4.054 2.52 LONGEST FLOWPATH FROM NODE 170.00 TO NODE 198.00 = 816.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 40.91 13.96 3.261 20.93 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 198.00 = 1801.60 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 36.23 9.96 4.054 2 46.57 13.96 3.261 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: Page 26 100PR.OUT PEAK FLOW RATE(CFS) = 46.57 Tc(MIN.) = 13.96 TOTAL AREA(ACRES) = 23.5 **************************************************************************** FLOW PROCESS FROM NODE 198.00 TO NODE 198.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 198.00 TO NODE 198.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 182.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 409.50 DOWNSTREAM ELEVATION(FEET) = 408.50 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.354 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 67.50 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.050 SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.52 **************************************************************************** FLOW PROCESS FROM NODE 182.00 TO NODE 184.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 406.00 DOWNSTREAM ELEVATION(FEET) = 394.40 STREET LENGTH(FEET) = 529.30 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.50 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.11 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.33 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.16 STREET FLOW TRAVEL TIME(MIN.) = 2.65 Tc(MIN.) = 8.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.668 Page 27 100PR.OUT RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.786 SUBAREA AREA(ACRES) = 2.15 SUBAREA RUNOFF(CFS) = 7.93 TOTAL AREA(ACRES) = 2.3 PEAK FLOW RATE(CFS) = 8.33 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 3.45 DEPTH*VELOCITY(FT*FT/SEC.) = 1.26 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 184.00 = 609.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 184.00 TO NODE 196.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 394.50 DOWNSTREAM(FEET) = 390.50 FLOW LENGTH(FEET) = 421.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.74 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.33 PIPE TRAVEL TIME(MIN.) = 1.04 Tc(MIN.) = 9.04 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 196.00 = 1030.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 196.00 TO NODE 196.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.04 RAINFALL INTENSITY(INCH/HR) = 4.31 TOTAL STREAM AREA(ACRES) = 2.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.33 **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 192.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 96.00 UPSTREAM ELEVATION(FEET) = 404.00 DOWNSTREAM ELEVATION(FEET) = 403.00 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.601 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 65.42 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.877 SUBAREA RUNOFF(CFS) = 0.42 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.42 **************************************************************************** FLOW PROCESS FROM NODE 192.00 TO NODE 194.00 IS CODE = 62 ---------------------------------------------------------------------------- Page 28 100PR.OUT >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 403.00 DOWNSTREAM ELEVATION(FEET) = 395.30 STREET LENGTH(FEET) = 704.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.75 ***STREET FLOW SPLITS OVER STREET-CROWN*** FULL DEPTH(FEET) = 0.37 FLOOD WIDTH(FEET) = 12.00 FULL HALF-STREET VELOCITY(FEET/SEC.) = 2.43 SPLIT DEPTH(FEET) = 0.34 SPLIT FLOOD WIDTH(FEET) = 10.83 SPLIT FLOW(CFS) = 2.96 SPLIT VELOCITY(FEET/SEC.) = 2.29 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.43 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.89 STREET FLOW TRAVEL TIME(MIN.) = 4.82 Tc(MIN.) = 10.42 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.938 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 4.41 SUBAREA RUNOFF(CFS) = 12.33 TOTAL AREA(ACRES) = 4.5 PEAK FLOW RATE(CFS) = 12.61 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 2.97 DEPTH*VELOCITY(FT*FT/SEC.) = 1.23 LONGEST FLOWPATH FROM NODE 190.00 TO NODE 194.00 = 800.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 194.00 TO NODE 196.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 395.30 DOWNSTREAM(FEET) = 390.00 FLOW LENGTH(FEET) = 42.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.83 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.61 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 10.46 LONGEST FLOWPATH FROM NODE 190.00 TO NODE 196.00 = 842.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 196.00 TO NODE 196.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ Page 29 100PR.OUT TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.46 RAINFALL INTENSITY(INCH/HR) = 3.93 TOTAL STREAM AREA(ACRES) = 4.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.61 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.33 9.04 4.314 2.27 2 12.61 10.46 3.929 4.51 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 19.24 9.04 4.314 2 20.19 10.46 3.929 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.19 Tc(MIN.) = 10.46 TOTAL AREA(ACRES) = 6.8 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 196.00 = 1030.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 196.00 TO NODE 198.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 390.00 DOWNSTREAM(FEET) = 388.90 FLOW LENGTH(FEET) = 115.30 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.36 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.19 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 10.69 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 198.00 = 1145.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 198.00 TO NODE 198.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 20.19 10.69 3.875 6.78 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 198.00 = 1145.60 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 46.57 13.96 3.261 23.45 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 198.00 = 1801.60 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) Page 30 100PR.OUT 1 55.85 10.69 3.875 2 63.57 13.96 3.261 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 63.57 Tc(MIN.) = 13.96 TOTAL AREA(ACRES) = 30.2 **************************************************************************** FLOW PROCESS FROM NODE 198.00 TO NODE 198.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 198.00 TO NODE 204.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 388.90 DOWNSTREAM(FEET) = 379.20 FLOW LENGTH(FEET) = 262.50 MANNING'S N = 0.012 DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.67 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 63.57 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 14.19 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 204.00 = 2064.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.19 RAINFALL INTENSITY(INCH/HR) = 3.23 TOTAL STREAM AREA(ACRES) = 30.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 63.57 **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 202.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 90.00 UPSTREAM ELEVATION(FEET) = 392.80 DOWNSTREAM ELEVATION(FEET) = 391.80 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.511 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 66.11 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.939 SUBAREA RUNOFF(CFS) = 0.25 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.25 **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 204.00 IS CODE = 62 Page 31 100PR.OUT ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 391.80 DOWNSTREAM ELEVATION(FEET) = 379.20 STREET LENGTH(FEET) = 481.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.37 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.23 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.70 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.68 STREET FLOW TRAVEL TIME(MIN.) = 2.96 Tc(MIN.) = 8.48 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.499 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 0.69 SUBAREA RUNOFF(CFS) = 2.20 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 2.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.11 FLOW VELOCITY(FEET/SEC.) = 3.09 DEPTH*VELOCITY(FT*FT/SEC.) = 0.89 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 204.00 = 571.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.48 RAINFALL INTENSITY(INCH/HR) = 4.50 TOTAL STREAM AREA(ACRES) = 0.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.40 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 63.57 14.19 3.226 30.23 2 2.40 8.48 4.499 0.75 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 40.36 8.48 4.499 Page 32 100PR.OUT 2 65.29 14.19 3.226 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 65.29 Tc(MIN.) = 14.19 TOTAL AREA(ACRES) = 31.0 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 204.00 = 2064.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 2.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 375.00 DOWNSTREAM(FEET) = 374.00 FLOW LENGTH(FEET) = 51.50 MANNING'S N = 0.012 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.67 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 65.29 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 14.25 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 2.00 = 2115.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 2.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.218 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6174 SUBAREA AREA(ACRES) = 1.74 SUBAREA RUNOFF(CFS) = 1.96 TOTAL AREA(ACRES) = 32.7 TOTAL RUNOFF(CFS) = 65.29 TC(MIN.) = 14.25 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 212.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 138.00 UPSTREAM ELEVATION(FEET) = 392.60 DOWNSTREAM ELEVATION(FEET) = 390.00 ELEVATION DIFFERENCE(FEET) = 2.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.884 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 73.84 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.49 Page 33 100PR.OUT TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.49 **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 214.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 390.00 DOWNSTREAM ELEVATION(FEET) = 384.20 STREET LENGTH(FEET) = 474.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.32 ***STREET FLOW SPLITS OVER STREET-CROWN*** FULL DEPTH(FEET) = 0.37 FLOOD WIDTH(FEET) = 12.00 FULL HALF-STREET VELOCITY(FEET/SEC.) = 2.58 SPLIT DEPTH(FEET) = 0.27 SPLIT FLOOD WIDTH(FEET) = 7.36 SPLIT FLOW(CFS) = 1.31 SPLIT VELOCITY(FEET/SEC.) = 1.98 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.58 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.94 STREET FLOW TRAVEL TIME(MIN.) = 3.07 Tc(MIN.) = 7.95 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.688 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 9.65 TOTAL AREA(ACRES) = 3.0 PEAK FLOW RATE(CFS) = 10.02 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 2.81 DEPTH*VELOCITY(FT*FT/SEC.) = 1.08 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 214.00 = 612.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 224.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 384.20 DOWNSTREAM(FEET) = 379.20 FLOW LENGTH(FEET) = 526.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.94 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.02 PIPE TRAVEL TIME(MIN.) = 1.26 Tc(MIN.) = 9.21 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 224.00 = 1138.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 221.00 TO NODE 224.00 IS CODE = 1 Page 34 100PR.OUT ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.21 RAINFALL INTENSITY(INCH/HR) = 4.26 TOTAL STREAM AREA(ACRES) = 3.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.02 **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 222.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 92.00 UPSTREAM ELEVATION(FEET) = 396.70 DOWNSTREAM ELEVATION(FEET) = 396.00 ELEVATION DIFFERENCE(FEET) = 0.70 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.847 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 57.83 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.716 SUBAREA RUNOFF(CFS) = 0.32 TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.32 **************************************************************************** FLOW PROCESS FROM NODE 222.00 TO NODE 224.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 396.00 DOWNSTREAM ELEVATION(FEET) = 390.60 STREET LENGTH(FEET) = 458.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.12 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.23 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.18 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.68 STREET FLOW TRAVEL TIME(MIN.) = 3.50 Tc(MIN.) = 9.34 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.225 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 1.18 SUBAREA RUNOFF(CFS) = 3.54 Page 35 100PR.OUT TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 3.78 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.77 FLOW VELOCITY(FEET/SEC.) = 2.52 DEPTH*VELOCITY(FT*FT/SEC.) = 0.91 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 224.00 = 550.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 224.00 TO NODE 224.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.34 RAINFALL INTENSITY(INCH/HR) = 4.22 TOTAL STREAM AREA(ACRES) = 1.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.78 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.02 9.21 4.263 3.01 2 3.78 9.34 4.225 1.26 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 13.75 9.21 4.263 2 13.71 9.34 4.225 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.75 Tc(MIN.) = 9.21 TOTAL AREA(ACRES) = 4.3 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 224.00 = 1138.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 224.00 TO NODE 2.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 375.40 DOWNSTREAM(FEET) = 374.00 FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.76 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.75 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 9.52 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 2.00 = 1278.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA Page 36 100PR.OUT NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.75 9.52 4.175 4.27 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 2.00 = 1278.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 65.29 14.25 3.218 32.72 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 2.00 = 2115.60 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 57.34 9.52 4.175 2 75.88 14.25 3.218 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 75.88 Tc(MIN.) = 14.25 TOTAL AREA(ACRES) = 37.0 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 10.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 374.00 DOWNSTREAM(FEET) = 310.00 FLOW LENGTH(FEET) = 503.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 30.63 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 75.88 PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 14.52 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 10.00 = 2618.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.52 RAINFALL INTENSITY(INCH/HR) = 3.18 TOTAL STREAM AREA(ACRES) = 36.99 PEAK FLOW RATE(CFS) AT CONFLUENCE = 75.88 **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 232.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 379.20 Page 37 100PR.OUT DOWNSTREAM ELEVATION(FEET) = 374.00 ELEVATION DIFFERENCE(FEET) = 5.20 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.272 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 90.40 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.61 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.61 **************************************************************************** FLOW PROCESS FROM NODE 232.00 TO NODE 10.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 374.00 DOWNSTREAM ELEVATION(FEET) = 320.00 STREET LENGTH(FEET) = 480.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.61 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.89 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.61 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.37 STREET FLOW TRAVEL TIME(MIN.) = 1.43 Tc(MIN.) = 3.70 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.870 SUBAREA AREA(ACRES) = 0.73 SUBAREA RUNOFF(CFS) = 4.02 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 4.62 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.92 FLOW VELOCITY(FEET/SEC.) = 6.20 DEPTH*VELOCITY(FT*FT/SEC.) = 1.76 LONGEST FLOWPATH FROM NODE 230.00 TO NODE 10.00 = 580.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 3.70 RAINFALL INTENSITY(INCH/HR) = 6.32 TOTAL STREAM AREA(ACRES) = 0.84 Page 38 100PR.OUT PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.62 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 75.88 14.52 3.179 36.99 2 4.62 3.70 6.323 0.84 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 23.94 3.70 6.323 2 78.20 14.52 3.179 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 78.20 Tc(MIN.) = 14.52 TOTAL AREA(ACRES) = 37.8 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 10.00 = 2618.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 14.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 320.00 DOWNSTREAM(FEET) = 276.20 FLOW LENGTH(FEET) = 535.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 26.33 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 78.20 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 14.86 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 14.00 = 3153.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.86 RAINFALL INTENSITY(INCH/HR) = 3.13 TOTAL STREAM AREA(ACRES) = 37.83 PEAK FLOW RATE(CFS) AT CONFLUENCE = 78.20 **************************************************************************** FLOW PROCESS FROM NODE 231.00 TO NODE 233.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) = 323.00 DOWNSTREAM ELEVATION(FEET) = 315.00 ELEVATION DIFFERENCE(FEET) = 8.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.489 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! Page 39 100PR.OUT 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.55 **************************************************************************** FLOW PROCESS FROM NODE 233.00 TO NODE 14.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 315.00 DOWNSTREAM ELEVATION(FEET) = 274.00 STREET LENGTH(FEET) = 449.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.48 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.05 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.12 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.26 STREET FLOW TRAVEL TIME(MIN.) = 1.46 Tc(MIN.) = 2.95 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.870 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 3.85 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 4.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.11 FLOW VELOCITY(FEET/SEC.) = 5.67 DEPTH*VELOCITY(FT*FT/SEC.) = 1.64 LONGEST FLOWPATH FROM NODE 231.00 TO NODE 14.00 = 509.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 2.95 RAINFALL INTENSITY(INCH/HR) = 6.32 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.40 +--------------------------------------------------------------------------+ | OFFSET FLOW FROM NORTHEAST | | | | | +--------------------------------------------------------------------------+ Page 40 100PR.OUT **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 134.00 UPSTREAM ELEVATION(FEET) = 400.00 DOWNSTREAM ELEVATION(FEET) = 350.00 ELEVATION DIFFERENCE(FEET) = 50.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.466 SUBAREA RUNOFF(CFS) = 0.38 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.38 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 350.00 DOWNSTREAM(FEET) = 260.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1386.00 CHANNEL SLOPE = 0.0649 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.38 FLOW VELOCITY(FEET/SEC) = 3.82 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.04 Tc(MIN.) = 12.31 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 14.00 = 1520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.536 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 10.10 SUBAREA RUNOFF(CFS) = 12.50 TOTAL AREA(ACRES) = 10.3 TOTAL RUNOFF(CFS) = 12.75 TC(MIN.) = 12.31 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 12.31 RAINFALL INTENSITY(INCH/HR) = 3.54 TOTAL STREAM AREA(ACRES) = 10.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.75 ** CONFLUENCE DATA ** Page 41 100PR.OUT STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 78.20 14.86 3.132 37.83 2 4.40 2.95 6.323 0.80 3 12.75 12.31 3.536 10.30 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 46.19 2.95 6.323 2 84.46 12.31 3.536 3 91.67 14.86 3.132 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 91.67 Tc(MIN.) = 14.86 TOTAL AREA(ACRES) = 48.9 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 14.00 = 3153.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 28.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 260.00 DOWNSTREAM(FEET) = 248.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1259.00 CHANNEL SLOPE = 0.0095 CHANNEL FLOW THRU SUBAREA(CFS) = 91.67 FLOW VELOCITY(FEET/SEC) = 4.51 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.65 Tc(MIN.) = 19.51 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 28.00 = 4412.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 28.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.628 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5244 SUBAREA AREA(ACRES) = 14.95 SUBAREA RUNOFF(CFS) = 13.75 TOTAL AREA(ACRES) = 63.9 TOTAL RUNOFF(CFS) = 91.67 TC(MIN.) = 19.51 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ +--------------------------------------------------------------------------+ | BEGIN WEST BASIN HYD | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 504.00 IS CODE = 21 Page 42 100PR.OUT ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 218.00 UPSTREAM ELEVATION(FEET) = 402.60 DOWNSTREAM ELEVATION(FEET) = 400.80 ELEVATION DIFFERENCE(FEET) = 1.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.785 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 59.77 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.756 SUBAREA RUNOFF(CFS) = 1.76 TOTAL AREA(ACRES) = 0.43 TOTAL RUNOFF(CFS) = 1.76 **************************************************************************** FLOW PROCESS FROM NODE 504.00 TO NODE 506.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 400.80 DOWNSTREAM(FEET) = 400.00 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.59 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.76 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 6.08 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 506.00 = 298.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 506.00 TO NODE 506.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.08 RAINFALL INTENSITY(INCH/HR) = 5.58 TOTAL STREAM AREA(ACRES) = 0.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.76 **************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 503.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 97.00 UPSTREAM ELEVATION(FEET) = 445.00 DOWNSTREAM ELEVATION(FEET) = 412.00 ELEVATION DIFFERENCE(FEET) = 33.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.172 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.520 SUBAREA RUNOFF(CFS) = 0.35 Page 43 100PR.OUT TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.35 **************************************************************************** FLOW PROCESS FROM NODE 503.00 TO NODE 506.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 406.00 DOWNSTREAM ELEVATION(FEET) = 403.50 STREET LENGTH(FEET) = 264.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.54 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.39 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.88 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.55 STREET FLOW TRAVEL TIME(MIN.) = 2.35 Tc(MIN.) = 8.52 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.485 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.641 SUBAREA AREA(ACRES) = 0.76 SUBAREA RUNOFF(CFS) = 2.42 TOTAL AREA(ACRES) = 0.9 PEAK FLOW RATE(CFS) = 2.70 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.73 FLOW VELOCITY(FEET/SEC.) = 2.13 DEPTH*VELOCITY(FT*FT/SEC.) = 0.73 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 506.00 = 361.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 506.00 TO NODE 506.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.52 RAINFALL INTENSITY(INCH/HR) = 4.48 TOTAL STREAM AREA(ACRES) = 0.94 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.70 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.76 6.08 5.577 0.43 2 2.70 8.52 4.485 0.94 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. Page 44 100PR.OUT ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 3.68 6.08 5.577 2 4.12 8.52 4.485 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.12 Tc(MIN.) = 8.52 TOTAL AREA(ACRES) = 1.4 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 506.00 = 361.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 506.00 TO NODE 514.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 403.50 DOWNSTREAM(FEET) = 391.50 FLOW LENGTH(FEET) = 379.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.82 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.12 PIPE TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 9.23 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 514.00 = 740.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 506.00 TO NODE 514.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.257 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6890 SUBAREA AREA(ACRES) = 1.72 SUBAREA RUNOFF(CFS) = 5.20 TOTAL AREA(ACRES) = 3.1 TOTAL RUNOFF(CFS) = 9.06 TC(MIN.) = 9.23 **************************************************************************** FLOW PROCESS FROM NODE 514.00 TO NODE 22.50 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 391.50 DOWNSTREAM(FEET) = 387.90 FLOW LENGTH(FEET) = 154.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.76 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.06 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 9.50 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 22.50 = 894.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.50 TO NODE 22.50 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 Page 45 100PR.OUT CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.50 RAINFALL INTENSITY(INCH/HR) = 4.18 TOTAL STREAM AREA(ACRES) = 3.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.06 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 139.00 UPSTREAM ELEVATION(FEET) = 468.00 DOWNSTREAM ELEVATION(FEET) = 448.00 ELEVATION DIFFERENCE(FEET) = 20.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.466 SUBAREA RUNOFF(CFS) = 0.25 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.25 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 448.00 DOWNSTREAM(FEET) = 364.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 482.00 CHANNEL SLOPE = 0.1743 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.25 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.69 Tc(MIN.) = 7.96 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 621.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.685 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 5.56 SUBAREA RUNOFF(CFS) = 9.12 TOTAL AREA(ACRES) = 5.7 TOTAL RUNOFF(CFS) = 9.33 TC(MIN.) = 7.96 **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 22.50 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 364.00 DOWNSTREAM(FEET) = 363.15 Page 46 100PR.OUT FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.03 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.33 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 8.16 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.50 = 706.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.50 TO NODE 22.50 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.16 RAINFALL INTENSITY(INCH/HR) = 4.61 TOTAL STREAM AREA(ACRES) = 5.69 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.33 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.50 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 468.00 DOWNSTREAM ELEVATION(FEET) = 450.00 ELEVATION DIFFERENCE(FEET) = 18.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.466 SUBAREA RUNOFF(CFS) = 0.21 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.21 **************************************************************************** FLOW PROCESS FROM NODE 20.50 TO NODE 21.50 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 450.00 DOWNSTREAM(FEET) = 380.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 354.00 CHANNEL SLOPE = 0.1977 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.21 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.24 Tc(MIN.) = 7.51 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 21.50 = 454.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.50 TO NODE 21.50 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.864 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 Page 47 100PR.OUT SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.87 TOTAL AREA(ACRES) = 1.2 TOTAL RUNOFF(CFS) = 2.06 TC(MIN.) = 7.51 **************************************************************************** FLOW PROCESS FROM NODE 21.50 TO NODE 22.50 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 380.00 DOWNSTREAM(FEET) = 378.00 FLOW LENGTH(FEET) = 195.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.84 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.06 PIPE TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 8.18 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.50 = 649.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.50 TO NODE 22.50 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.18 RAINFALL INTENSITY(INCH/HR) = 4.60 TOTAL STREAM AREA(ACRES) = 1.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.06 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.06 9.50 4.181 3.09 2 9.33 8.16 4.610 5.69 3 2.06 8.18 4.602 1.21 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 19.60 8.16 4.610 2 19.61 8.18 4.602 3 19.40 9.50 4.181 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 19.61 Tc(MIN.) = 8.18 TOTAL AREA(ACRES) = 10.0 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 22.50 = 894.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.50 TO NODE 524.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 386.52 DOWNSTREAM(FEET) = 381.20 FLOW LENGTH(FEET) = 266.00 MANNING'S N = 0.012 Page 48 100PR.OUT DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.99 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.61 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 8.59 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 524.00 = 1160.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 524.00 TO NODE 524.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.59 RAINFALL INTENSITY(INCH/HR) = 4.46 TOTAL STREAM AREA(ACRES) = 9.99 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.61 **************************************************************************** FLOW PROCESS FROM NODE 520.00 TO NODE 522.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 103.00 UPSTREAM ELEVATION(FEET) = 391.60 DOWNSTREAM ELEVATION(FEET) = 390.70 ELEVATION DIFFERENCE(FEET) = 0.90 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.745 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 61.21 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.782 SUBAREA RUNOFF(CFS) = 0.49 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.49 **************************************************************************** FLOW PROCESS FROM NODE 522.00 TO NODE 524.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 390.00 DOWNSTREAM ELEVATION(FEET) = 381.20 STREET LENGTH(FEET) = 353.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.57 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.70 Page 49 100PR.OUT AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.77 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.72 STREET FLOW TRAVEL TIME(MIN.) = 2.13 Tc(MIN.) = 7.87 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.719 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 0.64 SUBAREA RUNOFF(CFS) = 2.14 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 2.55 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.48 FLOW VELOCITY(FEET/SEC.) = 3.04 DEPTH*VELOCITY(FT*FT/SEC.) = 0.90 LONGEST FLOWPATH FROM NODE 520.00 TO NODE 524.00 = 456.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 524.00 TO NODE 524.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.87 RAINFALL INTENSITY(INCH/HR) = 4.72 TOTAL STREAM AREA(ACRES) = 0.76 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.55 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 19.61 8.59 4.462 9.99 2 2.55 7.87 4.719 0.76 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 21.09 7.87 4.719 2 22.02 8.59 4.462 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 22.02 Tc(MIN.) = 8.59 TOTAL AREA(ACRES) = 10.8 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 524.00 = 1160.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 524.00 TO NODE 556.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 381.00 DOWNSTREAM(FEET) = 380.40 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.62 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.02 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 8.70 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 556.00 = 1220.00 FEET. Page 50 100PR.OUT **************************************************************************** FLOW PROCESS FROM NODE 556.00 TO NODE 556.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 530.00 TO NODE 532.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 403.40 DOWNSTREAM ELEVATION(FEET) = 401.80 ELEVATION DIFFERENCE(FEET) = 1.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.057 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 71.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.277 SUBAREA RUNOFF(CFS) = 0.49 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.49 **************************************************************************** FLOW PROCESS FROM NODE 532.00 TO NODE 534.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 401.50 DOWNSTREAM ELEVATION(FEET) = 395.80 STREET LENGTH(FEET) = 246.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.29 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.23 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.56 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.64 STREET FLOW TRAVEL TIME(MIN.) = 1.60 Tc(MIN.) = 6.66 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.255 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 0.43 SUBAREA RUNOFF(CFS) = 1.60 TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 2.01 END OF SUBAREA STREET FLOW HYDRAULICS: Page 51 100PR.OUT DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.73 FLOW VELOCITY(FEET/SEC.) = 2.81 DEPTH*VELOCITY(FT*FT/SEC.) = 0.79 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 534.00 = 346.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 534.00 TO NODE 544.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 395.50 DOWNSTREAM(FEET) = 392.00 FLOW LENGTH(FEET) = 153.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.39 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.01 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 7.06 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 544.00 = 499.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 544.00 TO NODE 544.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.06 RAINFALL INTENSITY(INCH/HR) = 5.06 TOTAL STREAM AREA(ACRES) = 0.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.01 **************************************************************************** FLOW PROCESS FROM NODE 540.00 TO NODE 542.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 89.00 UPSTREAM ELEVATION(FEET) = 397.60 DOWNSTREAM ELEVATION(FEET) = 396.50 ELEVATION DIFFERENCE(FEET) = 1.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.369 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 67.36 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.040 SUBAREA RUNOFF(CFS) = 0.43 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.43 **************************************************************************** FLOW PROCESS FROM NODE 542.00 TO NODE 544.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 396.50 DOWNSTREAM ELEVATION(FEET) = 393.40 STREET LENGTH(FEET) = 258.60 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 Page 52 100PR.OUT DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.90 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.15 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.65 STREET FLOW TRAVEL TIME(MIN.) = 2.01 Tc(MIN.) = 7.38 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.921 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 0.84 SUBAREA RUNOFF(CFS) = 2.94 TOTAL AREA(ACRES) = 0.9 PEAK FLOW RATE(CFS) = 3.28 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.11 FLOW VELOCITY(FEET/SEC.) = 2.43 DEPTH*VELOCITY(FT*FT/SEC.) = 0.85 LONGEST FLOWPATH FROM NODE 540.00 TO NODE 544.00 = 347.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 544.00 TO NODE 544.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.38 RAINFALL INTENSITY(INCH/HR) = 4.92 TOTAL STREAM AREA(ACRES) = 0.94 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.28 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.01 7.06 5.061 0.54 2 3.28 7.38 4.921 0.94 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 5.16 7.06 5.061 2 5.24 7.38 4.921 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.24 Tc(MIN.) = 7.38 TOTAL AREA(ACRES) = 1.5 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 544.00 = 499.00 FEET. **************************************************************************** Page 53 100PR.OUT FLOW PROCESS FROM NODE 544.00 TO NODE 545.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 392.00 DOWNSTREAM(FEET) = 388.00 FLOW LENGTH(FEET) = 160.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.67 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.24 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 7.68 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 545.00 = 659.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 545.00 TO NODE 545.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.68 RAINFALL INTENSITY(INCH/HR) = 4.79 TOTAL STREAM AREA(ACRES) = 1.48 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.24 **************************************************************************** FLOW PROCESS FROM NODE 541.00 TO NODE 543.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 397.60 DOWNSTREAM ELEVATION(FEET) = 396.00 ELEVATION DIFFERENCE(FEET) = 1.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.825 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 75.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.40 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.40 **************************************************************************** FLOW PROCESS FROM NODE 543.00 TO NODE 545.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 396.00 DOWNSTREAM ELEVATION(FEET) = 389.70 STREET LENGTH(FEET) = 278.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 Page 54 100PR.OUT SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.18 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.11 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.81 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.81 STREET FLOW TRAVEL TIME(MIN.) = 1.65 Tc(MIN.) = 6.47 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.353 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 0.93 SUBAREA RUNOFF(CFS) = 3.53 TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 3.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.36 FLOW VELOCITY(FEET/SEC.) = 3.25 DEPTH*VELOCITY(FT*FT/SEC.) = 1.09 LONGEST FLOWPATH FROM NODE 541.00 TO NODE 545.00 = 358.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 545.00 TO NODE 545.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.47 RAINFALL INTENSITY(INCH/HR) = 5.35 TOTAL STREAM AREA(ACRES) = 1.02 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.88 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.24 7.68 4.793 1.48 2 3.88 6.47 5.353 1.02 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 8.57 6.47 5.353 2 8.71 7.68 4.793 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.71 Tc(MIN.) = 7.68 TOTAL AREA(ACRES) = 2.5 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 545.00 = 659.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 545.00 TO NODE 548.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< Page 55 100PR.OUT ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 388.00 DOWNSTREAM(FEET) = 385.00 FLOW LENGTH(FEET) = 145.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.22 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.71 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 7.94 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 548.00 = 804.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 548.00 TO NODE 548.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.94 RAINFALL INTENSITY(INCH/HR) = 4.69 TOTAL STREAM AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.71 **************************************************************************** FLOW PROCESS FROM NODE 546.00 TO NODE 547.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 393.90 DOWNSTREAM ELEVATION(FEET) = 392.50 ELEVATION DIFFERENCE(FEET) = 1.40 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.960 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 72.50 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.40 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.40 **************************************************************************** FLOW PROCESS FROM NODE 547.00 TO NODE 548.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 392.50 DOWNSTREAM ELEVATION(FEET) = 386.80 STREET LENGTH(FEET) = 280.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 Page 56 100PR.OUT **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.28 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.39 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.77 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.82 STREET FLOW TRAVEL TIME(MIN.) = 1.68 Tc(MIN.) = 6.64 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.264 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.74 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 4.07 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.83 FLOW VELOCITY(FEET/SEC.) = 3.16 DEPTH*VELOCITY(FT*FT/SEC.) = 1.08 LONGEST FLOWPATH FROM NODE 546.00 TO NODE 548.00 = 360.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 548.00 TO NODE 548.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.64 RAINFALL INTENSITY(INCH/HR) = 5.26 TOTAL STREAM AREA(ACRES) = 1.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.07 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.71 7.94 4.691 2.50 2 4.07 6.64 5.264 1.09 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 11.84 6.64 5.264 2 12.34 7.94 4.691 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.34 Tc(MIN.) = 7.94 TOTAL AREA(ACRES) = 3.6 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 548.00 = 804.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 548.00 TO NODE 554.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 384.50 DOWNSTREAM(FEET) = 383.00 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.1 INCHES Page 57 100PR.OUT PIPE-FLOW VELOCITY(FEET/SEC.) = 10.75 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.34 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 8.04 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 554.00 = 864.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 554.00 TO NODE 554.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.04 RAINFALL INTENSITY(INCH/HR) = 4.66 TOTAL STREAM AREA(ACRES) = 3.59 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.34 **************************************************************************** FLOW PROCESS FROM NODE 550.00 TO NODE 552.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 INITIAL SUBAREA FLOW-LENGTH(FEET) = 144.00 UPSTREAM ELEVATION(FEET) = 403.00 DOWNSTREAM ELEVATION(FEET) = 399.00 ELEVATION DIFFERENCE(FEET) = 4.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.597 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 77.78 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.55 **************************************************************************** FLOW PROCESS FROM NODE 552.00 TO NODE 554.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 398.80 DOWNSTREAM ELEVATION(FEET) = 383.00 STREET LENGTH(FEET) = 675.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.08 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.33 Page 58 100PR.OUT AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.12 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.98 STREET FLOW TRAVEL TIME(MIN.) = 3.60 Tc(MIN.) = 6.20 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.503 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.870 SUBAREA AREA(ACRES) = 1.05 SUBAREA RUNOFF(CFS) = 5.03 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 5.51 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.95 FLOW VELOCITY(FEET/SEC.) = 3.56 DEPTH*VELOCITY(FT*FT/SEC.) = 1.30 LONGEST FLOWPATH FROM NODE 550.00 TO NODE 554.00 = 819.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 554.00 TO NODE 554.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.20 RAINFALL INTENSITY(INCH/HR) = 5.50 TOTAL STREAM AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.51 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 12.34 8.04 4.656 3.59 2 5.51 6.20 5.503 1.15 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 15.95 6.20 5.503 2 17.00 8.04 4.656 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.00 Tc(MIN.) = 8.04 TOTAL AREA(ACRES) = 4.7 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 554.00 = 864.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 554.00 TO NODE 556.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 383.00 DOWNSTREAM(FEET) = 382.20 FLOW LENGTH(FEET) = 36.70 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.07 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.00 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 8.09 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 556.00 = 900.70 FEET. Page 59 100PR.OUT **************************************************************************** FLOW PROCESS FROM NODE 556.00 TO NODE 556.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 17.00 8.09 4.635 4.74 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 556.00 = 900.70 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 22.02 8.70 4.423 10.75 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 556.00 = 1220.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 37.48 8.09 4.635 2 38.24 8.70 4.423 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 38.24 Tc(MIN.) = 8.70 TOTAL AREA(ACRES) = 15.5 **************************************************************************** FLOW PROCESS FROM NODE 556.00 TO NODE 556.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 556.00 TO NODE 568.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 382.20 DOWNSTREAM(FEET) = 352.00 FLOW LENGTH(FEET) = 388.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 21.64 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 38.24 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 9.00 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 568.00 = 1608.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 568.00 TO NODE 568.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.00 RAINFALL INTENSITY(INCH/HR) = 4.33 TOTAL STREAM AREA(ACRES) = 15.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 38.24 **************************************************************************** Page 60 100PR.OUT FLOW PROCESS FROM NODE 560.00 TO NODE 562.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 90.00 UPSTREAM ELEVATION(FEET) = 394.00 DOWNSTREAM ELEVATION(FEET) = 384.50 ELEVATION DIFFERENCE(FEET) = 9.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.091 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.45 **************************************************************************** FLOW PROCESS FROM NODE 562.00 TO NODE 564.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 384.00 DOWNSTREAM ELEVATION(FEET) = 378.00 STREET LENGTH(FEET) = 564.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.60 ***STREET FLOW SPLITS OVER STREET-CROWN*** FULL DEPTH(FEET) = 0.37 FLOOD WIDTH(FEET) = 12.00 FULL HALF-STREET VELOCITY(FEET/SEC.) = 2.40 SPLIT DEPTH(FEET) = 0.25 SPLIT FLOOD WIDTH(FEET) = 6.14 SPLIT FLOW(CFS) = 0.86 SPLIT VELOCITY(FEET/SEC.) = 1.74 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.40 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.88 STREET FLOW TRAVEL TIME(MIN.) = 3.91 Tc(MIN.) = 7.01 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.087 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 8.31 TOTAL AREA(ACRES) = 2.4 PEAK FLOW RATE(CFS) = 8.67 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 2.55 DEPTH*VELOCITY(FT*FT/SEC.) = 0.96 LONGEST FLOWPATH FROM NODE 560.00 TO NODE 564.00 = 654.00 FEET. **************************************************************************** Page 61 100PR.OUT FLOW PROCESS FROM NODE 564.00 TO NODE 566.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 378.00 DOWNSTREAM(FEET) = 374.20 FLOW LENGTH(FEET) = 322.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.42 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.67 PIPE TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 7.73 LONGEST FLOWPATH FROM NODE 560.00 TO NODE 566.00 = 976.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 564.00 TO NODE 566.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.775 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 1.64 SUBAREA RUNOFF(CFS) = 5.56 TOTAL AREA(ACRES) = 4.0 TOTAL RUNOFF(CFS) = 13.70 TC(MIN.) = 7.73 **************************************************************************** FLOW PROCESS FROM NODE 566.00 TO NODE 568.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 374.00 DOWNSTREAM(FEET) = 350.00 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 23.28 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.70 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 7.82 LONGEST FLOWPATH FROM NODE 560.00 TO NODE 568.00 = 1106.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 568.00 TO NODE 568.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.82 RAINFALL INTENSITY(INCH/HR) = 4.74 TOTAL STREAM AREA(ACRES) = 4.04 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.70 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 38.24 9.00 4.328 15.49 2 13.70 7.82 4.738 4.04 Page 62 100PR.OUT RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 46.93 7.82 4.738 2 50.75 9.00 4.328 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 50.75 Tc(MIN.) = 9.00 TOTAL AREA(ACRES) = 19.5 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 568.00 = 1608.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 568.00 TO NODE 19.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 353.00 DOWNSTREAM(FEET) = 335.00 FLOW LENGTH(FEET) = 180.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 25.03 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 50.75 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 9.12 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 19.00 = 1788.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.12 RAINFALL INTENSITY(INCH/HR) = 4.29 TOTAL STREAM AREA(ACRES) = 19.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 50.75 **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 237.00 UPSTREAM ELEVATION(FEET) = 370.00 DOWNSTREAM ELEVATION(FEET) = 340.00 ELEVATION DIFFERENCE(FEET) = 30.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.466 SUBAREA RUNOFF(CFS) = 0.46 TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 0.46 **************************************************************************** Page 63 100PR.OUT FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.27 RAINFALL INTENSITY(INCH/HR) = 5.47 TOTAL STREAM AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.46 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 50.75 9.12 4.291 19.53 2 0.46 6.27 5.466 0.24 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 40.30 6.27 5.466 2 51.11 9.12 4.291 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 51.11 Tc(MIN.) = 9.12 TOTAL AREA(ACRES) = 19.8 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 19.00 = 1788.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 586.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 335.00 DOWNSTREAM(FEET) = 315.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 25.04 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 51.11 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 9.25 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 586.00 = 1988.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 586.00 TO NODE 586.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 570.00 TO NODE 572.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 104.00 UPSTREAM ELEVATION(FEET) = 387.90 Page 64 100PR.OUT DOWNSTREAM ELEVATION(FEET) = 387.00 ELEVATION DIFFERENCE(FEET) = 0.90 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.752 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 60.96 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.777 SUBAREA RUNOFF(CFS) = 0.37 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.37 **************************************************************************** FLOW PROCESS FROM NODE 572.00 TO NODE 574.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 387.00 DOWNSTREAM ELEVATION(FEET) = 380.00 STREET LENGTH(FEET) = 292.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.39 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.42 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.61 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.67 STREET FLOW TRAVEL TIME(MIN.) = 1.86 Tc(MIN.) = 7.62 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.821 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 0.59 SUBAREA RUNOFF(CFS) = 2.02 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 2.33 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.20 FLOW VELOCITY(FEET/SEC.) = 2.94 DEPTH*VELOCITY(FT*FT/SEC.) = 0.85 LONGEST FLOWPATH FROM NODE 570.00 TO NODE 574.00 = 396.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 574.00 TO NODE 575.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 380.00 DOWNSTREAM(FEET) = 376.80 FLOW LENGTH(FEET) = 208.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.80 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.33 Page 65 100PR.OUT PIPE TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 8.21 LONGEST FLOWPATH FROM NODE 570.00 TO NODE 575.00 = 604.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 575.00 TO NODE 575.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.21 RAINFALL INTENSITY(INCH/HR) = 4.59 TOTAL STREAM AREA(ACRES) = 0.68 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.33 **************************************************************************** FLOW PROCESS FROM NODE 571.00 TO NODE 573.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 117.00 UPSTREAM ELEVATION(FEET) = 383.70 DOWNSTREAM ELEVATION(FEET) = 383.00 ELEVATION DIFFERENCE(FEET) = 0.70 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.062 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 52.95 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.585 SUBAREA RUNOFF(CFS) = 0.48 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.48 **************************************************************************** FLOW PROCESS FROM NODE 573.00 TO NODE 575.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 383.00 DOWNSTREAM ELEVATION(FEET) = 376.80 STREET LENGTH(FEET) = 476.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.74 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.48 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.60 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.93 STREET FLOW TRAVEL TIME(MIN.) = 3.05 Tc(MIN.) = 9.11 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.294 Page 66 100PR.OUT RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 2.13 SUBAREA RUNOFF(CFS) = 6.49 TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 6.86 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 2.66 DEPTH*VELOCITY(FT*FT/SEC.) = 0.97 LONGEST FLOWPATH FROM NODE 571.00 TO NODE 575.00 = 593.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 575.00 TO NODE 575.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.11 RAINFALL INTENSITY(INCH/HR) = 4.29 TOTAL STREAM AREA(ACRES) = 2.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.86 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.33 8.21 4.591 0.68 2 6.86 9.11 4.294 2.25 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 8.51 8.21 4.591 2 9.04 9.11 4.294 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.04 Tc(MIN.) = 9.11 TOTAL AREA(ACRES) = 2.9 LONGEST FLOWPATH FROM NODE 570.00 TO NODE 575.00 = 604.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 575.00 TO NODE 578.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 376.80 DOWNSTREAM(FEET) = 373.00 FLOW LENGTH(FEET) = 320.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.50 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.04 PIPE TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 9.82 LONGEST FLOWPATH FROM NODE 570.00 TO NODE 578.00 = 924.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 575.00 TO NODE 578.00 IS CODE = 81 ---------------------------------------------------------------------------- Page 67 100PR.OUT >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.090 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.90 TOTAL AREA(ACRES) = 3.9 TOTAL RUNOFF(CFS) = 11.41 TC(MIN.) = 9.82 **************************************************************************** FLOW PROCESS FROM NODE 578.00 TO NODE 584.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 373.00 DOWNSTREAM(FEET) = 370.50 FLOW LENGTH(FEET) = 189.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.16 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.41 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 10.21 LONGEST FLOWPATH FROM NODE 570.00 TO NODE 584.00 = 1113.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 584.00 TO NODE 584.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.21 RAINFALL INTENSITY(INCH/HR) = 3.99 TOTAL STREAM AREA(ACRES) = 3.93 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.41 **************************************************************************** FLOW PROCESS FROM NODE 580.00 TO NODE 582.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 110.00 UPSTREAM ELEVATION(FEET) = 378.00 DOWNSTREAM ELEVATION(FEET) = 376.50 ELEVATION DIFFERENCE(FEET) = 1.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.245 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 68.64 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.131 SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.52 **************************************************************************** FLOW PROCESS FROM NODE 582.00 TO NODE 584.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< Page 68 100PR.OUT >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 376.50 DOWNSTREAM ELEVATION(FEET) = 370.50 STREET LENGTH(FEET) = 478.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.04 ***STREET FLOW SPLITS OVER STREET-CROWN*** FULL DEPTH(FEET) = 0.37 FLOOD WIDTH(FEET) = 12.00 FULL HALF-STREET VELOCITY(FEET/SEC.) = 2.61 SPLIT DEPTH(FEET) = 0.25 SPLIT FLOOD WIDTH(FEET) = 6.33 SPLIT FLOW(CFS) = 0.97 SPLIT VELOCITY(FEET/SEC.) = 1.88 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.61 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.96 STREET FLOW TRAVEL TIME(MIN.) = 3.05 Tc(MIN.) = 8.30 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.561 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 2.79 SUBAREA RUNOFF(CFS) = 9.03 TOTAL AREA(ACRES) = 2.9 PEAK FLOW RATE(CFS) = 9.42 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 2.78 DEPTH*VELOCITY(FT*FT/SEC.) = 1.05 LONGEST FLOWPATH FROM NODE 580.00 TO NODE 584.00 = 588.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 584.00 TO NODE 584.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.30 RAINFALL INTENSITY(INCH/HR) = 4.56 TOTAL STREAM AREA(ACRES) = 2.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.42 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.41 10.21 3.990 3.93 2 9.42 8.30 4.561 2.91 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Page 69 100PR.OUT STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 19.41 8.30 4.561 2 19.66 10.21 3.990 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 19.66 Tc(MIN.) = 10.21 TOTAL AREA(ACRES) = 6.8 LONGEST FLOWPATH FROM NODE 570.00 TO NODE 584.00 = 1113.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 584.00 TO NODE 586.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 370.50 DOWNSTREAM(FEET) = 315.00 FLOW LENGTH(FEET) = 161.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 32.25 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.66 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 10.29 LONGEST FLOWPATH FROM NODE 570.00 TO NODE 586.00 = 1274.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 586.00 TO NODE 586.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 19.66 10.29 3.969 6.84 LONGEST FLOWPATH FROM NODE 570.00 TO NODE 586.00 = 1274.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 51.11 9.25 4.251 19.77 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 586.00 = 1988.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 68.78 9.25 4.251 2 67.38 10.29 3.969 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 68.78 Tc(MIN.) = 9.25 TOTAL AREA(ACRES) = 26.6 **************************************************************************** FLOW PROCESS FROM NODE 586.00 TO NODE 586.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 586.00 TO NODE 594.00 IS CODE = 31 ---------------------------------------------------------------------------- Page 70 100PR.OUT >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 315.00 DOWNSTREAM(FEET) = 295.00 FLOW LENGTH(FEET) = 186.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 28.11 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 68.78 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 9.36 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 594.00 = 2174.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 594.00 TO NODE 594.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.36 RAINFALL INTENSITY(INCH/HR) = 4.22 TOTAL STREAM AREA(ACRES) = 26.61 PEAK FLOW RATE(CFS) AT CONFLUENCE = 68.78 **************************************************************************** FLOW PROCESS FROM NODE 590.00 TO NODE 592.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 INITIAL SUBAREA FLOW-LENGTH(FEET) = 92.00 UPSTREAM ELEVATION(FEET) = 382.20 DOWNSTREAM ELEVATION(FEET) = 378.00 ELEVATION DIFFERENCE(FEET) = 4.20 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.339 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 87.83 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.88 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.88 **************************************************************************** FLOW PROCESS FROM NODE 592.00 TO NODE 594.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 378.00 DOWNSTREAM ELEVATION(FEET) = 295.00 STREET LENGTH(FEET) = 826.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Page 71 100PR.OUT Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.32 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.83 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.91 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.67 STREET FLOW TRAVEL TIME(MIN.) = 2.33 Tc(MIN.) = 4.67 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.870 SUBAREA AREA(ACRES) = 1.25 SUBAREA RUNOFF(CFS) = 6.88 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 7.76 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.17 FLOW VELOCITY(FEET/SEC.) = 6.73 DEPTH*VELOCITY(FT*FT/SEC.) = 2.22 LONGEST FLOWPATH FROM NODE 590.00 TO NODE 594.00 = 918.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 594.00 TO NODE 594.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 4.67 RAINFALL INTENSITY(INCH/HR) = 6.32 TOTAL STREAM AREA(ACRES) = 1.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.76 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 68.78 9.36 4.219 26.61 2 7.76 4.67 6.323 1.41 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 42.05 4.67 6.323 2 73.96 9.36 4.219 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 73.96 Tc(MIN.) = 9.36 TOTAL AREA(ACRES) = 28.0 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 594.00 = 2174.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 594.00 TO NODE 1.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 295.00 DOWNSTREAM(FEET) = 294.00 Page 72 100PR.OUT FLOW LENGTH(FEET) = 71.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.34 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 73.96 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 9.45 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 1.00 = 2245.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 594.00 TO NODE 1.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.193 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6113 SUBAREA AREA(ACRES) = 2.07 SUBAREA RUNOFF(CFS) = 3.04 TOTAL AREA(ACRES) = 30.1 TOTAL RUNOFF(CFS) = 77.13 TC(MIN.) = 9.45 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 27.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 294.00 DOWNSTREAM(FEET) = 285.00 FLOW LENGTH(FEET) = 98.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 27.54 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 77.13 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 9.51 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 27.00 = 2343.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ +--------------------------------------------------------------------------+ | BEGIN OFFSITE HYD | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 66.00 UPSTREAM ELEVATION(FEET) = 476.00 DOWNSTREAM ELEVATION(FEET) = 460.00 ELEVATION DIFFERENCE(FEET) = 16.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.091 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! Page 73 100PR.OUT 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.250 SUBAREA RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.35 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 460.00 DOWNSTREAM(FEET) = 372.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 336.00 CHANNEL SLOPE = 0.2619 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.35 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.18 Tc(MIN.) = 6.27 LONGEST FLOWPATH FROM NODE 23.00 TO NODE 25.00 = 402.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.464 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 2.46 SUBAREA RUNOFF(CFS) = 4.70 TOTAL AREA(ACRES) = 2.6 TOTAL RUNOFF(CFS) = 5.01 TC(MIN.) = 6.27 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 372.00 DOWNSTREAM(FEET) = 305.00 FLOW LENGTH(FEET) = 897.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.69 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.01 PIPE TRAVEL TIME(MIN.) = 1.18 Tc(MIN.) = 7.45 LONGEST FLOWPATH FROM NODE 23.00 TO NODE 26.00 = 1299.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 305.00 DOWNSTREAM(FEET) = 284.00 FLOW LENGTH(FEET) = 185.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.72 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.01 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 7.66 Page 74 100PR.OUT LONGEST FLOWPATH FROM NODE 23.00 TO NODE 27.00 = 1484.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.01 7.66 4.803 2.62 LONGEST FLOWPATH FROM NODE 23.00 TO NODE 27.00 = 1484.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 77.13 9.51 4.176 30.09 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 27.00 = 2343.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 67.12 7.66 4.803 2 81.49 9.51 4.176 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 81.49 Tc(MIN.) = 9.51 TOTAL AREA(ACRES) = 32.7 **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 28.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 283.90 DOWNSTREAM(FEET) = 264.00 FLOW LENGTH(FEET) = 343.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 23.49 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 81.49 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 9.75 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 28.00 = 2686.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.75 RAINFALL INTENSITY(INCH/HR) = 4.11 TOTAL STREAM AREA(ACRES) = 32.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 81.49 Page 75 100PR.OUT **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 602.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 296.00 DOWNSTREAM ELEVATION(FEET) = 285.00 ELEVATION DIFFERENCE(FEET) = 11.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.664 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.66 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.66 **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 28.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 285.00 DOWNSTREAM ELEVATION(FEET) = 262.00 STREET LENGTH(FEET) = 386.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.26 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.52 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.16 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.07 STREET FLOW TRAVEL TIME(MIN.) = 1.55 Tc(MIN.) = 3.21 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.870 SUBAREA AREA(ACRES) = 0.58 SUBAREA RUNOFF(CFS) = 3.19 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 3.85 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.39 FLOW VELOCITY(FEET/SEC.) = 4.68 DEPTH*VELOCITY(FT*FT/SEC.) = 1.38 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 28.00 = 461.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< Page 76 100PR.OUT >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 3.21 RAINFALL INTENSITY(INCH/HR) = 6.32 TOTAL STREAM AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.85 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 81.49 9.75 4.109 32.71 2 3.85 3.21 6.323 0.70 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 30.68 3.21 6.323 2 83.99 9.75 4.109 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 83.99 Tc(MIN.) = 9.75 TOTAL AREA(ACRES) = 33.4 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 28.00 = 2686.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 83.99 9.75 4.109 33.41 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 28.00 = 2686.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 91.67 19.51 2.628 63.88 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 28.00 = 4412.60 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 129.82 9.75 4.109 2 145.38 19.51 2.628 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 145.38 Tc(MIN.) = 19.51 TOTAL AREA(ACRES) = 97.3 **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ Page 77 100PR.OUT **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 126.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 248.00 DOWNSTREAM(FEET) = 232.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 249.00 CHANNEL SLOPE = 0.0643 CHANNEL FLOW THRU SUBAREA(CFS) = 145.38 FLOW VELOCITY(FEET/SEC) = 13.48 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 19.82 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 126.00 = 4661.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 126.00 TO NODE 126.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.82 RAINFALL INTENSITY(INCH/HR) = 2.60 TOTAL STREAM AREA(ACRES) = 97.29 PEAK FLOW RATE(CFS) AT CONFLUENCE = 145.38 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 32.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 123.00 UPSTREAM ELEVATION(FEET) = 452.00 DOWNSTREAM ELEVATION(FEET) = 420.00 ELEVATION DIFFERENCE(FEET) = 32.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.466 SUBAREA RUNOFF(CFS) = 0.63 TOTAL AREA(ACRES) = 0.33 TOTAL RUNOFF(CFS) = 0.63 **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 34.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 420.00 DOWNSTREAM(FEET) = 418.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 391.00 CHANNEL SLOPE = 0.0051 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.63 FLOW VELOCITY(FEET/SEC) = 1.07 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.07 Tc(MIN.) = 12.34 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 34.00 = 514.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 34.00 IS CODE = 81 ---------------------------------------------------------------------------- Page 78 100PR.OUT >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.531 RESIDENTIAL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .6300 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 89 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5973 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 5.56 TOTAL AREA(ACRES) = 2.8 TOTAL RUNOFF(CFS) = 5.97 TC(MIN.) = 12.34 **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 126.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 418.00 DOWNSTREAM(FEET) = 232.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1437.70 CHANNEL SLOPE = 0.1294 NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 5.97 FLOW VELOCITY(FEET/SEC) = 6.96 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.44 Tc(MIN.) = 15.78 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 126.00 = 1951.70 FEET. **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 126.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.012 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3846 SUBAREA AREA(ACRES) = 17.40 SUBAREA RUNOFF(CFS) = 18.35 TOTAL AREA(ACRES) = 20.2 TOTAL RUNOFF(CFS) = 23.44 TC(MIN.) = 15.78 **************************************************************************** FLOW PROCESS FROM NODE 126.00 TO NODE 126.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.78 RAINFALL INTENSITY(INCH/HR) = 3.01 TOTAL STREAM AREA(ACRES) = 20.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.44 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 145.38 19.82 2.601 97.29 2 23.44 15.78 3.012 20.23 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY Page 79 100PR.OUT NUMBER (CFS) (MIN.) (INCH/HOUR) 1 139.23 15.78 3.012 2 165.62 19.82 2.601 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 165.62 Tc(MIN.) = 19.82 TOTAL AREA(ACRES) = 117.5 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 126.00 = 4661.60 FEET. +--------------------------------------------------------------------------+ | EDN PROPOSED CONDITION HYD | | SUNBOW PA-23 | | | +--------------------------------------------------------------------------+ ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 117.5 TC(MIN.) = 19.82 PEAK FLOW RATE(CFS) = 165.62 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS Page 80 PROPOSED CONDITION (ATTENUATED) Drainage Study for Sunbow II, Phase 3 100PRATT.OUT ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) Ver. 22.0 Release Date: 07/01/2015 License ID 1239 Analysis prepared by: ---------------------------------------------------------------------------- FILE NAME: R:\1561\HYD\DR\CALCS\TM\AES\PRATT.DAT TIME/DATE OF STUDY: 12:36 06/19/2020 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.400 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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 12.0 6.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0160 2 15.0 7.5 0.020/0.020/0.020 0.33 1.50 0.0313 0.125 0.0130 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 5.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* +--------------------------------------------------------------------------+ | APPLY THE ATTENUATED FLOW DATA AS BASIN INFLOW | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 102.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 88.00 UPSTREAM ELEVATION(FEET) = 474.00 DOWNSTREAM ELEVATION(FEET) = 460.00 ELEVATION DIFFERENCE(FEET) = 14.00 Page 1 100PRATT.OUT SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.879 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.696 SUBAREA RUNOFF(CFS) = 0.40 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.40 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 104.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 460.00 DOWNSTREAM(FEET) = 438.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 317.00 CHANNEL SLOPE = 0.0694 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.40 FLOW VELOCITY(FEET/SEC) = 3.95 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.34 Tc(MIN.) = 7.22 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 405.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 104.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.991 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 1.73 SUBAREA RUNOFF(CFS) = 3.02 TOTAL AREA(ACRES) = 1.9 TOTAL RUNOFF(CFS) = 3.37 TC(MIN.) = 7.22 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 128.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 438.00 DOWNSTREAM(FEET) = 403.20 FLOW LENGTH(FEET) = 594.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.37 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.37 PIPE TRAVEL TIME(MIN.) = 0.95 Tc(MIN.) = 8.17 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 128.00 = 999.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 128.00 TO NODE 128.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 112.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" Page 2 100PRATT.OUT S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 342.00 UPSTREAM ELEVATION(FEET) = 464.00 DOWNSTREAM ELEVATION(FEET) = 434.00 ELEVATION DIFFERENCE(FEET) = 30.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.546 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.315 SUBAREA RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 0.19 TOTAL RUNOFF(CFS) = 0.35 **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 114.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 434.00 DOWNSTREAM(FEET) = 408.60 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 0.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.54 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.35 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 6.64 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 114.00 = 402.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.64 RAINFALL INTENSITY(INCH/HR) = 5.27 TOTAL STREAM AREA(ACRES) = 0.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.35 **************************************************************************** FLOW PROCESS FROM NODE 116.00 TO NODE 114.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00 UPSTREAM ELEVATION(FEET) = 440.00 DOWNSTREAM ELEVATION(FEET) = 412.00 ELEVATION DIFFERENCE(FEET) = 28.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.466 SUBAREA RUNOFF(CFS) = 0.42 TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 0.42 Page 3 100PRATT.OUT **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.27 RAINFALL INTENSITY(INCH/HR) = 5.47 TOTAL STREAM AREA(ACRES) = 0.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.42 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.35 6.64 5.265 0.19 2 0.42 6.27 5.466 0.22 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 0.75 6.27 5.466 2 0.76 6.64 5.265 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.76 Tc(MIN.) = 6.64 TOTAL AREA(ACRES) = 0.4 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 114.00 = 402.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 124.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 408.00 DOWNSTREAM(FEET) = 402.70 FLOW LENGTH(FEET) = 650.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.33 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.76 PIPE TRAVEL TIME(MIN.) = 3.25 Tc(MIN.) = 9.89 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 124.00 = 1052.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 124.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.89 RAINFALL INTENSITY(INCH/HR) = 4.07 TOTAL STREAM AREA(ACRES) = 0.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.76 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 122.00 IS CODE = 21 Page 4 100PRATT.OUT ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 460.00 DOWNSTREAM ELEVATION(FEET) = 420.00 ELEVATION DIFFERENCE(FEET) = 40.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.466 SUBAREA RUNOFF(CFS) = 0.27 TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.27 **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 124.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 408.60 DOWNSTREAM ELEVATION(FEET) = 402.70 STREET LENGTH(FEET) = 788.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.15 ***STREET FLOW SPLITS OVER STREET-CROWN*** FULL DEPTH(FEET) = 0.37 FLOOD WIDTH(FEET) = 12.00 FULL HALF-STREET VELOCITY(FEET/SEC.) = 2.01 SPLIT DEPTH(FEET) = 0.27 SPLIT FLOOD WIDTH(FEET) = 7.27 SPLIT FLOW(CFS) = 1.01 SPLIT VELOCITY(FEET/SEC.) = 1.57 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.01 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.74 STREET FLOW TRAVEL TIME(MIN.) = 6.52 Tc(MIN.) = 12.79 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.451 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.695 SUBAREA AREA(ACRES) = 3.17 SUBAREA RUNOFF(CFS) = 7.77 TOTAL AREA(ACRES) = 3.3 PEAK FLOW RATE(CFS) = 7.94 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 2.20 DEPTH*VELOCITY(FT*FT/SEC.) = 0.85 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 124.00 = 888.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 124.00 IS CODE = 1 ---------------------------------------------------------------------------- Page 5 100PRATT.OUT >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.79 RAINFALL INTENSITY(INCH/HR) = 3.45 TOTAL STREAM AREA(ACRES) = 3.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.94 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.76 9.89 4.072 0.41 2 7.94 12.79 3.451 3.31 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 6.90 9.89 4.072 2 8.58 12.79 3.451 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.58 Tc(MIN.) = 12.79 TOTAL AREA(ACRES) = 3.7 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 124.00 = 1052.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 127.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 402.70 DOWNSTREAM(FEET) = 402.00 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.36 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.58 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 12.92 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 127.00 = 1112.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 127.00 TO NODE 127.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.92 RAINFALL INTENSITY(INCH/HR) = 3.43 TOTAL STREAM AREA(ACRES) = 3.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.58 **************************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 123.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 Page 6 100PRATT.OUT SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 143.00 UPSTREAM ELEVATION(FEET) = 474.00 DOWNSTREAM ELEVATION(FEET) = 460.00 ELEVATION DIFFERENCE(FEET) = 14.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.311 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.441 SUBAREA RUNOFF(CFS) = 0.34 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.34 **************************************************************************** FLOW PROCESS FROM NODE 123.00 TO NODE 125.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 460.00 DOWNSTREAM(FEET) = 440.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 229.00 CHANNEL SLOPE = 0.0873 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.34 FLOW VELOCITY(FEET/SEC) = 4.43 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.86 Tc(MIN.) = 7.17 LONGEST FLOWPATH FROM NODE 121.00 TO NODE 125.00 = 372.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 123.00 TO NODE 125.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.011 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 1.39 SUBAREA RUNOFF(CFS) = 2.44 TOTAL AREA(ACRES) = 1.6 TOTAL RUNOFF(CFS) = 2.75 TC(MIN.) = 7.17 **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 127.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 408.00 DOWNSTREAM(FEET) = 402.00 FLOW LENGTH(FEET) = 290.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.76 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.75 PIPE TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 7.89 LONGEST FLOWPATH FROM NODE 121.00 TO NODE 127.00 = 662.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 127.00 TO NODE 127.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< Page 7 100PRATT.OUT >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.89 RAINFALL INTENSITY(INCH/HR) = 4.71 TOTAL STREAM AREA(ACRES) = 1.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.75 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.58 12.92 3.428 3.72 2 2.75 7.89 4.713 1.57 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 8.99 7.89 4.713 2 10.58 12.92 3.428 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.58 Tc(MIN.) = 12.92 TOTAL AREA(ACRES) = 5.3 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 127.00 = 1112.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 127.00 TO NODE 128.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 404.00 DOWNSTREAM(FEET) = 403.20 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.14 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.58 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 13.11 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 128.00 = 1192.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 128.00 TO NODE 128.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.58 13.11 3.396 5.29 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 128.00 = 1192.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.37 8.17 4.607 1.93 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 128.00 = 999.00 FEET. ** PEAK FLOW RATE TABLE ** Page 8 100PRATT.OUT STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 9.97 8.17 4.607 2 13.07 13.11 3.396 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.07 Tc(MIN.) = 13.11 TOTAL AREA(ACRES) = 7.2 **************************************************************************** FLOW PROCESS FROM NODE 128.00 TO NODE 128.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 128.00 TO NODE 134.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 403.20 DOWNSTREAM(FEET) = 402.45 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.87 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.07 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 13.15 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 134.00 = 1222.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 134.00 TO NODE 134.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.15 RAINFALL INTENSITY(INCH/HR) = 3.39 TOTAL STREAM AREA(ACRES) = 7.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.07 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 132.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 101.00 UPSTREAM ELEVATION(FEET) = 450.00 DOWNSTREAM ELEVATION(FEET) = 417.00 ELEVATION DIFFERENCE(FEET) = 33.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.466 SUBAREA RUNOFF(CFS) = 0.23 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.23 Page 9 100PRATT.OUT **************************************************************************** FLOW PROCESS FROM NODE 132.00 TO NODE 134.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 417.00 DOWNSTREAM ELEVATION(FEET) = 402.45 STREET LENGTH(FEET) = 673.30 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.49 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.08 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.08 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.01 STREET FLOW TRAVEL TIME(MIN.) = 3.65 Tc(MIN.) = 9.91 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.067 RESIDENTIAL (10.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.589 SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 6.59 TOTAL AREA(ACRES) = 2.8 PEAK FLOW RATE(CFS) = 6.76 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 3.42 DEPTH*VELOCITY(FT*FT/SEC.) = 1.25 LONGEST FLOWPATH FROM NODE 130.00 TO NODE 134.00 = 774.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 134.00 TO NODE 134.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.91 RAINFALL INTENSITY(INCH/HR) = 4.07 TOTAL STREAM AREA(ACRES) = 2.82 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.76 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.07 13.15 3.388 7.22 2 6.76 9.91 4.067 2.82 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY Page 10 100PRATT.OUT NUMBER (CFS) (MIN.) (INCH/HOUR) 1 16.61 9.91 4.067 2 18.70 13.15 3.388 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.70 Tc(MIN.) = 13.15 TOTAL AREA(ACRES) = 10.0 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 134.00 = 1222.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 134.00 TO NODE 146.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 402.45 DOWNSTREAM(FEET) = 392.90 FLOW LENGTH(FEET) = 352.60 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.30 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.70 PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 13.63 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 146.00 = 1574.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 146.00 TO NODE 146.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 142.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (10.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 106.00 UPSTREAM ELEVATION(FEET) = 435.00 DOWNSTREAM ELEVATION(FEET) = 415.00 ELEVATION DIFFERENCE(FEET) = 20.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.178 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.46 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.46 **************************************************************************** FLOW PROCESS FROM NODE 142.00 TO NODE 144.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 415.60 DOWNSTREAM ELEVATION(FEET) = 398.00 STREET LENGTH(FEET) = 643.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 Page 11 100PRATT.OUT INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.10 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.27 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.49 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.16 STREET FLOW TRAVEL TIME(MIN.) = 3.07 Tc(MIN.) = 7.24 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.978 RESIDENTIAL (10.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.600 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 7.17 TOTAL AREA(ACRES) = 2.5 PEAK FLOW RATE(CFS) = 7.53 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 3.85 DEPTH*VELOCITY(FT*FT/SEC.) = 1.41 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 144.00 = 749.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 144.00 TO NODE 145.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 398.00 DOWNSTREAM(FEET) = 393.00 FLOW LENGTH(FEET) = 185.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.82 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.53 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 7.56 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 145.00 = 934.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 145.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.56 RAINFALL INTENSITY(INCH/HR) = 4.84 TOTAL STREAM AREA(ACRES) = 2.52 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.53 **************************************************************************** FLOW PROCESS FROM NODE 141.00 TO NODE 143.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (10.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" Page 12 100PRATT.OUT S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 150.00 UPSTREAM ELEVATION(FEET) = 407.00 DOWNSTREAM ELEVATION(FEET) = 406.00 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.640 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 55.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.810 SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.52 **************************************************************************** FLOW PROCESS FROM NODE 143.00 TO NODE 145.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 406.00 DOWNSTREAM ELEVATION(FEET) = 393.00 STREET LENGTH(FEET) = 478.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.31 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.92 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.10 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.88 STREET FLOW TRAVEL TIME(MIN.) = 2.57 Tc(MIN.) = 10.21 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.990 RESIDENTIAL (10.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.600 SUBAREA AREA(ACRES) = 1.49 SUBAREA RUNOFF(CFS) = 3.57 TOTAL AREA(ACRES) = 1.7 PEAK FLOW RATE(CFS) = 4.00 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.17 FLOW VELOCITY(FEET/SEC.) = 3.47 DEPTH*VELOCITY(FT*FT/SEC.) = 1.14 LONGEST FLOWPATH FROM NODE 141.00 TO NODE 145.00 = 628.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 145.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.21 RAINFALL INTENSITY(INCH/HR) = 3.99 Page 13 100PRATT.OUT TOTAL STREAM AREA(ACRES) = 1.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.00 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.53 7.56 4.844 2.52 2 4.00 10.21 3.990 1.67 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 10.49 7.56 4.844 2 10.20 10.21 3.990 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.49 Tc(MIN.) = 7.56 TOTAL AREA(ACRES) = 4.2 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 145.00 = 934.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 146.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 394.00 DOWNSTREAM(FEET) = 393.00 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.90 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.49 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 7.63 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 146.00 = 979.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 146.00 TO NODE 146.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.49 7.63 4.813 4.19 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 146.00 = 979.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 18.70 13.63 3.311 10.04 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 146.00 = 1574.60 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 20.96 7.63 4.813 2 25.91 13.63 3.311 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: Page 14 100PRATT.OUT PEAK FLOW RATE(CFS) = 25.91 Tc(MIN.) = 13.63 TOTAL AREA(ACRES) = 14.2 **************************************************************************** FLOW PROCESS FROM NODE 146.00 TO NODE 146.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 146.00 TO NODE 154.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 392.90 DOWNSTREAM(FEET) = 391.00 FLOW LENGTH(FEET) = 84.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.44 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.91 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 13.74 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 154.00 = 1658.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 154.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.74 RAINFALL INTENSITY(INCH/HR) = 3.29 TOTAL STREAM AREA(ACRES) = 14.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 25.91 **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 152.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (10.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 140.00 UPSTREAM ELEVATION(FEET) = 401.00 DOWNSTREAM ELEVATION(FEET) = 400.00 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.563 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 56.43 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.842 SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.52 **************************************************************************** FLOW PROCESS FROM NODE 152.00 TO NODE 154.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ Page 15 100PRATT.OUT UPSTREAM ELEVATION(FEET) = 400.00 DOWNSTREAM ELEVATION(FEET) = 391.00 STREET LENGTH(FEET) = 358.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.28 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.02 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.99 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.86 STREET FLOW TRAVEL TIME(MIN.) = 1.99 Tc(MIN.) = 9.56 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.164 RESIDENTIAL (10.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.600 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 3.50 TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) = 3.95 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.27 FLOW VELOCITY(FEET/SEC.) = 3.37 DEPTH*VELOCITY(FT*FT/SEC.) = 1.12 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 154.00 = 498.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 154.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.56 RAINFALL INTENSITY(INCH/HR) = 4.16 TOTAL STREAM AREA(ACRES) = 1.58 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.95 **************************************************************************** FLOW PROCESS FROM NODE 151.00 TO NODE 153.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (10.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 140.00 UPSTREAM ELEVATION(FEET) = 401.00 DOWNSTREAM ELEVATION(FEET) = 400.00 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.563 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 56.43 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.842 Page 16 100PRATT.OUT SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.52 **************************************************************************** FLOW PROCESS FROM NODE 153.00 TO NODE 154.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 400.00 DOWNSTREAM ELEVATION(FEET) = 391.40 STREET LENGTH(FEET) = 358.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.22 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 5.96 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.58 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.63 STREET FLOW TRAVEL TIME(MIN.) = 2.32 Tc(MIN.) = 9.88 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.076 RESIDENTIAL (10.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.600 SUBAREA AREA(ACRES) = 0.57 SUBAREA RUNOFF(CFS) = 1.39 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 1.83 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.36 FLOW VELOCITY(FEET/SEC.) = 2.78 DEPTH*VELOCITY(FT*FT/SEC.) = 0.76 LONGEST FLOWPATH FROM NODE 151.00 TO NODE 154.00 = 498.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 154.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 9.88 RAINFALL INTENSITY(INCH/HR) = 4.08 TOTAL STREAM AREA(ACRES) = 0.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.83 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 25.91 13.74 3.294 14.23 2 3.95 9.56 4.164 1.58 3 1.83 9.88 4.076 0.75 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO Page 17 100PRATT.OUT CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 23.74 9.56 4.164 2 24.32 9.88 4.076 3 30.52 13.74 3.294 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 30.52 Tc(MIN.) = 13.74 TOTAL AREA(ACRES) = 16.6 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 154.00 = 1658.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 169.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 391.40 DOWNSTREAM(FEET) = 390.10 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.32 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 30.52 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 13.77 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 169.00 = 1688.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 169.00 TO NODE 169.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 162.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 108.00 UPSTREAM ELEVATION(FEET) = 396.00 DOWNSTREAM ELEVATION(FEET) = 395.00 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.707 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 62.78 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.807 SUBAREA RUNOFF(CFS) = 0.54 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.54 **************************************************************************** FLOW PROCESS FROM NODE 162.00 TO NODE 164.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 396.00 DOWNSTREAM ELEVATION(FEET) = 392.30 Page 18 100PRATT.OUT STREET LENGTH(FEET) = 340.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.67 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.36 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.24 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.75 STREET FLOW TRAVEL TIME(MIN.) = 2.53 Tc(MIN.) = 8.24 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.583 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 4.23 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 4.65 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 2.43 DEPTH*VELOCITY(FT*FT/SEC.) = 0.89 LONGEST FLOWPATH FROM NODE 160.00 TO NODE 164.00 = 448.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 164.00 TO NODE 168.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 392.30 DOWNSTREAM(FEET) = 390.00 FLOW LENGTH(FEET) = 233.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.97 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.65 PIPE TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 8.89 LONGEST FLOWPATH FROM NODE 160.00 TO NODE 168.00 = 681.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 168.00 TO NODE 168.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.89 RAINFALL INTENSITY(INCH/HR) = 4.36 TOTAL STREAM AREA(ACRES) = 1.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.65 **************************************************************************** FLOW PROCESS FROM NODE 161.00 TO NODE 163.00 IS CODE = 21 ---------------------------------------------------------------------------- Page 19 100PRATT.OUT >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 118.00 UPSTREAM ELEVATION(FEET) = 396.00 DOWNSTREAM ELEVATION(FEET) = 395.00 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.766 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 60.42 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.768 SUBAREA RUNOFF(CFS) = 0.53 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.53 **************************************************************************** FLOW PROCESS FROM NODE 163.00 TO NODE 168.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 395.00 DOWNSTREAM ELEVATION(FEET) = 390.00 STREET LENGTH(FEET) = 580.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.50 ***STREET FLOW SPLITS OVER STREET-CROWN*** FULL DEPTH(FEET) = 0.37 FLOOD WIDTH(FEET) = 12.00 FULL HALF-STREET VELOCITY(FEET/SEC.) = 2.16 SPLIT DEPTH(FEET) = 0.16 SPLIT FLOOD WIDTH(FEET) = 1.54 SPLIT FLOW(CFS) = 0.13 SPLIT VELOCITY(FEET/SEC.) = 0.94 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.16 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.79 STREET FLOW TRAVEL TIME(MIN.) = 4.47 Tc(MIN.) = 10.24 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.983 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 5.94 TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 6.31 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 2.16 DEPTH*VELOCITY(FT*FT/SEC.) = 0.79 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 168.00 = 698.00 FEET. **************************************************************************** Page 20 100PRATT.OUT FLOW PROCESS FROM NODE 168.00 TO NODE 168.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.24 RAINFALL INTENSITY(INCH/HR) = 3.98 TOTAL STREAM AREA(ACRES) = 2.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.31 **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 167.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 121.00 UPSTREAM ELEVATION(FEET) = 394.20 DOWNSTREAM ELEVATION(FEET) = 392.80 ELEVATION DIFFERENCE(FEET) = 1.40 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.456 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 66.57 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.977 SUBAREA RUNOFF(CFS) = 0.64 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.64 **************************************************************************** FLOW PROCESS FROM NODE 167.00 TO NODE 168.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 392.80 DOWNSTREAM ELEVATION(FEET) = 390.00 STREET LENGTH(FEET) = 284.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.58 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.39 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.92 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.56 STREET FLOW TRAVEL TIME(MIN.) = 2.47 Tc(MIN.) = 7.92 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.699 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 Page 21 100PRATT.OUT SUBAREA AREA(ACRES) = 0.56 SUBAREA RUNOFF(CFS) = 1.87 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 2.37 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.08 FLOW VELOCITY(FEET/SEC.) = 2.09 DEPTH*VELOCITY(FT*FT/SEC.) = 0.68 LONGEST FLOWPATH FROM NODE 165.00 TO NODE 168.00 = 405.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 168.00 TO NODE 169.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 391.00 DOWNSTREAM(FEET) = 390.50 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.99 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.37 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 8.09 LONGEST FLOWPATH FROM NODE 165.00 TO NODE 169.00 = 455.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 169.00 TO NODE 169.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.09 RAINFALL INTENSITY(INCH/HR) = 4.64 TOTAL STREAM AREA(ACRES) = 0.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.37 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.65 8.89 4.364 1.43 2 6.31 10.24 3.983 2.23 3 2.37 8.09 4.636 0.71 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 11.59 8.09 4.636 2 12.36 8.89 4.364 3 12.59 10.24 3.983 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.59 Tc(MIN.) = 10.24 TOTAL AREA(ACRES) = 4.4 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 169.00 = 698.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 169.00 TO NODE 169.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< Page 22 100PRATT.OUT ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 12.59 10.24 3.983 4.37 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 169.00 = 698.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 30.52 13.77 3.289 16.56 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 169.00 = 1688.60 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 35.27 10.24 3.983 2 40.91 13.77 3.289 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 40.91 Tc(MIN.) = 13.77 TOTAL AREA(ACRES) = 20.9 **************************************************************************** FLOW PROCESS FROM NODE 169.00 TO NODE 169.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 169.00 TO NODE 198.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 390.10 DOWNSTREAM(FEET) = 388.90 FLOW LENGTH(FEET) = 113.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.30 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 40.91 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 13.96 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 198.00 = 1801.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 198.00 TO NODE 198.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 172.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 120.00 UPSTREAM ELEVATION(FEET) = 440.00 DOWNSTREAM ELEVATION(FEET) = 410.00 ELEVATION DIFFERENCE(FEET) = 30.00 Page 23 100PRATT.OUT SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.466 SUBAREA RUNOFF(CFS) = 0.33 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.33 **************************************************************************** FLOW PROCESS FROM NODE 172.00 TO NODE 176.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 408.00 DOWNSTREAM ELEVATION(FEET) = 388.50 STREET LENGTH(FEET) = 671.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.12 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.55 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.08 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.85 STREET FLOW TRAVEL TIME(MIN.) = 3.63 Tc(MIN.) = 9.90 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.070 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.667 SUBAREA AREA(ACRES) = 1.26 SUBAREA RUNOFF(CFS) = 3.64 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 3.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.89 FLOW VELOCITY(FEET/SEC.) = 3.54 DEPTH*VELOCITY(FT*FT/SEC.) = 1.15 LONGEST FLOWPATH FROM NODE 170.00 TO NODE 176.00 = 791.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 176.00 TO NODE 176.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.90 RAINFALL INTENSITY(INCH/HR) = 4.07 TOTAL STREAM AREA(ACRES) = 1.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.88 **************************************************************************** FLOW PROCESS FROM NODE 171.00 TO NODE 173.00 IS CODE = 21 ---------------------------------------------------------------------------- Page 24 100PRATT.OUT >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) = 394.50 DOWNSTREAM ELEVATION(FEET) = 394.00 ELEVATION DIFFERENCE(FEET) = 0.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.778 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.760 SUBAREA RUNOFF(CFS) = 0.29 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.29 **************************************************************************** FLOW PROCESS FROM NODE 173.00 TO NODE 176.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 394.00 DOWNSTREAM ELEVATION(FEET) = 388.50 STREET LENGTH(FEET) = 460.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.84 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.67 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.11 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.63 STREET FLOW TRAVEL TIME(MIN.) = 3.63 Tc(MIN.) = 9.41 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.206 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 1.02 SUBAREA RUNOFF(CFS) = 3.05 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 3.25 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.02 FLOW VELOCITY(FEET/SEC.) = 2.44 DEPTH*VELOCITY(FT*FT/SEC.) = 0.85 LONGEST FLOWPATH FROM NODE 171.00 TO NODE 176.00 = 520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 176.00 TO NODE 176.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.41 RAINFALL INTENSITY(INCH/HR) = 4.21 Page 25 100PRATT.OUT TOTAL STREAM AREA(ACRES) = 1.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.25 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.88 9.90 4.070 1.43 2 3.25 9.41 4.206 1.09 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 6.95 9.41 4.206 2 7.03 9.90 4.070 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.03 Tc(MIN.) = 9.90 TOTAL AREA(ACRES) = 2.5 LONGEST FLOWPATH FROM NODE 170.00 TO NODE 176.00 = 791.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 176.00 TO NODE 198.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 388.50 DOWNSTREAM(FEET) = 388.25 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.64 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.03 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 9.96 LONGEST FLOWPATH FROM NODE 170.00 TO NODE 198.00 = 816.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 198.00 TO NODE 198.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.03 9.96 4.054 2.52 LONGEST FLOWPATH FROM NODE 170.00 TO NODE 198.00 = 816.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 40.91 13.96 3.261 20.93 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 198.00 = 1801.60 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 36.23 9.96 4.054 2 46.57 13.96 3.261 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: Page 26 100PRATT.OUT PEAK FLOW RATE(CFS) = 46.57 Tc(MIN.) = 13.96 TOTAL AREA(ACRES) = 23.5 **************************************************************************** FLOW PROCESS FROM NODE 198.00 TO NODE 198.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 198.00 TO NODE 198.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 182.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 409.50 DOWNSTREAM ELEVATION(FEET) = 408.50 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.354 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 67.50 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.050 SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.52 **************************************************************************** FLOW PROCESS FROM NODE 182.00 TO NODE 184.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 406.00 DOWNSTREAM ELEVATION(FEET) = 394.40 STREET LENGTH(FEET) = 529.30 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.50 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.11 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.33 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.16 STREET FLOW TRAVEL TIME(MIN.) = 2.65 Tc(MIN.) = 8.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.668 Page 27 100PRATT.OUT RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.786 SUBAREA AREA(ACRES) = 2.15 SUBAREA RUNOFF(CFS) = 7.93 TOTAL AREA(ACRES) = 2.3 PEAK FLOW RATE(CFS) = 8.33 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 3.45 DEPTH*VELOCITY(FT*FT/SEC.) = 1.26 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 184.00 = 609.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 184.00 TO NODE 196.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 394.50 DOWNSTREAM(FEET) = 390.50 FLOW LENGTH(FEET) = 421.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.74 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.33 PIPE TRAVEL TIME(MIN.) = 1.04 Tc(MIN.) = 9.04 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 196.00 = 1030.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 196.00 TO NODE 196.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.04 RAINFALL INTENSITY(INCH/HR) = 4.31 TOTAL STREAM AREA(ACRES) = 2.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.33 **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 192.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 96.00 UPSTREAM ELEVATION(FEET) = 404.00 DOWNSTREAM ELEVATION(FEET) = 403.00 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.601 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 65.42 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.877 SUBAREA RUNOFF(CFS) = 0.42 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.42 **************************************************************************** FLOW PROCESS FROM NODE 192.00 TO NODE 194.00 IS CODE = 62 ---------------------------------------------------------------------------- Page 28 100PRATT.OUT >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 403.00 DOWNSTREAM ELEVATION(FEET) = 395.30 STREET LENGTH(FEET) = 704.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.75 ***STREET FLOW SPLITS OVER STREET-CROWN*** FULL DEPTH(FEET) = 0.37 FLOOD WIDTH(FEET) = 12.00 FULL HALF-STREET VELOCITY(FEET/SEC.) = 2.43 SPLIT DEPTH(FEET) = 0.34 SPLIT FLOOD WIDTH(FEET) = 10.83 SPLIT FLOW(CFS) = 2.96 SPLIT VELOCITY(FEET/SEC.) = 2.29 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.43 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.89 STREET FLOW TRAVEL TIME(MIN.) = 4.82 Tc(MIN.) = 10.42 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.938 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 4.41 SUBAREA RUNOFF(CFS) = 12.33 TOTAL AREA(ACRES) = 4.5 PEAK FLOW RATE(CFS) = 12.61 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 2.97 DEPTH*VELOCITY(FT*FT/SEC.) = 1.23 LONGEST FLOWPATH FROM NODE 190.00 TO NODE 194.00 = 800.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 194.00 TO NODE 196.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 395.30 DOWNSTREAM(FEET) = 390.00 FLOW LENGTH(FEET) = 42.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.83 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.61 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 10.46 LONGEST FLOWPATH FROM NODE 190.00 TO NODE 196.00 = 842.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 196.00 TO NODE 196.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ Page 29 100PRATT.OUT TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.46 RAINFALL INTENSITY(INCH/HR) = 3.93 TOTAL STREAM AREA(ACRES) = 4.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.61 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.33 9.04 4.314 2.27 2 12.61 10.46 3.929 4.51 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 19.24 9.04 4.314 2 20.19 10.46 3.929 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.19 Tc(MIN.) = 10.46 TOTAL AREA(ACRES) = 6.8 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 196.00 = 1030.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 196.00 TO NODE 198.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 390.00 DOWNSTREAM(FEET) = 388.90 FLOW LENGTH(FEET) = 115.30 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.36 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.19 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 10.69 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 198.00 = 1145.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 198.00 TO NODE 198.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 20.19 10.69 3.875 6.78 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 198.00 = 1145.60 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 46.57 13.96 3.261 23.45 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 198.00 = 1801.60 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) Page 30 100PRATT.OUT 1 55.85 10.69 3.875 2 63.57 13.96 3.261 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 63.57 Tc(MIN.) = 13.96 TOTAL AREA(ACRES) = 30.2 **************************************************************************** FLOW PROCESS FROM NODE 198.00 TO NODE 198.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 198.00 TO NODE 204.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 388.90 DOWNSTREAM(FEET) = 379.20 FLOW LENGTH(FEET) = 262.50 MANNING'S N = 0.012 DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.67 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 63.57 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 14.19 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 204.00 = 2064.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.19 RAINFALL INTENSITY(INCH/HR) = 3.23 TOTAL STREAM AREA(ACRES) = 30.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 63.57 **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 202.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 90.00 UPSTREAM ELEVATION(FEET) = 392.80 DOWNSTREAM ELEVATION(FEET) = 391.80 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.511 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 66.11 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.939 SUBAREA RUNOFF(CFS) = 0.25 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.25 **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 204.00 IS CODE = 62 Page 31 100PRATT.OUT ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 391.80 DOWNSTREAM ELEVATION(FEET) = 379.20 STREET LENGTH(FEET) = 481.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.37 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.23 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.70 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.68 STREET FLOW TRAVEL TIME(MIN.) = 2.96 Tc(MIN.) = 8.48 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.499 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 0.69 SUBAREA RUNOFF(CFS) = 2.20 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 2.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.11 FLOW VELOCITY(FEET/SEC.) = 3.09 DEPTH*VELOCITY(FT*FT/SEC.) = 0.89 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 204.00 = 571.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.48 RAINFALL INTENSITY(INCH/HR) = 4.50 TOTAL STREAM AREA(ACRES) = 0.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.40 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 63.57 14.19 3.226 30.23 2 2.40 8.48 4.499 0.75 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 40.36 8.48 4.499 Page 32 100PRATT.OUT 2 65.29 14.19 3.226 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 65.29 Tc(MIN.) = 14.19 TOTAL AREA(ACRES) = 31.0 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 204.00 = 2064.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 2.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 375.00 DOWNSTREAM(FEET) = 374.00 FLOW LENGTH(FEET) = 51.50 MANNING'S N = 0.012 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.67 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 65.29 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 14.25 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 2.00 = 2115.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 2.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.218 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6174 SUBAREA AREA(ACRES) = 1.74 SUBAREA RUNOFF(CFS) = 1.96 TOTAL AREA(ACRES) = 32.7 TOTAL RUNOFF(CFS) = 65.29 TC(MIN.) = 14.25 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 212.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 138.00 UPSTREAM ELEVATION(FEET) = 392.60 DOWNSTREAM ELEVATION(FEET) = 390.00 ELEVATION DIFFERENCE(FEET) = 2.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.884 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 73.84 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.49 Page 33 100PRATT.OUT TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.49 **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 214.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 390.00 DOWNSTREAM ELEVATION(FEET) = 384.20 STREET LENGTH(FEET) = 474.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.32 ***STREET FLOW SPLITS OVER STREET-CROWN*** FULL DEPTH(FEET) = 0.37 FLOOD WIDTH(FEET) = 12.00 FULL HALF-STREET VELOCITY(FEET/SEC.) = 2.58 SPLIT DEPTH(FEET) = 0.27 SPLIT FLOOD WIDTH(FEET) = 7.36 SPLIT FLOW(CFS) = 1.31 SPLIT VELOCITY(FEET/SEC.) = 1.98 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.58 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.94 STREET FLOW TRAVEL TIME(MIN.) = 3.07 Tc(MIN.) = 7.95 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.688 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 9.65 TOTAL AREA(ACRES) = 3.0 PEAK FLOW RATE(CFS) = 10.02 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 2.81 DEPTH*VELOCITY(FT*FT/SEC.) = 1.08 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 214.00 = 612.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 224.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 384.20 DOWNSTREAM(FEET) = 379.20 FLOW LENGTH(FEET) = 526.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.94 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.02 PIPE TRAVEL TIME(MIN.) = 1.26 Tc(MIN.) = 9.21 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 224.00 = 1138.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 221.00 TO NODE 224.00 IS CODE = 1 Page 34 100PRATT.OUT ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.21 RAINFALL INTENSITY(INCH/HR) = 4.26 TOTAL STREAM AREA(ACRES) = 3.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.02 **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 222.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 92.00 UPSTREAM ELEVATION(FEET) = 396.70 DOWNSTREAM ELEVATION(FEET) = 396.00 ELEVATION DIFFERENCE(FEET) = 0.70 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.847 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 57.83 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.716 SUBAREA RUNOFF(CFS) = 0.32 TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.32 **************************************************************************** FLOW PROCESS FROM NODE 222.00 TO NODE 224.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 396.00 DOWNSTREAM ELEVATION(FEET) = 390.60 STREET LENGTH(FEET) = 458.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.12 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.23 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.18 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.68 STREET FLOW TRAVEL TIME(MIN.) = 3.50 Tc(MIN.) = 9.34 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.225 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 1.18 SUBAREA RUNOFF(CFS) = 3.54 Page 35 100PRATT.OUT TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 3.78 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.77 FLOW VELOCITY(FEET/SEC.) = 2.52 DEPTH*VELOCITY(FT*FT/SEC.) = 0.91 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 224.00 = 550.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 224.00 TO NODE 224.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.34 RAINFALL INTENSITY(INCH/HR) = 4.22 TOTAL STREAM AREA(ACRES) = 1.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.78 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.02 9.21 4.263 3.01 2 3.78 9.34 4.225 1.26 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 13.75 9.21 4.263 2 13.71 9.34 4.225 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.75 Tc(MIN.) = 9.21 TOTAL AREA(ACRES) = 4.3 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 224.00 = 1138.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 224.00 TO NODE 2.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 375.40 DOWNSTREAM(FEET) = 374.00 FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.76 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.75 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 9.52 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 2.00 = 1278.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA Page 36 100PRATT.OUT NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.75 9.52 4.175 4.27 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 2.00 = 1278.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 65.29 14.25 3.218 32.72 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 2.00 = 2115.60 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 57.34 9.52 4.175 2 75.88 14.25 3.218 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 75.88 Tc(MIN.) = 14.25 TOTAL AREA(ACRES) = 37.0 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ +--------------------------------------------------------------------------+ | APPLY THE ATTENUATED FLOW DATA AS BASIN INFLOW | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 59.25 RAIN INTENSITY(INCH/HOUR) = 1.28 TOTAL AREA(ACRES) = 37.00 TOTAL RUNOFF(CFS) = 5.80 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 10.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 374.00 DOWNSTREAM(FEET) = 310.00 FLOW LENGTH(FEET) = 503.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.99 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.80 PIPE TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 59.77 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 10.00 = 2618.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 Page 37 100PRATT.OUT CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 59.77 RAINFALL INTENSITY(INCH/HR) = 1.28 TOTAL STREAM AREA(ACRES) = 37.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.80 **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 232.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 379.20 DOWNSTREAM ELEVATION(FEET) = 374.00 ELEVATION DIFFERENCE(FEET) = 5.20 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.272 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 90.40 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.61 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.61 **************************************************************************** FLOW PROCESS FROM NODE 232.00 TO NODE 10.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 374.00 DOWNSTREAM ELEVATION(FEET) = 320.00 STREET LENGTH(FEET) = 480.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.61 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.89 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.61 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.37 STREET FLOW TRAVEL TIME(MIN.) = 1.43 Tc(MIN.) = 3.70 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.870 SUBAREA AREA(ACRES) = 0.73 SUBAREA RUNOFF(CFS) = 4.02 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 4.62 Page 38 100PRATT.OUT END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.92 FLOW VELOCITY(FEET/SEC.) = 6.20 DEPTH*VELOCITY(FT*FT/SEC.) = 1.76 LONGEST FLOWPATH FROM NODE 230.00 TO NODE 10.00 = 580.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 3.70 RAINFALL INTENSITY(INCH/HR) = 6.32 TOTAL STREAM AREA(ACRES) = 0.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.62 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.80 59.77 1.276 37.00 2 4.62 3.70 6.323 0.84 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 4.98 3.70 6.323 2 6.73 59.77 1.276 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.73 Tc(MIN.) = 59.77 TOTAL AREA(ACRES) = 37.8 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 10.00 = 2618.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 14.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 320.00 DOWNSTREAM(FEET) = 276.20 FLOW LENGTH(FEET) = 535.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.25 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.73 PIPE TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 60.40 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 14.00 = 3153.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 60.40 RAINFALL INTENSITY(INCH/HR) = 1.27 Page 39 100PRATT.OUT TOTAL STREAM AREA(ACRES) = 37.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.73 **************************************************************************** FLOW PROCESS FROM NODE 231.00 TO NODE 233.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) = 323.00 DOWNSTREAM ELEVATION(FEET) = 315.00 ELEVATION DIFFERENCE(FEET) = 8.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.489 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.55 **************************************************************************** FLOW PROCESS FROM NODE 233.00 TO NODE 14.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 315.00 DOWNSTREAM ELEVATION(FEET) = 274.00 STREET LENGTH(FEET) = 449.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.48 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.05 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.12 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.26 STREET FLOW TRAVEL TIME(MIN.) = 1.46 Tc(MIN.) = 2.95 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.870 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 3.85 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 4.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.11 FLOW VELOCITY(FEET/SEC.) = 5.67 DEPTH*VELOCITY(FT*FT/SEC.) = 1.64 LONGEST FLOWPATH FROM NODE 231.00 TO NODE 14.00 = 509.00 FEET. **************************************************************************** Page 40 100PRATT.OUT FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 2.95 RAINFALL INTENSITY(INCH/HR) = 6.32 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.40 +--------------------------------------------------------------------------+ | APPLY THE ATTENUATED FLOW DATA AS BASIN INFLOW | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 134.00 UPSTREAM ELEVATION(FEET) = 400.00 DOWNSTREAM ELEVATION(FEET) = 350.00 ELEVATION DIFFERENCE(FEET) = 50.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.466 SUBAREA RUNOFF(CFS) = 0.38 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.38 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 350.00 DOWNSTREAM(FEET) = 260.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1386.00 CHANNEL SLOPE = 0.0649 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.38 FLOW VELOCITY(FEET/SEC) = 3.82 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.04 Tc(MIN.) = 12.31 LONGEST FLOWPATH FROM NODE 12.00 TO NODE 14.00 = 1520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.536 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 10.10 SUBAREA RUNOFF(CFS) = 12.50 Page 41 100PRATT.OUT TOTAL AREA(ACRES) = 10.3 TOTAL RUNOFF(CFS) = 12.75 TC(MIN.) = 12.31 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 12.31 RAINFALL INTENSITY(INCH/HR) = 3.54 TOTAL STREAM AREA(ACRES) = 10.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.75 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.73 60.40 1.268 37.84 2 4.40 2.95 6.323 0.80 3 12.75 12.31 3.536 10.30 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 8.81 2.95 6.323 2 17.62 12.31 3.536 3 12.19 60.40 1.268 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.62 Tc(MIN.) = 12.31 TOTAL AREA(ACRES) = 48.9 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 14.00 = 3153.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 28.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 260.00 DOWNSTREAM(FEET) = 248.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1259.00 CHANNEL SLOPE = 0.0095 CHANNEL FLOW THRU SUBAREA(CFS) = 17.62 FLOW VELOCITY(FEET/SEC) = 2.83 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 7.42 Tc(MIN.) = 19.73 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 28.00 = 4412.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 28.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.609 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.2314 SUBAREA AREA(ACRES) = 14.95 SUBAREA RUNOFF(CFS) = 13.65 TOTAL AREA(ACRES) = 63.9 TOTAL RUNOFF(CFS) = 38.56 Page 42 100PRATT.OUT TC(MIN.) = 19.73 **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 504.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 218.00 UPSTREAM ELEVATION(FEET) = 402.60 DOWNSTREAM ELEVATION(FEET) = 400.80 ELEVATION DIFFERENCE(FEET) = 1.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.785 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 59.77 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.756 SUBAREA RUNOFF(CFS) = 1.76 TOTAL AREA(ACRES) = 0.43 TOTAL RUNOFF(CFS) = 1.76 **************************************************************************** FLOW PROCESS FROM NODE 504.00 TO NODE 506.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 400.80 DOWNSTREAM(FEET) = 400.00 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.59 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.76 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 6.08 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 506.00 = 298.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 506.00 TO NODE 506.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.08 RAINFALL INTENSITY(INCH/HR) = 5.58 TOTAL STREAM AREA(ACRES) = 0.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.76 **************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 503.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 Page 43 100PRATT.OUT SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 97.00 UPSTREAM ELEVATION(FEET) = 445.00 DOWNSTREAM ELEVATION(FEET) = 412.00 ELEVATION DIFFERENCE(FEET) = 33.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.172 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.520 SUBAREA RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.35 **************************************************************************** FLOW PROCESS FROM NODE 503.00 TO NODE 506.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 406.00 DOWNSTREAM ELEVATION(FEET) = 403.50 STREET LENGTH(FEET) = 264.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.54 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.39 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.88 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.55 STREET FLOW TRAVEL TIME(MIN.) = 2.35 Tc(MIN.) = 8.52 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.485 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.641 SUBAREA AREA(ACRES) = 0.76 SUBAREA RUNOFF(CFS) = 2.42 TOTAL AREA(ACRES) = 0.9 PEAK FLOW RATE(CFS) = 2.70 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.73 FLOW VELOCITY(FEET/SEC.) = 2.13 DEPTH*VELOCITY(FT*FT/SEC.) = 0.73 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 506.00 = 361.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 506.00 TO NODE 506.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.52 RAINFALL INTENSITY(INCH/HR) = 4.48 TOTAL STREAM AREA(ACRES) = 0.94 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.70 Page 44 100PRATT.OUT ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.76 6.08 5.577 0.43 2 2.70 8.52 4.485 0.94 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 3.68 6.08 5.577 2 4.12 8.52 4.485 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.12 Tc(MIN.) = 8.52 TOTAL AREA(ACRES) = 1.4 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 506.00 = 361.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 506.00 TO NODE 514.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 403.50 DOWNSTREAM(FEET) = 391.50 FLOW LENGTH(FEET) = 379.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.82 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.12 PIPE TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 9.23 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 514.00 = 740.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 506.00 TO NODE 514.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.257 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6890 SUBAREA AREA(ACRES) = 1.72 SUBAREA RUNOFF(CFS) = 5.20 TOTAL AREA(ACRES) = 3.1 TOTAL RUNOFF(CFS) = 9.06 TC(MIN.) = 9.23 **************************************************************************** FLOW PROCESS FROM NODE 514.00 TO NODE 22.50 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 391.50 DOWNSTREAM(FEET) = 387.90 FLOW LENGTH(FEET) = 154.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.76 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 Page 45 100PRATT.OUT PIPE-FLOW(CFS) = 9.06 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 9.50 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 22.50 = 894.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.50 TO NODE 22.50 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.50 RAINFALL INTENSITY(INCH/HR) = 4.18 TOTAL STREAM AREA(ACRES) = 3.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.06 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 139.00 UPSTREAM ELEVATION(FEET) = 468.00 DOWNSTREAM ELEVATION(FEET) = 448.00 ELEVATION DIFFERENCE(FEET) = 20.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.466 SUBAREA RUNOFF(CFS) = 0.25 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.25 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 448.00 DOWNSTREAM(FEET) = 364.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 482.00 CHANNEL SLOPE = 0.1743 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.25 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.69 Tc(MIN.) = 7.96 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 621.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.685 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 5.56 SUBAREA RUNOFF(CFS) = 9.12 Page 46 100PRATT.OUT TOTAL AREA(ACRES) = 5.7 TOTAL RUNOFF(CFS) = 9.33 TC(MIN.) = 7.96 **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 22.50 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 364.00 DOWNSTREAM(FEET) = 363.15 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.03 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.33 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 8.16 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.50 = 706.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.50 TO NODE 22.50 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.16 RAINFALL INTENSITY(INCH/HR) = 4.61 TOTAL STREAM AREA(ACRES) = 5.69 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.33 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.50 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 468.00 DOWNSTREAM ELEVATION(FEET) = 450.00 ELEVATION DIFFERENCE(FEET) = 18.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.466 SUBAREA RUNOFF(CFS) = 0.21 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.21 **************************************************************************** FLOW PROCESS FROM NODE 20.50 TO NODE 21.50 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 450.00 DOWNSTREAM(FEET) = 380.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 354.00 CHANNEL SLOPE = 0.1977 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.21 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.24 Tc(MIN.) = 7.51 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 21.50 = 454.00 FEET. Page 47 100PRATT.OUT **************************************************************************** FLOW PROCESS FROM NODE 20.50 TO NODE 21.50 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.864 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.87 TOTAL AREA(ACRES) = 1.2 TOTAL RUNOFF(CFS) = 2.06 TC(MIN.) = 7.51 **************************************************************************** FLOW PROCESS FROM NODE 21.50 TO NODE 22.50 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 380.00 DOWNSTREAM(FEET) = 378.00 FLOW LENGTH(FEET) = 195.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.84 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.06 PIPE TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 8.18 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.50 = 649.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.50 TO NODE 22.50 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.18 RAINFALL INTENSITY(INCH/HR) = 4.60 TOTAL STREAM AREA(ACRES) = 1.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.06 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.06 9.50 4.181 3.09 2 9.33 8.16 4.610 5.69 3 2.06 8.18 4.602 1.21 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 19.60 8.16 4.610 2 19.61 8.18 4.602 3 19.40 9.50 4.181 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 19.61 Tc(MIN.) = 8.18 TOTAL AREA(ACRES) = 10.0 Page 48 100PRATT.OUT LONGEST FLOWPATH FROM NODE 501.00 TO NODE 22.50 = 894.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.50 TO NODE 524.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 386.52 DOWNSTREAM(FEET) = 381.20 FLOW LENGTH(FEET) = 266.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.99 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.61 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 8.59 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 524.00 = 1160.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 524.00 TO NODE 524.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.59 RAINFALL INTENSITY(INCH/HR) = 4.46 TOTAL STREAM AREA(ACRES) = 9.99 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.61 **************************************************************************** FLOW PROCESS FROM NODE 520.00 TO NODE 522.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 103.00 UPSTREAM ELEVATION(FEET) = 391.60 DOWNSTREAM ELEVATION(FEET) = 390.70 ELEVATION DIFFERENCE(FEET) = 0.90 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.745 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 61.21 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.782 SUBAREA RUNOFF(CFS) = 0.49 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.49 **************************************************************************** FLOW PROCESS FROM NODE 522.00 TO NODE 524.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 390.00 DOWNSTREAM ELEVATION(FEET) = 381.20 STREET LENGTH(FEET) = 353.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 Page 49 100PRATT.OUT SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.57 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.70 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.77 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.72 STREET FLOW TRAVEL TIME(MIN.) = 2.13 Tc(MIN.) = 7.87 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.719 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 0.64 SUBAREA RUNOFF(CFS) = 2.14 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 2.55 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.48 FLOW VELOCITY(FEET/SEC.) = 3.04 DEPTH*VELOCITY(FT*FT/SEC.) = 0.90 LONGEST FLOWPATH FROM NODE 520.00 TO NODE 524.00 = 456.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 524.00 TO NODE 524.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.87 RAINFALL INTENSITY(INCH/HR) = 4.72 TOTAL STREAM AREA(ACRES) = 0.76 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.55 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 19.61 8.59 4.462 9.99 2 2.55 7.87 4.719 0.76 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 21.09 7.87 4.719 2 22.02 8.59 4.462 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 22.02 Tc(MIN.) = 8.59 TOTAL AREA(ACRES) = 10.8 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 524.00 = 1160.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 524.00 TO NODE 556.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< Page 50 100PRATT.OUT >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 381.00 DOWNSTREAM(FEET) = 380.40 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.62 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.02 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 8.70 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 556.00 = 1220.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 556.00 TO NODE 556.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 530.00 TO NODE 532.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 403.40 DOWNSTREAM ELEVATION(FEET) = 401.80 ELEVATION DIFFERENCE(FEET) = 1.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.057 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 71.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.277 SUBAREA RUNOFF(CFS) = 0.49 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.49 **************************************************************************** FLOW PROCESS FROM NODE 532.00 TO NODE 534.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 401.50 DOWNSTREAM ELEVATION(FEET) = 395.80 STREET LENGTH(FEET) = 246.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.29 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.23 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.56 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.64 Page 51 100PRATT.OUT STREET FLOW TRAVEL TIME(MIN.) = 1.60 Tc(MIN.) = 6.66 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.255 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 0.43 SUBAREA RUNOFF(CFS) = 1.60 TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 2.01 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.73 FLOW VELOCITY(FEET/SEC.) = 2.81 DEPTH*VELOCITY(FT*FT/SEC.) = 0.79 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 534.00 = 346.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 534.00 TO NODE 544.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 395.50 DOWNSTREAM(FEET) = 392.00 FLOW LENGTH(FEET) = 153.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.39 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.01 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 7.06 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 544.00 = 499.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 544.00 TO NODE 544.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.06 RAINFALL INTENSITY(INCH/HR) = 5.06 TOTAL STREAM AREA(ACRES) = 0.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.01 **************************************************************************** FLOW PROCESS FROM NODE 540.00 TO NODE 542.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 89.00 UPSTREAM ELEVATION(FEET) = 397.60 DOWNSTREAM ELEVATION(FEET) = 396.50 ELEVATION DIFFERENCE(FEET) = 1.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.369 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 67.36 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.040 SUBAREA RUNOFF(CFS) = 0.43 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.43 Page 52 100PRATT.OUT **************************************************************************** FLOW PROCESS FROM NODE 542.00 TO NODE 544.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 396.50 DOWNSTREAM ELEVATION(FEET) = 393.40 STREET LENGTH(FEET) = 258.60 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.90 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.15 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.65 STREET FLOW TRAVEL TIME(MIN.) = 2.01 Tc(MIN.) = 7.38 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.921 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 0.84 SUBAREA RUNOFF(CFS) = 2.94 TOTAL AREA(ACRES) = 0.9 PEAK FLOW RATE(CFS) = 3.28 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.11 FLOW VELOCITY(FEET/SEC.) = 2.43 DEPTH*VELOCITY(FT*FT/SEC.) = 0.85 LONGEST FLOWPATH FROM NODE 540.00 TO NODE 544.00 = 347.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 544.00 TO NODE 544.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.38 RAINFALL INTENSITY(INCH/HR) = 4.92 TOTAL STREAM AREA(ACRES) = 0.94 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.28 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.01 7.06 5.061 0.54 2 3.28 7.38 4.921 0.94 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY Page 53 100PRATT.OUT NUMBER (CFS) (MIN.) (INCH/HOUR) 1 5.16 7.06 5.061 2 5.24 7.38 4.921 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.24 Tc(MIN.) = 7.38 TOTAL AREA(ACRES) = 1.5 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 544.00 = 499.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 544.00 TO NODE 545.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 392.00 DOWNSTREAM(FEET) = 388.00 FLOW LENGTH(FEET) = 160.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.67 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.24 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 7.68 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 545.00 = 659.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 545.00 TO NODE 545.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.68 RAINFALL INTENSITY(INCH/HR) = 4.79 TOTAL STREAM AREA(ACRES) = 1.48 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.24 **************************************************************************** FLOW PROCESS FROM NODE 541.00 TO NODE 543.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 397.60 DOWNSTREAM ELEVATION(FEET) = 396.00 ELEVATION DIFFERENCE(FEET) = 1.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.825 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 75.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.40 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.40 **************************************************************************** FLOW PROCESS FROM NODE 543.00 TO NODE 545.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< Page 54 100PRATT.OUT >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 396.00 DOWNSTREAM ELEVATION(FEET) = 389.70 STREET LENGTH(FEET) = 278.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.18 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.11 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.81 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.81 STREET FLOW TRAVEL TIME(MIN.) = 1.65 Tc(MIN.) = 6.47 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.353 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 0.93 SUBAREA RUNOFF(CFS) = 3.53 TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 3.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.36 FLOW VELOCITY(FEET/SEC.) = 3.25 DEPTH*VELOCITY(FT*FT/SEC.) = 1.09 LONGEST FLOWPATH FROM NODE 541.00 TO NODE 545.00 = 358.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 545.00 TO NODE 545.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.47 RAINFALL INTENSITY(INCH/HR) = 5.35 TOTAL STREAM AREA(ACRES) = 1.02 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.88 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.24 7.68 4.793 1.48 2 3.88 6.47 5.353 1.02 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 8.57 6.47 5.353 2 8.71 7.68 4.793 Page 55 100PRATT.OUT COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.71 Tc(MIN.) = 7.68 TOTAL AREA(ACRES) = 2.5 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 545.00 = 659.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 545.00 TO NODE 548.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 388.00 DOWNSTREAM(FEET) = 385.00 FLOW LENGTH(FEET) = 145.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.22 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.71 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 7.94 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 548.00 = 804.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 548.00 TO NODE 548.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.94 RAINFALL INTENSITY(INCH/HR) = 4.69 TOTAL STREAM AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.71 **************************************************************************** FLOW PROCESS FROM NODE 546.00 TO NODE 547.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 393.90 DOWNSTREAM ELEVATION(FEET) = 392.50 ELEVATION DIFFERENCE(FEET) = 1.40 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.960 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 72.50 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.40 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.40 **************************************************************************** FLOW PROCESS FROM NODE 547.00 TO NODE 548.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 392.50 DOWNSTREAM ELEVATION(FEET) = 386.80 STREET LENGTH(FEET) = 280.00 CURB HEIGHT(INCHES) = 6.0 Page 56 100PRATT.OUT STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.28 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.39 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.77 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.82 STREET FLOW TRAVEL TIME(MIN.) = 1.68 Tc(MIN.) = 6.64 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.264 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.74 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 4.07 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.83 FLOW VELOCITY(FEET/SEC.) = 3.16 DEPTH*VELOCITY(FT*FT/SEC.) = 1.08 LONGEST FLOWPATH FROM NODE 546.00 TO NODE 548.00 = 360.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 548.00 TO NODE 548.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.64 RAINFALL INTENSITY(INCH/HR) = 5.26 TOTAL STREAM AREA(ACRES) = 1.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.07 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.71 7.94 4.691 2.50 2 4.07 6.64 5.264 1.09 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 11.84 6.64 5.264 2 12.34 7.94 4.691 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.34 Tc(MIN.) = 7.94 TOTAL AREA(ACRES) = 3.6 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 548.00 = 804.00 FEET. Page 57 100PRATT.OUT **************************************************************************** FLOW PROCESS FROM NODE 548.00 TO NODE 554.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 384.50 DOWNSTREAM(FEET) = 383.00 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.75 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.34 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 8.04 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 554.00 = 864.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 554.00 TO NODE 554.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.04 RAINFALL INTENSITY(INCH/HR) = 4.66 TOTAL STREAM AREA(ACRES) = 3.59 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.34 **************************************************************************** FLOW PROCESS FROM NODE 550.00 TO NODE 552.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 INITIAL SUBAREA FLOW-LENGTH(FEET) = 144.00 UPSTREAM ELEVATION(FEET) = 403.00 DOWNSTREAM ELEVATION(FEET) = 399.00 ELEVATION DIFFERENCE(FEET) = 4.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.597 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 77.78 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.55 **************************************************************************** FLOW PROCESS FROM NODE 552.00 TO NODE 554.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 398.80 DOWNSTREAM ELEVATION(FEET) = 383.00 STREET LENGTH(FEET) = 675.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 Page 58 100PRATT.OUT SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.08 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.33 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.12 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.98 STREET FLOW TRAVEL TIME(MIN.) = 3.60 Tc(MIN.) = 6.20 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.503 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.870 SUBAREA AREA(ACRES) = 1.05 SUBAREA RUNOFF(CFS) = 5.03 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 5.51 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.95 FLOW VELOCITY(FEET/SEC.) = 3.56 DEPTH*VELOCITY(FT*FT/SEC.) = 1.30 LONGEST FLOWPATH FROM NODE 550.00 TO NODE 554.00 = 819.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 554.00 TO NODE 554.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.20 RAINFALL INTENSITY(INCH/HR) = 5.50 TOTAL STREAM AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.51 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 12.34 8.04 4.656 3.59 2 5.51 6.20 5.503 1.15 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 15.95 6.20 5.503 2 17.00 8.04 4.656 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.00 Tc(MIN.) = 8.04 TOTAL AREA(ACRES) = 4.7 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 554.00 = 864.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 554.00 TO NODE 556.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< Page 59 100PRATT.OUT >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 383.00 DOWNSTREAM(FEET) = 382.20 FLOW LENGTH(FEET) = 36.70 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.07 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.00 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 8.09 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 556.00 = 900.70 FEET. **************************************************************************** FLOW PROCESS FROM NODE 556.00 TO NODE 556.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 17.00 8.09 4.635 4.74 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 556.00 = 900.70 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 22.02 8.70 4.423 10.75 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 556.00 = 1220.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 37.48 8.09 4.635 2 38.24 8.70 4.423 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 38.24 Tc(MIN.) = 8.70 TOTAL AREA(ACRES) = 15.5 **************************************************************************** FLOW PROCESS FROM NODE 556.00 TO NODE 556.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 556.00 TO NODE 568.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 382.20 DOWNSTREAM(FEET) = 352.00 FLOW LENGTH(FEET) = 388.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 21.64 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 38.24 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 9.00 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 568.00 = 1608.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 568.00 TO NODE 568.00 IS CODE = 1 ---------------------------------------------------------------------------- Page 60 100PRATT.OUT >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.00 RAINFALL INTENSITY(INCH/HR) = 4.33 TOTAL STREAM AREA(ACRES) = 15.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 38.24 **************************************************************************** FLOW PROCESS FROM NODE 560.00 TO NODE 562.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 90.00 UPSTREAM ELEVATION(FEET) = 394.00 DOWNSTREAM ELEVATION(FEET) = 384.50 ELEVATION DIFFERENCE(FEET) = 9.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.091 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.45 **************************************************************************** FLOW PROCESS FROM NODE 562.00 TO NODE 564.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 384.00 DOWNSTREAM ELEVATION(FEET) = 378.00 STREET LENGTH(FEET) = 564.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.60 ***STREET FLOW SPLITS OVER STREET-CROWN*** FULL DEPTH(FEET) = 0.37 FLOOD WIDTH(FEET) = 12.00 FULL HALF-STREET VELOCITY(FEET/SEC.) = 2.40 SPLIT DEPTH(FEET) = 0.25 SPLIT FLOOD WIDTH(FEET) = 6.14 SPLIT FLOW(CFS) = 0.86 SPLIT VELOCITY(FEET/SEC.) = 1.74 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.40 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.88 STREET FLOW TRAVEL TIME(MIN.) = 3.91 Tc(MIN.) = 7.01 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.087 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 Page 61 100PRATT.OUT AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 8.31 TOTAL AREA(ACRES) = 2.4 PEAK FLOW RATE(CFS) = 8.67 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 2.55 DEPTH*VELOCITY(FT*FT/SEC.) = 0.96 LONGEST FLOWPATH FROM NODE 560.00 TO NODE 564.00 = 654.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 564.00 TO NODE 566.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 378.00 DOWNSTREAM(FEET) = 374.20 FLOW LENGTH(FEET) = 322.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.42 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.67 PIPE TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 7.73 LONGEST FLOWPATH FROM NODE 560.00 TO NODE 566.00 = 976.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 564.00 TO NODE 566.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.775 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 1.64 SUBAREA RUNOFF(CFS) = 5.56 TOTAL AREA(ACRES) = 4.0 TOTAL RUNOFF(CFS) = 13.70 TC(MIN.) = 7.73 **************************************************************************** FLOW PROCESS FROM NODE 566.00 TO NODE 568.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 374.00 DOWNSTREAM(FEET) = 350.00 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 23.28 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.70 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 7.82 LONGEST FLOWPATH FROM NODE 560.00 TO NODE 568.00 = 1106.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 568.00 TO NODE 568.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.82 Page 62 100PRATT.OUT RAINFALL INTENSITY(INCH/HR) = 4.74 TOTAL STREAM AREA(ACRES) = 4.04 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.70 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 38.24 9.00 4.328 15.49 2 13.70 7.82 4.738 4.04 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 46.93 7.82 4.738 2 50.75 9.00 4.328 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 50.75 Tc(MIN.) = 9.00 TOTAL AREA(ACRES) = 19.5 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 568.00 = 1608.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 568.00 TO NODE 19.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 353.00 DOWNSTREAM(FEET) = 335.00 FLOW LENGTH(FEET) = 180.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 25.03 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 50.75 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 9.12 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 19.00 = 1788.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.12 RAINFALL INTENSITY(INCH/HR) = 4.29 TOTAL STREAM AREA(ACRES) = 19.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 50.75 **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 237.00 UPSTREAM ELEVATION(FEET) = 370.00 DOWNSTREAM ELEVATION(FEET) = 340.00 ELEVATION DIFFERENCE(FEET) = 30.00 Page 63 100PRATT.OUT SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.466 SUBAREA RUNOFF(CFS) = 0.46 TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 0.46 **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.27 RAINFALL INTENSITY(INCH/HR) = 5.47 TOTAL STREAM AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.46 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 50.75 9.12 4.291 19.53 2 0.46 6.27 5.466 0.24 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 40.30 6.27 5.466 2 51.11 9.12 4.291 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 51.11 Tc(MIN.) = 9.12 TOTAL AREA(ACRES) = 19.8 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 19.00 = 1788.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 586.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 335.00 DOWNSTREAM(FEET) = 315.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 25.04 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 51.11 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 9.25 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 586.00 = 1988.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 586.00 TO NODE 586.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ Page 64 100PRATT.OUT **************************************************************************** FLOW PROCESS FROM NODE 570.00 TO NODE 572.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 104.00 UPSTREAM ELEVATION(FEET) = 387.90 DOWNSTREAM ELEVATION(FEET) = 387.00 ELEVATION DIFFERENCE(FEET) = 0.90 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.752 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 60.96 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.777 SUBAREA RUNOFF(CFS) = 0.37 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.37 **************************************************************************** FLOW PROCESS FROM NODE 572.00 TO NODE 574.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 387.00 DOWNSTREAM ELEVATION(FEET) = 380.00 STREET LENGTH(FEET) = 292.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.39 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.42 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.61 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.67 STREET FLOW TRAVEL TIME(MIN.) = 1.86 Tc(MIN.) = 7.62 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.821 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 0.59 SUBAREA RUNOFF(CFS) = 2.02 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 2.33 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.20 FLOW VELOCITY(FEET/SEC.) = 2.94 DEPTH*VELOCITY(FT*FT/SEC.) = 0.85 LONGEST FLOWPATH FROM NODE 570.00 TO NODE 574.00 = 396.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 574.00 TO NODE 575.00 IS CODE = 31 ---------------------------------------------------------------------------- Page 65 100PRATT.OUT >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 380.00 DOWNSTREAM(FEET) = 376.80 FLOW LENGTH(FEET) = 208.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.80 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.33 PIPE TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 8.21 LONGEST FLOWPATH FROM NODE 570.00 TO NODE 575.00 = 604.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 575.00 TO NODE 575.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.21 RAINFALL INTENSITY(INCH/HR) = 4.59 TOTAL STREAM AREA(ACRES) = 0.68 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.33 **************************************************************************** FLOW PROCESS FROM NODE 571.00 TO NODE 573.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 117.00 UPSTREAM ELEVATION(FEET) = 383.70 DOWNSTREAM ELEVATION(FEET) = 383.00 ELEVATION DIFFERENCE(FEET) = 0.70 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.062 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 52.95 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.585 SUBAREA RUNOFF(CFS) = 0.48 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.48 **************************************************************************** FLOW PROCESS FROM NODE 573.00 TO NODE 575.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 383.00 DOWNSTREAM ELEVATION(FEET) = 376.80 STREET LENGTH(FEET) = 476.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Page 66 100PRATT.OUT Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.74 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.48 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.60 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.93 STREET FLOW TRAVEL TIME(MIN.) = 3.05 Tc(MIN.) = 9.11 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.294 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 2.13 SUBAREA RUNOFF(CFS) = 6.49 TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 6.86 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 2.66 DEPTH*VELOCITY(FT*FT/SEC.) = 0.97 LONGEST FLOWPATH FROM NODE 571.00 TO NODE 575.00 = 593.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 575.00 TO NODE 575.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.11 RAINFALL INTENSITY(INCH/HR) = 4.29 TOTAL STREAM AREA(ACRES) = 2.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.86 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.33 8.21 4.591 0.68 2 6.86 9.11 4.294 2.25 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 8.51 8.21 4.591 2 9.04 9.11 4.294 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.04 Tc(MIN.) = 9.11 TOTAL AREA(ACRES) = 2.9 LONGEST FLOWPATH FROM NODE 570.00 TO NODE 575.00 = 604.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 575.00 TO NODE 578.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 376.80 DOWNSTREAM(FEET) = 373.00 FLOW LENGTH(FEET) = 320.00 MANNING'S N = 0.012 Page 67 100PRATT.OUT DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.50 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.04 PIPE TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 9.82 LONGEST FLOWPATH FROM NODE 570.00 TO NODE 578.00 = 924.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 575.00 TO NODE 578.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.090 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.90 TOTAL AREA(ACRES) = 3.9 TOTAL RUNOFF(CFS) = 11.41 TC(MIN.) = 9.82 **************************************************************************** FLOW PROCESS FROM NODE 578.00 TO NODE 584.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 373.00 DOWNSTREAM(FEET) = 370.50 FLOW LENGTH(FEET) = 189.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.16 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.41 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 10.21 LONGEST FLOWPATH FROM NODE 570.00 TO NODE 584.00 = 1113.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 584.00 TO NODE 584.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.21 RAINFALL INTENSITY(INCH/HR) = 3.99 TOTAL STREAM AREA(ACRES) = 3.93 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.41 **************************************************************************** FLOW PROCESS FROM NODE 580.00 TO NODE 582.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 110.00 UPSTREAM ELEVATION(FEET) = 378.00 DOWNSTREAM ELEVATION(FEET) = 376.50 ELEVATION DIFFERENCE(FEET) = 1.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.245 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 68.64 Page 68 100PRATT.OUT (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.131 SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.52 **************************************************************************** FLOW PROCESS FROM NODE 582.00 TO NODE 584.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 376.50 DOWNSTREAM ELEVATION(FEET) = 370.50 STREET LENGTH(FEET) = 478.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.04 ***STREET FLOW SPLITS OVER STREET-CROWN*** FULL DEPTH(FEET) = 0.37 FLOOD WIDTH(FEET) = 12.00 FULL HALF-STREET VELOCITY(FEET/SEC.) = 2.61 SPLIT DEPTH(FEET) = 0.25 SPLIT FLOOD WIDTH(FEET) = 6.33 SPLIT FLOW(CFS) = 0.97 SPLIT VELOCITY(FEET/SEC.) = 1.88 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.61 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.96 STREET FLOW TRAVEL TIME(MIN.) = 3.05 Tc(MIN.) = 8.30 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.561 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 2.79 SUBAREA RUNOFF(CFS) = 9.03 TOTAL AREA(ACRES) = 2.9 PEAK FLOW RATE(CFS) = 9.42 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 2.78 DEPTH*VELOCITY(FT*FT/SEC.) = 1.05 LONGEST FLOWPATH FROM NODE 580.00 TO NODE 584.00 = 588.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 584.00 TO NODE 584.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.30 RAINFALL INTENSITY(INCH/HR) = 4.56 TOTAL STREAM AREA(ACRES) = 2.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.42 Page 69 100PRATT.OUT ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.41 10.21 3.990 3.93 2 9.42 8.30 4.561 2.91 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 19.41 8.30 4.561 2 19.66 10.21 3.990 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 19.66 Tc(MIN.) = 10.21 TOTAL AREA(ACRES) = 6.8 LONGEST FLOWPATH FROM NODE 570.00 TO NODE 584.00 = 1113.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 584.00 TO NODE 586.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 370.50 DOWNSTREAM(FEET) = 315.00 FLOW LENGTH(FEET) = 161.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 32.25 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.66 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 10.29 LONGEST FLOWPATH FROM NODE 570.00 TO NODE 586.00 = 1274.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 586.00 TO NODE 586.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 19.66 10.29 3.969 6.84 LONGEST FLOWPATH FROM NODE 570.00 TO NODE 586.00 = 1274.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 51.11 9.25 4.251 19.77 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 586.00 = 1988.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 68.78 9.25 4.251 2 67.38 10.29 3.969 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 68.78 Tc(MIN.) = 9.25 TOTAL AREA(ACRES) = 26.6 Page 70 100PRATT.OUT **************************************************************************** FLOW PROCESS FROM NODE 586.00 TO NODE 586.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 586.00 TO NODE 594.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 315.00 DOWNSTREAM(FEET) = 295.00 FLOW LENGTH(FEET) = 186.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 28.11 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 68.78 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 9.36 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 594.00 = 2174.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 594.00 TO NODE 594.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.36 RAINFALL INTENSITY(INCH/HR) = 4.22 TOTAL STREAM AREA(ACRES) = 26.61 PEAK FLOW RATE(CFS) AT CONFLUENCE = 68.78 **************************************************************************** FLOW PROCESS FROM NODE 590.00 TO NODE 592.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 INITIAL SUBAREA FLOW-LENGTH(FEET) = 92.00 UPSTREAM ELEVATION(FEET) = 382.20 DOWNSTREAM ELEVATION(FEET) = 378.00 ELEVATION DIFFERENCE(FEET) = 4.20 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.339 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 87.83 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.88 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.88 **************************************************************************** FLOW PROCESS FROM NODE 592.00 TO NODE 594.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 378.00 DOWNSTREAM ELEVATION(FEET) = 295.00 Page 71 100PRATT.OUT STREET LENGTH(FEET) = 826.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.32 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.83 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.91 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.67 STREET FLOW TRAVEL TIME(MIN.) = 2.33 Tc(MIN.) = 4.67 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.870 SUBAREA AREA(ACRES) = 1.25 SUBAREA RUNOFF(CFS) = 6.88 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 7.76 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.17 FLOW VELOCITY(FEET/SEC.) = 6.73 DEPTH*VELOCITY(FT*FT/SEC.) = 2.22 LONGEST FLOWPATH FROM NODE 590.00 TO NODE 594.00 = 918.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 594.00 TO NODE 594.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 4.67 RAINFALL INTENSITY(INCH/HR) = 6.32 TOTAL STREAM AREA(ACRES) = 1.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.76 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 68.78 9.36 4.219 26.61 2 7.76 4.67 6.323 1.41 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 42.05 4.67 6.323 2 73.96 9.36 4.219 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 73.96 Tc(MIN.) = 9.36 Page 72 100PRATT.OUT TOTAL AREA(ACRES) = 28.0 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 594.00 = 2174.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 594.00 TO NODE 1.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 295.00 DOWNSTREAM(FEET) = 294.00 FLOW LENGTH(FEET) = 71.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.34 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 73.96 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 9.45 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 1.00 = 2245.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 594.00 TO NODE 1.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.193 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6113 SUBAREA AREA(ACRES) = 2.07 SUBAREA RUNOFF(CFS) = 3.04 TOTAL AREA(ACRES) = 30.1 TOTAL RUNOFF(CFS) = 77.13 TC(MIN.) = 9.45 +--------------------------------------------------------------------------+ | APPLY THE ATTENUATED FLOW DATA AS BASIN INFLOW | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 59.45 RAIN INTENSITY(INCH/HOUR) = 1.28 TOTAL AREA(ACRES) = 30.10 TOTAL RUNOFF(CFS) = 4.70 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 27.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 294.00 DOWNSTREAM(FEET) = 285.00 FLOW LENGTH(FEET) = 98.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.39 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.70 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 59.57 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 27.00 = 2343.00 FEET. Page 73 100PRATT.OUT **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ +--------------------------------------------------------------------------+ | APPLY THE ATTENUATED FLOW DATA AS BASIN INFLOW | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 66.00 UPSTREAM ELEVATION(FEET) = 476.00 DOWNSTREAM ELEVATION(FEET) = 460.00 ELEVATION DIFFERENCE(FEET) = 16.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.091 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.250 SUBAREA RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.35 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 460.00 DOWNSTREAM(FEET) = 372.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 336.00 CHANNEL SLOPE = 0.2619 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.35 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.18 Tc(MIN.) = 6.27 LONGEST FLOWPATH FROM NODE 23.00 TO NODE 25.00 = 402.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.464 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 2.46 SUBAREA RUNOFF(CFS) = 4.70 TOTAL AREA(ACRES) = 2.6 TOTAL RUNOFF(CFS) = 5.01 TC(MIN.) = 6.27 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< Page 74 100PRATT.OUT >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 372.00 DOWNSTREAM(FEET) = 305.00 FLOW LENGTH(FEET) = 897.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.69 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.01 PIPE TRAVEL TIME(MIN.) = 1.18 Tc(MIN.) = 7.45 LONGEST FLOWPATH FROM NODE 23.00 TO NODE 26.00 = 1299.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 305.00 DOWNSTREAM(FEET) = 284.00 FLOW LENGTH(FEET) = 185.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.72 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.01 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 7.66 LONGEST FLOWPATH FROM NODE 23.00 TO NODE 27.00 = 1484.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.01 7.66 4.803 2.62 LONGEST FLOWPATH FROM NODE 23.00 TO NODE 27.00 = 1484.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.70 59.57 1.279 30.10 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 27.00 = 2343.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 5.61 7.66 4.803 2 6.03 59.57 1.279 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.03 Tc(MIN.) = 59.57 TOTAL AREA(ACRES) = 32.7 **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** Page 75 100PRATT.OUT FLOW PROCESS FROM NODE 27.00 TO NODE 28.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 283.90 DOWNSTREAM(FEET) = 264.00 FLOW LENGTH(FEET) = 343.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.20 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.03 PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 60.04 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 28.00 = 2686.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 60.04 RAINFALL INTENSITY(INCH/HR) = 1.27 TOTAL STREAM AREA(ACRES) = 32.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.03 **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 602.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 296.00 DOWNSTREAM ELEVATION(FEET) = 285.00 ELEVATION DIFFERENCE(FEET) = 11.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.664 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.66 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.66 **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 28.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 285.00 DOWNSTREAM ELEVATION(FEET) = 262.00 STREET LENGTH(FEET) = 386.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Page 76 100PRATT.OUT Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.26 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.52 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.16 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.07 STREET FLOW TRAVEL TIME(MIN.) = 1.55 Tc(MIN.) = 3.21 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.870 SUBAREA AREA(ACRES) = 0.58 SUBAREA RUNOFF(CFS) = 3.19 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 3.85 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.39 FLOW VELOCITY(FEET/SEC.) = 4.68 DEPTH*VELOCITY(FT*FT/SEC.) = 1.38 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 28.00 = 461.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 3.21 RAINFALL INTENSITY(INCH/HR) = 6.32 TOTAL STREAM AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.85 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.03 60.04 1.273 32.72 2 3.85 3.21 6.323 0.70 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 4.17 3.21 6.323 2 6.81 60.04 1.273 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.81 Tc(MIN.) = 60.04 TOTAL AREA(ACRES) = 33.4 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 28.00 = 2686.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** Page 77 100PRATT.OUT STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.81 60.04 1.273 33.42 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 28.00 = 2686.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 38.56 19.73 2.609 63.89 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 28.00 = 4412.60 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 40.80 19.73 2.609 2 25.62 60.04 1.273 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 40.80 Tc(MIN.) = 19.73 TOTAL AREA(ACRES) = 97.3 **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 126.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 248.00 DOWNSTREAM(FEET) = 232.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 249.00 CHANNEL SLOPE = 0.0643 CHANNEL FLOW THRU SUBAREA(CFS) = 40.80 FLOW VELOCITY(FEET/SEC) = 9.26 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 20.18 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 126.00 = 4661.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 126.00 TO NODE 126.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.18 RAINFALL INTENSITY(INCH/HR) = 2.57 TOTAL STREAM AREA(ACRES) = 97.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 40.80 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 32.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 123.00 UPSTREAM ELEVATION(FEET) = 452.00 DOWNSTREAM ELEVATION(FEET) = 420.00 Page 78 100PRATT.OUT ELEVATION DIFFERENCE(FEET) = 32.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.466 SUBAREA RUNOFF(CFS) = 0.63 TOTAL AREA(ACRES) = 0.33 TOTAL RUNOFF(CFS) = 0.63 **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 34.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 420.00 DOWNSTREAM(FEET) = 418.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 391.00 CHANNEL SLOPE = 0.0051 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.63 FLOW VELOCITY(FEET/SEC) = 1.07 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.07 Tc(MIN.) = 12.34 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 34.00 = 514.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 34.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.531 RESIDENTIAL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .6300 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 89 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5973 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 5.56 TOTAL AREA(ACRES) = 2.8 TOTAL RUNOFF(CFS) = 5.97 TC(MIN.) = 12.34 **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 126.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 418.00 DOWNSTREAM(FEET) = 232.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1437.70 CHANNEL SLOPE = 0.1294 NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 5.97 FLOW VELOCITY(FEET/SEC) = 6.96 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.44 Tc(MIN.) = 15.78 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 126.00 = 1951.70 FEET. **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 126.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.012 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3846 SUBAREA AREA(ACRES) = 17.40 SUBAREA RUNOFF(CFS) = 18.35 Page 79 100PRATT.OUT TOTAL AREA(ACRES) = 20.2 TOTAL RUNOFF(CFS) = 23.44 TC(MIN.) = 15.78 **************************************************************************** FLOW PROCESS FROM NODE 126.00 TO NODE 126.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.78 RAINFALL INTENSITY(INCH/HR) = 3.01 TOTAL STREAM AREA(ACRES) = 20.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.44 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 40.80 20.18 2.571 97.31 2 23.44 15.78 3.012 20.23 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 55.36 15.78 3.012 2 60.81 20.18 2.571 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 60.81 Tc(MIN.) = 20.18 TOTAL AREA(ACRES) = 117.5 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 126.00 = 4661.60 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 117.5 TC(MIN.) = 20.18 PEAK FLOW RATE(CFS) = 60.81 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS Page 80 CHAPTER 4 HYDROLOGIC SOIL GROUP Drainage Study for Sunbow II, Phase 3 Hydrologic Soil Group—San Diego County Area, California (Sunbow PA-23) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/8/2020 Page 1 of 5360740036075003607600360770036078003607900360800036081003608200360740036075003607600360770036078003607900360800036081003608200497800497900498000498100498200498300498400498500498600498700498800498900499000499100 497800 497900 498000 498100 498200 498300 498400 498500 498600 498700 498800 498900 499000 499100 32° 36' 41'' N 117° 1' 27'' W32° 36' 41'' N117° 0' 33'' W32° 36' 12'' N 117° 1' 27'' W32° 36' 12'' N 117° 0' 33'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 300 600 1200 1800 Feet 0 50 100 200 300 Meters Map Scale: 1:6,380 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. 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: San Diego County Area, California Survey Area Data: Version 14, Sep 16, 2019 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Dec 7, 2014—Jan 4, 2015 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—San Diego County Area, California (Sunbow PA-23) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/8/2020 Page 2 of 5 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI DaE Diablo clay, 15 to 30 percent slopes D 53.0 45.2% DaF Diablo clay, 30 to 50 percent slopes, warm MAAT, MLRA 20 C 31.9 27.2% LsE Linne clay loam, 9 to 30 percent slopes C 10.3 8.7% Md Made land 0.3 0.2% OhE Olivenhain cobbly loam, 9 to 30 percent slopes D 16.3 13.9% SbC Salinas clay loam, 2 to 9 percent slopes C 5.6 4.8% Totals for Area of Interest 117.3 100.0% Hydrologic Soil Group—San Diego County Area, California Sunbow PA-23 Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/8/2020 Page 3 of 5 CHAPTER 5 DETENTION ANALYSIS & CALCULATIONS Drainage Study for Sunbow II, Phase 3 RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 6/16/2020 HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 10 MIN. 6 HOUR RAINFALL 2.4 INCHES BASIN AREA 30.1 ACRES RUNOFF COEFFICIENT 0.6113 PEAK DISCHARGE 77.13 CFS TIME (MIN) = 0 DISCHARGE (CFS) = 0 TIME (MIN) = 10 DISCHARGE (CFS) = 2.6 TIME (MIN) = 20 DISCHARGE (CFS) = 2.7 TIME (MIN) = 30 DISCHARGE (CFS) = 2.8 TIME (MIN) = 40 DISCHARGE (CFS) = 2.9 TIME (MIN) = 50 DISCHARGE (CFS) = 3 TIME (MIN) = 60 DISCHARGE (CFS) = 3 TIME (MIN) = 70 DISCHARGE (CFS) = 3.2 TIME (MIN) = 80 DISCHARGE (CFS) = 3.3 TIME (MIN) = 90 DISCHARGE (CFS) = 3.4 TIME (MIN) = 100 DISCHARGE (CFS) = 3.5 TIME (MIN) = 110 DISCHARGE (CFS) = 3.8 TIME (MIN) = 120 DISCHARGE (CFS) = 3.9 TIME (MIN) = 130 DISCHARGE (CFS) = 4.2 TIME (MIN) = 140 DISCHARGE (CFS) = 4.3 TIME (MIN) = 150 DISCHARGE (CFS) = 4.7 TIME (MIN) = 160 DISCHARGE (CFS) = 4.9 TIME (MIN) = 170 DISCHARGE (CFS) = 5.5 TIME (MIN) = 180 DISCHARGE (CFS) = 5.8 TIME (MIN) = 190 DISCHARGE (CFS) = 6.6 TIME (MIN) = 200 DISCHARGE (CFS) = 7.2 TIME (MIN) = 210 DISCHARGE (CFS) = 8.8 TIME (MIN) = 220 DISCHARGE (CFS) = 10 TIME (MIN) = 230 DISCHARGE (CFS) = 14.7 TIME (MIN) = 240 DISCHARGE (CFS) = 18 TIME (MIN) = 250 DISCHARGE (CFS) = 77.13 TIME (MIN) = 260 DISCHARGE (CFS) = 11.8 TIME (MIN) = 270 DISCHARGE (CFS) = 7.9 TIME (MIN) = 280 DISCHARGE (CFS) = 6.2 TIME (MIN) = 290 DISCHARGE (CFS) = 5.2 TIME (MIN) = 300 DISCHARGE (CFS) = 4.5 TIME (MIN) = 310 DISCHARGE (CFS) = 4 TIME (MIN) = 320 DISCHARGE (CFS) = 3.7 TIME (MIN) = 330 DISCHARGE (CFS) = 3.4 TIME (MIN) = 340 DISCHARGE (CFS) = 3.1 TIME (MIN) = 350 DISCHARGE (CFS) = 2.9 TIME (MIN) = 360 DISCHARGE (CFS) = 2.7 TIME (MIN) = 370 DISCHARGE (CFS) = 0 Basin 1 (West Basin) Elevation-Area & Elevation-Discharge Function Elevation-Area Function Elevation-Discharge Function Project: Sunbow Detention Simulation Run:Run 1 Reservoir:BASIN-1 Start of Run:05May2019, 00:00 Basin Model:Basin 1 End of Run:05May2019, 06:10 Meteorologic Model:Met 1 Compute Time:16Jun2020, 13:51:06 Control Specifications:Control 1 Volume Units:IN Computed Results Peak Inflow:77.1 (CFS)Date/Time of Peak Inflow: 05May2019, 04:10 Peak Discharge: 4.7 (CFS)Date/Time of Peak Discharge:05May2019, 05:00 Inflow Volume: 0.20 (IN)Peak Storage:2.9 (AC-FT) Discharge Volume:0.05 (IN)Peak Elevation:4.2 (FT) Storage (AC-FT)0.0 0.5 1.0 1.5 2.0 2.5 3.0 Elev0.00 0.75 1.50 2.25 3.00 3.75 4.50 00:00 01:00 02:00 03:00 04:00 05:00 06:00 05May2019Flow (cfs)0 10 20 30 40 50 60 70 80 Reservoir "BASIN-1" Results for Run "Run 1" Run:Run 1 Element:BASIN-1 Result:Storage Run:Run 1 Element:BASIN-1 Result:Pool Elevation Run:Run 1 Element:BASIN-1 Result:Outflow Run:Run 1 Element:BASIN-1 Result:Combined Inflow Project: Sunbow Detention Simulation Run: Run 1 Reservoir: BASIN-1 Start of Run:05May2019, 00:00 Basin Model:Basin 1 End of Run:05May2019, 06:10 Meteorologic Model:Met 1 Compute Time: 16Jun2020, 13:51:06 Control Specifications: Control 1 Date Time Inflow (CFS) Storage (AC-FT) Elevation (FT) Outflow (CFS) 05May2019 00:00 0.0 0.0 0.0 0.8 05May2019 00:10 2.6 0.0 0.0 0.8 05May2019 00:20 2.7 0.0 0.1 0.8 05May2019 00:30 2.8 0.1 0.1 0.8 05May2019 00:40 2.9 0.1 0.1 0.8 05May2019 00:50 3.0 0.1 0.2 0.8 05May2019 01:00 3.0 0.1 0.3 0.8 05May2019 01:10 3.2 0.2 0.3 0.8 05May2019 01:20 3.3 0.2 0.4 0.8 05May2019 01:30 3.4 0.2 0.4 0.8 05May2019 01:40 3.5 0.3 0.5 0.8 05May2019 01:50 3.8 0.3 0.5 0.8 05May2019 02:00 3.9 0.4 0.6 0.8 05May2019 02:10 4.2 0.4 0.7 0.8 05May2019 02:20 4.3 0.5 0.8 0.8 05May2019 02:30 4.7 0.5 0.8 0.8 05May2019 02:40 4.9 0.6 0.9 0.8 05May2019 02:50 5.5 0.6 1.0 0.8 05May2019 03:00 5.8 0.7 1.1 0.8 05May2019 03:10 6.6 0.8 1.3 0.8 05May2019 03:20 7.2 0.8 1.4 0.8 05May2019 03:30 8.8 0.9 1.5 0.8 05May2019 03:40 10.0 1.1 1.7 0.8 05May2019 03:50 14.7 1.2 2.0 0.8 05May2019 04:00 18.0 1.4 2.3 0.9 Page 1 Date Time Inflow (CFS) Storage (AC-FT) Elevation (FT) Outflow (CFS) 05May2019 04:10 77.1 2.1 3.2 1.0 05May2019 04:20 11.8 2.7 4.0 1.2 05May2019 04:30 7.9 2.8 4.1 2.7 05May2019 04:40 6.2 2.8 4.2 4.0 05May2019 04:50 5.2 2.9 4.2 4.5 05May2019 05:00 4.5 2.9 4.2 4.7 05May2019 05:10 4.0 2.9 4.2 4.5 05May2019 05:20 3.7 2.8 4.2 4.3 05May2019 05:30 3.4 2.8 4.2 4.0 05May2019 05:40 3.1 2.8 4.2 3.8 05May2019 05:50 2.9 2.8 4.2 3.5 05May2019 06:00 2.7 2.8 4.2 3.3 05May2019 06:10 0.0 2.8 4.1 2.8 Page 2 RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 1/20/2020 HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 15 MIN. 6 HOUR RAINFALL 2.4 INCHES BASIN AREA 37 ACRES RUNOFF COEFFICIENT 0.637 PEAK DISCHARGE 75.88 CFS TIME (MIN) = 0 DISCHARGE (CFS) = 0 TIME (MIN) = 15 DISCHARGE (CFS) = 3.4 TIME (MIN) = 30 DISCHARGE (CFS) = 3.5 TIME (MIN) = 45 DISCHARGE (CFS) = 3.7 TIME (MIN) = 60 DISCHARGE (CFS) = 3.8 TIME (MIN) = 75 DISCHARGE (CFS) = 4.1 TIME (MIN) = 90 DISCHARGE (CFS) = 4.3 TIME (MIN) = 105 DISCHARGE (CFS) = 4.6 TIME (MIN) = 120 DISCHARGE (CFS) = 4.9 TIME (MIN) = 135 DISCHARGE (CFS) = 5.4 TIME (MIN) = 150 DISCHARGE (CFS) = 5.7 TIME (MIN) = 165 DISCHARGE (CFS) = 6.6 TIME (MIN) = 180 DISCHARGE (CFS) = 7.1 TIME (MIN) = 195 DISCHARGE (CFS) = 8.7 TIME (MIN) = 210 DISCHARGE (CFS) = 9.9 TIME (MIN) = 225 DISCHARGE (CFS) = 14.5 TIME (MIN) = 240 DISCHARGE (CFS) = 18 TIME (MIN) = 255 DISCHARGE (CFS) = 75.88 TIME (MIN) = 270 DISCHARGE (CFS) = 11.7 TIME (MIN) = 285 DISCHARGE (CFS) = 7.8 TIME (MIN) = 300 DISCHARGE (CFS) = 6.1 TIME (MIN) = 315 DISCHARGE (CFS) = 5.1 TIME (MIN) = 330 DISCHARGE (CFS) = 4.4 TIME (MIN) = 345 DISCHARGE (CFS) = 4 TIME (MIN) = 360 DISCHARGE (CFS) = 3.6 TIME (MIN) = 375 DISCHARGE (CFS) = 0 Basin 2 (East Basin) Elevation-Area & Elevation-Discharge Function Elevation-Area Function Elevation-Discharge Function Project: Sunbow Detention Simulation Run:Run 2 Reservoir:BASIN-2 Start of Run:05May2019, 00:00 Basin Model:Basin 2 End of Run:05May2019, 06:15 Meteorologic Model:Met 1 Compute Time:19Jun2020, 12:23:53 Control Specifications:Control 2 Volume Units:IN Computed Results Peak Inflow:75.9 (CFS)Date/Time of Peak Inflow: 05May2019, 04:15 Peak Discharge: 5.8 (CFS)Date/Time of Peak Discharge:05May2019, 05:00 Inflow Volume: 0.25 (IN)Peak Storage:3.4 (AC-FT) Discharge Volume:0.08 (IN)Peak Elevation:4.2 (FT) Storage (AC-FT)0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 Elev0.00 0.64 1.29 1.93 2.57 3.21 3.86 4.50 00:00 01:00 02:00 03:00 04:00 05:00 06:00 05May2019Flow (cfs)0 10 20 30 40 50 60 70 80 Reservoir "BASIN-2" Results for Run "Run 2" Run:Run 2 Element:BASIN-2 Result:Storage Run:Run 2 Element:BASIN-2 Result:Pool Elevation Run:Run 2 Element:BASIN-2 Result:Outflow Run:Run 2 Element:BASIN-2 Result:Combined Inflow Project: Sunbow Detention Simulation Run: Run 2 Reservoir: BASIN-2 Start of Run:05May2019, 00:00 Basin Model:Basin 2 End of Run:05May2019, 06:15 Meteorologic Model:Met 1 Compute Time: 19Jun2020, 12:23:53 Control Specifications: Control 2 Date Time Inflow (CFS) Storage (AC-FT) Elevation (FT) Outflow (CFS) 05May2019 00:00 0.0 0.0 0.0 1.8 05May2019 00:15 3.4 0.0 0.0 1.8 05May2019 00:30 3.5 0.0 0.1 1.8 05May2019 00:45 3.7 0.1 0.1 1.8 05May2019 01:00 3.8 0.1 0.2 1.8 05May2019 01:15 4.1 0.2 0.2 1.8 05May2019 01:30 4.3 0.2 0.3 1.8 05May2019 01:45 4.6 0.3 0.4 1.8 05May2019 02:00 4.9 0.3 0.5 1.8 05May2019 02:15 5.4 0.4 0.6 1.8 05May2019 02:30 5.7 0.5 0.7 1.8 05May2019 02:45 6.6 0.6 0.8 1.8 05May2019 03:00 7.1 0.7 0.9 1.8 05May2019 03:15 8.7 0.8 1.1 1.9 05May2019 03:30 9.9 0.9 1.3 1.9 05May2019 03:45 14.5 1.1 1.6 1.9 05May2019 04:00 18.0 1.4 2.0 2.0 05May2019 04:15 75.9 2.4 3.1 2.0 05May2019 04:30 11.7 3.2 4.1 2.7 05May2019 04:45 7.8 3.3 4.2 5.0 05May2019 05:00 6.1 3.4 4.2 5.8 05May2019 05:15 5.1 3.4 4.2 5.7 05May2019 05:30 4.4 3.4 4.2 5.3 05May2019 05:45 4.0 3.3 4.2 4.9 05May2019 06:00 3.6 3.3 4.2 4.5 Page 1 Date Time Inflow (CFS) Storage (AC-FT) Elevation (FT) Outflow (CFS) 05May2019 06:15 0.0 3.3 4.1 3.5 Page 2 CHAPTER 6 HYDROLOGY MAPS Drainage Study for Sunbow II, Phase 3 EXISTING CONDITION HYDROLOGY MAPS Drainage Study for Sunbow II, Phase 3 PROPOSED CONDITION HYDROLOGY MAPS Drainage Study for Sunbow II, Phase 3 Drainage Study for Sunbow II, Phase 3 CHAPTER 7 Preliminary Pipe Sizing