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Home My WebLink AboutHMP 09-03; ROMERIA STREET CHANNEL IMPROVEMENT; HYDROLOGIC AND HYDRAULIC ANALYSES; 2007-02-12TM RICK ENGINEERING COMPANY February 12, 2007 Ms. Sherri Howard City of Carlsbad. 2075 Las Palmas Drive Carlsbad, California 92009 RECEIVED FF.R 1 : 2001 ENGiNEERCNG DEPARTMENT SUBJECT: HYDROLOGIC AND HYDRAULIC ANALYSES FOR ROMERIA STREET DRAINAGE IMPROVEMENTS (RICK ENGINEERING COMP ANY JOB NUMBER 15369) Dear Ms. Howard: Pursuant to our field meeting, this letter presents the results of the preliminary drainage analysis prepared for the existing concrete trapezoidal channel, and the RCP culvert under La Costa Avenue. The project site is located in the City of Carlsbad, and is bounded by La Costa A venue on the northern side, Romeria Street on the eastern side, and Levante Street to south. This study analyzes the 400 feet of concrete channel upstream of the RCP culvert under La Costa Avenue. Refer to the Vicinity Map in Attachment A for the location of this project. Current Condition In the current condition, the concrete channel has been subject to undermining and has deteriorated since construction, please see the photos in Attachment B. Per the improvement plans, the channel geometry consists of a I-foot bottom width, and 1.5:1 (h:v) side slopes. The channel discharges to an existing RCP storm drain under La Costa A venue. The current channel alignment, and storm drain inlet location are located in Attachment Con the La Costa Vale Unit 1 ("DWG. 3036-1 Sht. 6 and DWG. L6392 Sht. 2,5,6) plan sheets provided. Per the plans, the existing culvert geometry is a 42-inch diameter RCP. However, field data indicates a 48-inch RCP exists in this location. For the hydrologic modeling, a 48-inch pipe was assumed. NOTE: The plan sheets provided in Attachment C are based on NVGD29 and the topography shown on the Current Condition Rational Method Workmap is based on NA VD88. Near this project, the elevation difference between NVGD29 and NA VD88 is approximately 2.22 feet. (i.e. NVGD29 Elev.= 100 ft. therefore NA VD88 Elev.= 102.22 ft.) Hydrologic Methodology and Criteria Chapter 5 of the Drainage and Storm Drain Standards located in the City of Carlsbad Engineering Standards Vol. 1 (2004) states that the rational formula shall be used for watersheds less than 0.5 square miles. The area contributing runoff to the channel is a uniform development type consisting of single family residential houses, excluding the area immediately surrounding the channel and the graded slopes between lots. The entire watershed area was assumed Hydrologic 5620 Friars Road San Diego, California 92110-2596 • (619) 291-0707 • FAX: (619) 291-4165 • rickengineering.com SAN DIEGO RIVERSIDE ORANGE SACRAMENTO PHOENIX TUCSON Ms. Sherri Howard February 12, 2007 Page2 of4 Soil Type "D" for ~ese analyses. For the hydrologic model, the following C values were used. Table 1: Runoff Coefficient Summarv Land-Use Percent C-Value Description Impervious Residential 50% 0.63 Housing Undeveloped 0% 0.35 The Rational Method analysis for this project consists of analyzing the current condition in order to determine the peak flow-rate for a 100-year, 6-hour storm event. Rainfall depth was determined using the County of San Diego Hydrology Manual Rainfall Isopluvials. The 100-year, 6-hour storm event precipitation depth taken from the Isopluvial Chart is 2.7 inches. A copy of the Isopluvial chart is located in Attachment D. The watershed area contributing to the channel and the culvert entrance upstream of La Costa Avenue is approximately 75 acres. This includes the open space area closely surrounding the channel, and the residential lots surrounding the project site. Storm runoff is routed into the channel through storm drains outletting into the channel. The current condition channel alignment, and storm drain outlet locations are located in Attachment C on the La Costa Vale Unit 1 plan sheets provided. • The RCP culvert under La Costa Avenue continues north for approximately 850 feet, and outlets into San Marcos Creek. Between the entrance and outlet of this RCP culvert, inlets and other storm drains intersect the culvert increasing the flow rate within the culvert. The Rational Method analysis includes all tributary watershed areas, which contribute runoff into the culvert. A summary of flow rates along the culvert organized by node number is located in the Table 2 below in the Hydrologic Results section. Hydrologic Results The Rati0nal Method computer output for the 100-year, 6-hour storm event for the current condition is located in Attachment F in this letter. The time-of-concentration and the peak flow rate are computed at every node within the hydrologic model, which is shown on the Current Condition Rational Method Workmap located in Attachment E. For this project, the focus is the peak flow through the trapezoidal channel to the RCP culvert running under La Costa Avenue. For the detailed Rational Method analysis output report please see Attachment F. Table 2: Flow Rate Summarv within La Costa Avenue Culvert Node Flow rate (cfs) Notes Number 300 134 Culvert entrance south of La Costa Avenue 310 166 Aoorox. 200 feet north of La Costa Avenue 315 209 Inlets at Gibraltar Street & Storm Drain Junction 400 209 Culvert outlet Ms. Sherri Howard February 12, 2007 Page 3 of 4 Preliminary Analysis and Results Two hydraulic calculations were prepared for this project. The first calculation was performed to determine if the original channel design is adequate to convey the peak flow rate through the channel based on the new County Hydrology Manual. A typical cross- section illustrating the channel dimensions can be seen on the current condition plans located in this letter in Attachment C. Based on the plans the channel dimensions are as follows: • Side Slopes 1.5:1 (h:v) • Bottom Width = 1 foot • Depth= 2.6 feet The average slope based on current topography is approximately 6% to 7%, which corresponds with the 7% channel slope stated in the plans. A Manning's n-value of 0.014 was used for the,open channel based on Table A-4 from the San Diego County Drainage Design Manual July 2005. Manning's equations for open-channels was used to determine normal depth for the peak flow yielded by the Rational Method. For a 6% slope, the normal depth within the channel is 1.67 feet and for a 7% slope, the normal depth within the channel is approximately 1.61 feet. Results from the trapezoidal channel calculations can be found in Attachment G ofthis letter. The second calculation was performed to determine the adequacy of the RCP culvert located under La Costa Avenue to intercept the 100-year flow. An inlet control calculation was performed using Chart lB from the San Diego County Drainage Design Manual. Based on the plans provided in Attachment C, the existing RCP culvert und,er La Costa Avenue measures 42 inches however based on field information, the culvert measures 48 inches. An inlet control calculation for both a 42 and a 48-inch pipe were performed, and the headwater required is approximately 10.2 and 7.4 feet respectively. The inlet control calculation can be found in Attachment G of this letter. Inlet control Was assumed to determine the potential for ponding water at the entrance of the RCP culvert entrance. To determine if inlet control governs, and determine the ponded water surface elevation in more detail, further hydraulic analysis for the entire culvert may be required during final design. Conclusion Based on the peak flow rate resulting from the Rational Method analysis, the current design for the trapezoidal channel will be adequate to convey the 100-year, 6 hour storm event, when flowing at normal depth. However, with either a 42 or 48 inch RCP culvert, assuming inlet control, the headwater at the culvert entrance will pond approximately 10.2 to 7.4 feet above the culvert flowline, respectively. The ponded water surface elevation has been illustrated over an aerial photo located in Attachment H. Due to the potential ponding of water at the Ms. Sherri Howard February 12, 2007 Page 4 of 4 culvert entrance, the riprap slope protection may require additional review to verify it is adequate to protect the culvert entrance from erosion. Please see Attachment H, to view the approxinuite limits of the ponded water surface elevation overlain the recent aerial photo. A debris barrier is called out on DWG. L6392 Sht. 2 located in Attachment C, at the entrance of the RCP culvert. However, this could not be verified in the field. Recommendations for a debris barrier may require further consideration during final design. If you have any questions regarding this package or need any additional information about this project., please contact Roberta Cronquist or Edgar Camerino by telephone at (619) 291-0707 Sincerely, RICK ENGINEERING COMP ANY Dennis C .. Bo R.C.E.#3283~~l-Jeftm DCB:HAM:kw.001 Enclosures Attachment A Attachment B Attachment C Attachment D Attachment E Attachment F Attachment G Attachment H Vicinity Map Photographs of the Existing Trapezoidal Channel La Costa Vale Unit 1 Plans San Diego County Hydrology Manual Rainfall Isopluvials La Costa Avenue Current Condition Rational Method Workmap Current Condition Rational Method Analysis Hydraulic Calculations Ponded Water Surface Limits at La Costa Ave. cc: Mr. Edgar Camerino -Rick Engineering Company (with enclosures) **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1261 Analysis prepared by: RICK ENGINEERING COMPANY 5620 Friars Road San Diego, California 92110 ~19-291-0707 Fax 619-291-4165 ********·***·*************** DESCRIPTION OF STUDY ***************·*********** * Carlsbad On-Call Contract -La Costa & Romeria * * Analysis for Storm Drain and Culvert Running Under La Costa Avenue * * 100-year Analysis * ************************************************************************** FILE NAME: LC CHNL .. RAT TIME/DATE OF STUDY: 09:55 02/06/2007 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.90 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 17.0 12 .. 0 0.020/0.020/0.020 0.50 1.50 0.0100 2 20.0 15.0 0.020/0.020/0.020 0.50 1.50 0. 0313 3 32.0 27.0 0.020/0.020/0.020 0.50 1.50 0.0313 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth= 0.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-Curb) 2. (Depth)*(Velocity) Constraint= 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ===== ======= 0.125 0.0180 0.125 0.0180 0.125 0.0180 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 rs CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ==============================----====-==----==-====---========-----=--=---- USER-SPECIFIED RUNOFF COEFFICIENT= .6300 S . C. S. CURVE NUMBER (AMC II) = 8 9 INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00 UPSTREAM ELEVATION{FEET) = 296.00 DOWNSTREAM ELEVATION(FEET) = .294.00 ELEVATION DIFFERENCE(FEET) = 2.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.821 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH= 65.00 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.823 SUBAREA RUNOFF(CFS) 2.57 TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) 2.57 **************************************************************************** FLOW PROCESS FROM NODE 101. 00 TO NODE 105.00 IS CODE= 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRO SUBAREA<<<<< >>>>>(STREET TABLE SECTION# 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 294.00 DOWNSTREAM ELEVATION(FEET) STREET LENGTH(FEET) = 1300.00 CURB HEIGHT(INCHES) 6.0 STREET HALFWI.DTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 12.00 INSIDE STREET CROSS'FALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(PECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF= 1 STREET PARKWAY CROSSFALL(DECIMAL) 0.020 262. 00 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0180 Manning's FRICTION FACTOR for Back-of-Walk Flow Section 0.0350 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH{FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 16.48 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.92 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1. 70 STREET FLOW TRAVEL TIME (.MIN.) = 5. 53 Tc (MIN.) = 100 YEAR RAINFALL INT-ENSITY(INCH/HOUR) = 3. 970 USER-SPECIFIED RUNOFF COEFFICIENT= .6300 S.C.S. CURVE NUMBER (AMC II) = 89 AREA-AVERAGE RUNOFF COEFFICIENT 0.630 12.3.5 SUBAREA AREA(ACRES) = 6.70 TOTAL AREA(ACRES) = 7.40 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = END OF S0BAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0. 45 HALFSTREET FLOOD WIDTH (FEET) 17. 00 10.98 16. 76 18.51 FLOW VELOCITY(FEET/SEC.) = 3.98 DEPTH*VELOCITY(FT*FT/SEC.) = 1.77 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 1500.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 110.00 IS CODE= 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRO SUBAREA<<<<< >>>>>(STREET TABLE SECTION# 1 USED)<<<~< ============================================================================ UPSTREAM ELEVATIQN(FEET) = 262.00 DOWNSTREAM ELEVATION(FEET) STREET LENGTH(FEET) = 710.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH{FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF= 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 12.00 228.00 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb} 0.0180 Manning's FRICTION FACTOR for Back-of-Walk Flow Section 0.0350 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 29.44 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 16.30 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.37 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.31 STREET FLOW TRAVEL TIME(MIN.) = 2.20 Tc(MIN.) 14.56 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.571 USER-SPECIFIED RUNOFF COEFFICIENT= .6300 S.C.S. CURVE NUMBER (AMC II),= 89 AREA-AVERAGE RUNOFF COEFFICIENT 0.630 SUBAREA AREA(ACRES) = 9.70 SUBAREA RUNOFF(CFS) 21.82 TOTAL AREA(ACRES) = 17 .10 PEAK FLOW RATE(CFS) = 38.47 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 17.00 FLOW VELOCITY(FEET/SEC.) = 5.91 DEPTH*VELOCITY{FT*FT/SEC.) = 2.73 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 2210.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 115.00 IS CODE= 41 ---------------------------~------------------------------------------------>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE {EXISTING ELEMENT)<<<<< ====~~================~=================================================== ELEVATION DATA: UPSTREAM(FEET) 218.00 DOWNSTREAM(FEET) = 178 .. 00 FLOW LENGTH(FEET) = 482.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) 18.56 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPrH = 0.82 * DIAMETER) GIVEN PIPE D.IAMETER(INCH) = 18.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 38.47 PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 14.99 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 115.00 = 2692.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110. 00 TO NODE 115.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.504 USER-SPECIFIED RUNOFF COEFFICIENT= .6300 S.C.S. CURVE NUMBER (AMC II) = 89 AREA-AVERAGE RUNOFF COEFFICIENT= 0.6300 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CES) TOTAL AREA(ACRES) = 20.20 TOTAL RUNOFF(CFS) = TC(MIN.) = 14.99 6.84 44.59 **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE= >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS= 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.99 RAINFALL INTENSITY(INCH/HR) = 3.50 TOTAL STREAM AREA(ACRES) = 20.20 PEAK FLOW RATE(CFS) AT CONFLUENCE=. 44.59 l ********~*******"************************************************************ FLOW PROC~SS FROM NODE 120.00 TO NODE 121.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< USER-SPECIFIED RUNOFF COEFFICIENT= .6300 S.C.S. CURVE NUMBER (AMC II)= 89 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 248.00 DOWNSTREAM ELEVATION(FEET) = 247.00 ELEVATION DIFFERENCE (FEET) = 1. 00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.821 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH= 65.00 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.823 SUBAREA RUNOFF(CFS) = 0.73 TOTAL A:REA(ACRES) = 0.20 TOTAt RUNOFF(CFS) 0.73 **************************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 125.00 IS CODE= 62 ---------------------------------------------------------------------------->>>>>COMPUTE STREET FLOW TRAVEL TIME THRO SUBAREA<<<<< >>>>>(STREET TABLE SECTION# 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 247.00 DOWNSTREAM ELEVATION(FEET) STREET LENGTH(FEET) = 1090.00 CURB HEIGHT(INCHES) 6.0 STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 12.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFsrREETS CARRYING RUNOFF= 2 STREET PARKWAY CROSSEALL(DECTMAL) 0.020 238.00 Manning's FRI.CTION FACTOR for Streetflow Section(curb-to-curb) 0.0180 Manning's FRICTION FACTOR for Back-of-Walk Flow Section 0.0350 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 14.52 AVERAGE FLOW V-ELOCITY(FEET/SEC.) 2.09 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.83 STREET FLOW TRAVEL TIME(MIN.) = 8.68 Tc(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.429 USER-SPECIFIED RUNOFF COEFFICIENT= .6300 S.C.S. CURVE NUMBER (AMC II) = 89 AREA-AVERAGE RUNOFF COEFFICIENT= 0.630 15.50 SUBAREA AREA(ACRES) = 7.50 TOTAL AREA(ACRES) = 7.70 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) 17.00 9.18 16.20 16.64 FLOW VELOCITY{FEET/SEC.) = 2.49 DEPTH*VELOCITY(FT*FT/SEC.) 1.16 *NOTE: INI~IAL SUBAREA NOMOGRAPR WITH SUBAREA PARAMETERS, AND L = 1090.0 FT WITH ELEVATION-DROP= 9.0 FT, IS 27.1 CFS, WHICij EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 125.00 LONGEST FLOWPATH FROM NODE 120. 00 TO NODE 125. 00 = 1190. o·o FEET. **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ====================================================~====================== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.429 USER-SPECIFIED RUNOFF COEFFICIENT= .6300 S.C.S. CURVE NUMBER (AMC II) = 89 AREA-AVERAGE RUNOFF COEFFICIENT= 0.6300 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 6.27 TOTAL AREA (ACRES) = 10. 60 TOTAL RUNOFF (CFS) = 22. 90 TC(MIN.) = 15.50 **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 115.00 IS CODE= 62 >>>>>COMPUTE STRE~T FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION# 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 238.00 DOWNSTREAM ELEVATION(FEET} 188.00 STREET LENGTH{FEET) = 727.00 CURB HEIGHT(INCHES) 6.0 STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 STREET PARKWAY CROSSFALL(DECIMAL) 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0180 Manning's FRICTION FACTOR for Back-of-Walk Flow Section= **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 14.70 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.09 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.43 STREET FLOW TRAVEL TIME (MIN. } = 1. 99 Tc (MIN. ) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.173 USER-SPECIFIED RUNOFF COEFFICIENT= .6300 S.C.S. CURVE NUMBER (AMC II)= 89 AREA-AVERAGE RUNOFF COEFFICIENT 0.630 17.49 SUBAREA AREA(ACRES) ~ 4.50 TOTAL AREA(ACRES) = 15.10 ·SUBAREA RUNOFF(CFS} = PEAK FLOW RATE(CFS} END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 15.27 0.0350 27.40 8. 99 30.18 FLOW VELOCITY(FEET/SEC.) = 6.24 -DEPTH*VELOCITY(FT*FT/SEC.) = 2.56 LONGEST FLOWPAT.H FROM NODE 120.00 TO NODE 115.00 = 1917.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 115. 00 TO NODE 115.00 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.) = 17.49 RAINFALL INTENSITY(INCH/HR) = 3.17 TOTAL STREAM AREA(ACRES) = 15.10 PEAK FLOW RATE(CFS") AT CONFLUENCE= 30.18 ** CONFLUENCE DATA** STREAM RUNOFF NUMBER (CFS) 1 44. 59 2 30 .18 Tc (MIN.) 14.99 17.49 • INTENSITY (INCH/HOUR) 3.504 3.173 AREA (ACRE) 20.20 15.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE STREAM RUNO'FF NUMBER (CFS) 1 70.46 2 70. 55 TABLE** Tc (MIN.) 14.99 17.49 INTENSITY (INCH/HOUR) 3.504 3,173 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE{CFS) = 70.55 Tc(MIN.) = 17.49 TOTAL AREA(ACRES) = 35.30 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 115.00 = 2692.00 FEET. * * * ** *** ** ****.*****-I<******************************************************** FLOW PROCESS FROM NODE 115. 00 TO NODE 200.00 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRO SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ========================================~=================================== ELEVATION DATA: UPSTREAM(FEET) 178.00 DOWNSTREAM(FEET) 152.00 FLOW LENGTH(FEET) = 390;00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) 20.15 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0. 8'2 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 70.55 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 17.81 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 200.00 = 3082.00 FEET. * ** * * * ** * **** ****** * ** ** *** *** **** ** *** * * * ** * ** * *** ** * * ** * ** ** *** * * **** * * *'* * FLOW PROCESS FROM NODE 115. 00 TO NODE 200.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.135 USER-SPECIFIED RUNOFF COEFFICIENT= .6300 S.C.S. CURVE NUMBER (AMC II) = 89 AREA-AVERAGE RUNOFF COEFFICIENT= 0.6300 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 37.70 TOTAL RUNOFF(CFS) = TC(MIN.) = 17.81 4.74 74.47 **************************************************************************** FLOW PROCESS FROM NODE 20,0. 00 TO NODE 200.00 rs CODE= >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS= 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.81 RAINFALL INTENSITY ( INCH/HR) = 3 .14 TOTAL STREAM AREA(ACRES} = 37.70 PEAK FLOW RATE(CFS) AT CONFLUENCE= 74.47 1 **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 221.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =========================================================================== USER-SPECIFIED RUNOFF COEFFICIENT= .6300 S.C.S. CURVE NUMBER (AMC II) = 89 INITIAL SUBAREA FLOW-LENGTH{FEET) = 130.00 UPSTREAM ELEVATION(FEET) = 214.00 DOWNSTREAM ELEVATION(FEET) = 212.70 ELEVATION DIFFERENCE(FEET) = 1.30 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.821 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH= 65.00 (Reference: Ta:ble 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.823 SUBAREA RUNOFF(CFS) = 1.83 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) 1.83 **************************************************************************** FLOW PROCESS FROM NODE 221.00 TO NODE 222.00 IS CODE= 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRO SUBAREA<<<<< >>>>>{STREET TABLE.SECTION# 1 USED)<<<<< ==-----=-------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 212.70 DOWNSTREAM ELEVATION(FEET) = 192.00 STREET LENGTH{FEET) = 310.00 CURB HEIGHT{INCHES) 6.0 STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 12.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 STREET PARKWAY CROSSFALL(DECIMAL) 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0180 Manning's FRICTION FACTOR for Back-of-Walk Flow Section 0.0350 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.29 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 7.48 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.09 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.04 STREET FLOW TRAVEL TIME(MIN.) = 1.26 Tc(MIN.) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.218 USER-SPECIFIED RUNOFF COEFFICIENT= .6300 S.C.S. CURVE NUMBER (AMC II)= 89 AREA-AVERAGE RUNOFF COEFFICIENT 0.630 8.08 SUBAREA AREA(ACRES) = 2.10 TOTAL AREA(ACRES) = 2.60 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HAL.FSTREET FLOOD WIDTH(FEET) = 9.27 6.90 8.55 FLOW VELOCITY(FEET/SEC.) = 4.52 DEPTH*VELOCITY(FT*FT/SEC.) 1.31 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 222.00 = 440.00 FEET. ****************~*********************************************************** FLOW PROCESS FROM NODE '222. 00 TO NODE 200.00 IS CODE= 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION# 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 192.00 DOWNSTREAM ELEVATION(FEET) = 160.00 STREET LENGTH(FEET) = 370.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWID~H(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET} INSIDE STREET CROSSFALL{DECIMAL} = 0,020 OUTSIDE STREET CROSS'FALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF= 2 ,STREET PARKWAY CROSSFALL (DECIMAL) 0. 020 12.00 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0180 Manning's FRICTION FACTOR for Back-of-Walk Flow Section 0.0350 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET} = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 11.52 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.82 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.95 STREET FLOW TRAVEL TIME(MIN.) = 1.06 Tc(MIN.) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.820 USER-SPECIFIED RUNOFF COEFFICIENT= .6300 0.630 9.14 S.C.S. CURVE NUMBER (AMC II) = 89 AREA-AVERAGE RUNOFF COEFFICIENT= SUBAREA AREA(ACRES) = 5.20 TOTAL AREA(ACRES) = 7.80 SUBAREA RUNOFF(CFS} PEAK FLOW RATE(CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 13.30 16.45 15.79 23.69 FLOW VELOCITY(FEET/SEC.) = 6.39 DEPTH*VELOCITY(FT*FT/SEC.) 2.37 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 200.00 = 810.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 IS CODE= >»>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 1 ================================--=======--==========--=====-=---======----- TOTAL NUMBER OF STREAMS= 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.14 RAINFALL INTENSITY(INCH/HR) = 4.82 TOTAL STREAM AREA(ACRES) = 7.80 PEAK FLOW RATE(CFS) AT CONFLUENCE= 23.69 ** CONFLUENCE DATA** STREAM RUNOFF NUMBER (CFS} 1 74.47 2 23. 69 Tc (MIN.) 17.81 9.14 INTENSITY (INCH/HOUR) 3.135 4.820 AREA (ACRE) 37.70 7.80 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 72.13 9.14 4.820 2 89.87 17.81 3.135 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) == 89.87 Tc (MIN.) = 17.81 TOTAL AREA(ACRES) = 45.50 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 200.00 3082.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 205.00 IS CODE= 41 >»>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ----------------------------------------------======-===--==-------=------= ELEVATION DATA: UPSTREAM(FEET) = 150.00 DOWNSTREAM(FEET) 124.00 FLOW LENGTH(FEET) = 376.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 23.51 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 89.87 PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 18.08 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 205.00 3458.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 205.00 IS CODE= 81 »>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«<<< ==============================-=========================================== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.105 USER-SPECIFIED RUNOFF COEFFICIENT= .6300 S.C.S. CURVE NUMBER (AMC II}= 89 AREA-AVERAGE RUNOFF COEFFICIENT= 0.6300 SUBAREA AREA(ACRES) l.p0 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 47.10 TOTAL RUNOFF(CFS) = TC(MIN.} = 18.08 3.13 92.15 **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 rs CODE= 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ==============================-=-========================================== TOTAL NUMBER OF STREAMS= 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.08 RAINFALL INTENSITY(INCH/HR) = 3.11 TOTAL STREAM AREA(ACRES) = 47.10 PEAK FLOW RATE(CFS) AT CONFLUENCE= 92.15 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =========================================================================== USER-SPECIFIED RUNOFF COEFFICIENT= .6300 S.C.S. CURVE NUMBER {AMC II) = 89 INITIAL SUBAREA FLOW-LENGTH(FEET} = 105.00 UPSTREAM ELEVATION(FEET) = 196.00 DOWNSTREAM ELEVATION(FEET) = 195.00 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.856 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH= 63.57 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY{INCH/HOUR) = 5.803 SUBAREA RUNOFF(CFS) = 2.19 TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) 2.19 **************************************************************************** FLOW PROCESS FROM NODE 2.02. 00 TO NODE 205.00 IS CODE= 62 >>»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION# 1 USED)<<<<< ===============~=========--=============================================== UPSTREAM ELEVATION(FEET) = 195.00 DOWNSTREAM ELEVATION(FEET) = 127.00 STREET LENGTH(FEET) ~ 980.00 CURB HEIGHT(INCHES) 6.0 STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL.(DECIMAL) = 0. 020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF= 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 12.00 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0180 Manning's FRICTION FACTOR for Back-of-Walk Flow Section 0.0350 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 11.05 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.15 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.68 STREET FLOW TRAVEL TIME(MIN.) = 3.17 Tc(MIN.) 100 YEAR RAINFALL INTENS-ITY(INCH/HOUR) = 4.541 USER-SPECIFIED RUNOFF COEFFICIENT= .6300 S.C.S. CURVE NUMBER (AMC II)= 89 AREA-AVERAGE RUNOFF COEFFICIENT 0.630 10.03 SUBAREA AREA(ACRES) = 7.80 TOTAL AREA(ACRES) = 8.40 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) 13.95 13.46 22.32 24.03 FLOW VELOCITY{FEET/SEC.) = 5.91 DEPTH*VELOCITY(FT*FT/SEC.) = 2.27 LONGEST FLOWPATH FROM NODE 201.00 TO NODE 205.00 = 1085.00 FEET. *********~****************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE= >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 1 =========================================================================== TOTAL NUMBER OF STREAMS= 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.03 RAINFALL INTENSITY(INCH/HR) = 4.54 TOTAL STREAM AREA(ACRES) = 8.40 PEAK FLOW RATE(CFS) AT CONFLUENCE= 24.03 ** CONFLUENCE DATA** STREAM RUNOFF NUMBER (CFS) 1 92, 1.5 2 24. 03 Tc (MIN.) 18.08 10.03 INTENSITY (INCH/HOUR) 3.105 4.541 AREA (ACRE) 47.10 8.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREANS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 87.04 108.58 TABLE ** Tc (MIN.) 10.03 18.08 INTENSITY (INCH/HOUR) 4.541 3.105 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 108.58 Tc{MIN.) = 18.08 TOTAL AREA(ACRES) = 55.50 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 205.00 3458.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 210.00 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< --====--=----==---------------------==-=-=--=================;=====~======= ELEVATION DATA: UPSTREAM(FEET) = 124.00 DOWNSTREAM(FEET) = 94.00 FLOW LENGTH(FEET) = 180.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 18.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 34.84 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 108.58 PIPE TRAVEL TIME(MIN.} = 0.09 Tc(MIN.) = 18.16 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 210.00 = 3638.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE' 210,00 TO NODE 210.00 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.) = 18,16 RAINFALL INTENSITY(INCH/HR) = 3.10 TOTAL STREAM AREA(ACRES) = 55.50 PEAK FLOW RATE(CFS) AT CONFLUENCE= 108.58 **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 207.00 IS CODE= 21 --~----------------------------------~-------------------------------------->>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ===================================================--=-===================== *USER SPECIFIED (SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .3500 S.C.S. CURVE NUMBER (AMC II) = 89 INITIAL SUBAREA FLOW-LENGTH(FEET) = 153.00 UPSTREAM ELEVATION(FEET) = 224.00 DOWNSTREAM ELEVATION(FEET) = 209.00 ELEVATION DIFFERENCE(FEET) = 15.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.308 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) = 6.124 SUBAREA RUNOFF(CFS) = 1.07 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) 1.07 **************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 208.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< -----------==---==================~========~=~=~======-=======---====------- ELEVATION DATA: UPSTREAM(FEET) = 209.00 DOWNSTREAM(FEET) = 166.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 465.00 CHANNEL SLOPE 0.0925 CHANNEL BASE(FEET) = 40.00 "Z" FACTOR= 3.000 MANNING'S FACTOR= 0.025 MAXIMUM DEPTH(FEET) = 10.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.567 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .3500 S.C.S. CURVE NUMBER (AMC II)= 89 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.67 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) 2.13 AVERAGE FLOW DEPTH(FEET) = 0.04 Tc(MIN.) = 9.94 SUBAREA AREA(ACRES) = 3.20 TRAVEL TIME(MIN.) = 3.63 SUBAREA RUNOFF(CFS) 5.11 AREA-AVERAGE RUNOFF COEFFICIENT 0.350 TOTAL AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS} = 5.91 END OF SUBAREA CH_ANNEL FLOW HYDRAULICS: DEPTH{FEET) = 0.06 FLOW VELOCITY(FEET/SEC.) 2.62 LONGEST FLOWPATH FROM NODE 206.00 TO NODE 208.00 = 618.00 FEET. **************************************************************************** FLOW PROCESS FR0M NODE 208.00 TO NODE 210.00 IS CODE= 51 ---------------------------------------------------------------------------->>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< =================-==========================================---=====------= ELEVATION DATA: UPSTREAM(FEET) = 166.00 DOWNSTREAM(FEET) = CHANNEL LENGTH THRO SUBAREA(FEET) = 655.00 CHANNEL SLOPE= CHANNEL BASE ("FEET} = 90. 00 1'Z" FACTOR = 2. 500 MANNING'S FACTOR= 0.025 MAXIMUM DEPTH(FEET) = 10.00 100 YEAR .Rl}.INFALL INTENSITY(INCH/HOUR) = 3.518 *USER SPECIFIED (.SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT= .3500 S.C.S. CURVE NUMBER (AMC II'):= 89 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) AVERAGE FLOW DEPTH{FEET) = 0.05 TRAVEL TIME(MIN.) 9.66 2.20 4.95 115. 00 0.0779 Tc(MIN.) = 14.89 SUBAREA AREA(ACRES) AREA-AVERAGE RUNOFF TOTAL AREA(ACRES) = = 6.00 SUBAREA RUNOFF(CFS) = 0.350 7.39 COEFFICIENT= 9.70 PEAK FLOW RATE(CFS) END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.06 FLOW VELOCITY(FEET/SEC.) = 2.36 11.94 LONGEST FLOWPATH FROM NODE 206.00 TO NODE 210.00 = 1273.00 FEET. * * * * * * * * * * * * *·** * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 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.) = 14.89 RAINFALL INTENSITY(INCH/HR) = 3.52 TOTAL STREAM AREA{ACRES) = 9.70 PEAK FLOW RATE(CFS) AT CONFLUENCE= 11.94 **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 231.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SOBAREA ANALYSIS<<<<< =================--===----=---------------------==~-----=----===-=--====--= USER-SPECIFIED RUNOFF COEFFICIENT= .6300 S.C.S. CURVE NUMBER (AMC II) = 89 INITIAL SUBAREA FLOW-LENGTH(FEET} = 120.00 UPSTREAM ELEVATION(FEET) = 248.00 DOWNSTREAM ELEVATION(FEET) = 246.80 ELEVATION DIFFERENCE(FEET) = 1.20 SUBAREA OVERLAND TIME OF FLOW(MIN.} = 6.821 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH= 65.00 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.823 SUBAREA RUNOFF(CFS) = 1.47 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 1.47 **************************************************************************** FLOW PROCESS FROM NODE 231.00 TO NODE 232.00 IS CODE= 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>{STREET TABLE SECTION* 1 USED)<<<<< ----------------------------------------------============================= UPSTREAM ELEVATION(FEET) = 246.80 DOWNSTREAM ELEVATION(FEET) = 222.00 STREET LENGTH(FEET) = 770.00 CURB HEIGHT(INCHES) 6.0 STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INSIDE STREET CROSSFALL{DECIMAL) = 0.020 OUTSIDE STREET CROSS-FALL (DECIMAL) 0, 020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF= 2 STREET PARKWAY CROSS-FALL (DECIMAL) 0. 020 Manning's FRICTION FACTOR for Streetflow Section{curb-to-curb) 0.0180 Manning's FRICTION FACTOR for Back-of-Walk Flow Section= 0,0350 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW 0EPTH{FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 11.98 AVERAGE FLOW VELOCITY{FEET/SEC.) = 3.65 PRODUCT 'OF DEPTH&:VELOCITY(FT*FT/SEC.) = 1.26 STREET FLOW TRAVEL TIME{MIN.) = 3.51 Tc(MIN.) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.454 USER-SPECIFIED RUNOFF COEFFICIENT= .6300 S.C.S. CURVE NUMBER (AMC II)= 89 AREA-AVERAGE RUNOFF COEFFICIENT 0.630 10.33 SUBAREA AREA(ACRES) = 6.80 TOTAL AREA(ACRES) = 7.20 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 15.17 11.12 19.08 20.20 FLOW VELOCITY(FEET/SEC.) = 4.23 DEPTH*VELOCITY(FT*FT/SEC.) = 1.73 LONGEST FLOWPATH FROM NODE 230.00 TO NODE 232.00 = 890.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 232.00 TO NODE 233.00 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ======================================================================~===== ELEVATION DATA: UPSTREAM(FEET) = 212.00 DOWNSTREAM{FEET) 204.00 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.8 INCHES PIPE-FLOW VELOCITY(_FEET/SEC.) = 13.93 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 20,20 PIPE TRAVEL TIME(MIN¥) = 0.20 Tc(MIN.) = 10.54 LONGEST FLOWPATH FROM NODE 230.00 TO NODE 233.00 1060.00 FEET. ********************~******************************************************* FLOW PROCESS FROM NODE 233.00 TO NODE 210.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRO SUBAREA (EXISTING ELEMENT)<<<<< =======================--====---====---====---=====-====================== ELEVATION DATA: UPSTREAM(FEET) = 204.00 DOWNSTREAM(FEET) = 115.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 370.00 CHANNEL SLOPE 0.2405 CHANNEL BASE (FEET) = 1. 00 "Z" FACTOR = 4. 000 MANNING'S FACTOR= 0.040. MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRV SUBAREA(CFS) = 20.20 FLOW VELOCITY(FEET/SEC.) = 9.15 FLOW DEPTH(FEET) = 0.63 TRAVEL TIME{MIN.) = 0.67 Tc(MIN.) = 11.21 LONGEST FLOWPATH FROM NODE 230.00 TO NODE 210.00 1430.00 FEET. **************************************************************************** FLOW P.ROCESS FROM NODE 210.00 TO NODE 210.00 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.) = 11.21 RAINFALL INTENSITY(INCH/HR) = 4.23 TOTAL STREAM AREA(ACRES) = 7.20 PEAK FLOW RATE(CFS) AT CONFLUENCE= 20.20 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 108 .. 58 18.16 3.096 55.50 2 11.94 14.89 3.518 9.70 3 20.20 11.21 4.226 7.20 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 10-0.74 11.21 4.226 2 124.31 14.89 3.518 3 133.89 18.16 3.096 COMPUTED CONFLUENC~ ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE{CFS) = 133.89 Tc(MIN.) = 18.16 TOTAL AREA(ACRES) = 72.40 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 210.00 3638.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 300.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRO $UBAREA (EXISTING ELEMENT)<<<<< =-~======;============-=======----======================~=======----------= ELEVATION DATA: UPSTREAM(FEET) = 115.00 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) ~ 340.00 CHANNEL SLOPE CHANNEL BASE(FEET) = 50.00 "Z" FACTOR= 2.000 MANNING'S FACTOR= 0.014 MAXIMUM DEPTH(FEET) = 10.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.038 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .3500 S.C.S. CURVE NUMBER (AMC II}= 89 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 135.43 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 10.53 AVERAGE FLOW DEPTH(FEET) = 0.25 TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 18.70 SUBAREA AREA(ACRES) AREA-AVERAGE RUNOFF TOTAL AREA(ACRES) = 2.90 COEFFICIENT 75.30 SUBAREA RUNOFF(CFS} 0.583 PEAK FLOW RATE(CFS) END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.25 FLOW VELOCITY(FEET/SEC.) 10.41 94.00 0.0618 3.08 133.89 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 300.00 = 3978.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 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.) = 18.70 RAINFALL INTENSITY(INCR/HR) = 3.04 TOTAL STREAM AREA(ACRES) = 75.30 PEAK FLOW RATE(CFS) AT CONFLUENCE= 133,89 **************************************************************************** FLOW PROCESS FROM NODE 301. 00 TO NODE 302.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< -------------------------------------==-=---=============~======-==-=======- USER-SPECIFIED RUNOFF COEFFICIENT= .6300 S.C.S. CURVE NUMBER (AMC II)= 89 INITIAL SUBAREA FLQW-LENGTH(FEET) = 125.00 UPSTREAM ELEVATION(FEET) = 185.00 DOWNSTREAM ELEVATION(FEET) = 183.75 ELEVATION DIFFERENCE(FEET) = 1.25 SUBAREA OVERLANP TIME OF FLOW(MIN.) = 6.821 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH= 65.00 (Reference.: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.823 SUBAREA RUNOFF(CFS) = 1.83 TOTAL AREA(ACRES) = 0,50 TOTAL RUNOFF(CFS) 1.83 *******~******************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 305. 00 IS ·CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION# 3 USED)<<<<< ================================-=========================================~= UPSTREAM ELEVATION(FEET) = 183.75 DOWNSTREAM ELEVATION{FEET) 106.00 STREET LENGTH:{,FEET) = 1300.00 CURB HEIGHT(INCHES) 6.0 STREET HALFWIDTH(FEET) = 32.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 27.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSS-FALL (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) = 0.0180 Manning's FRICTION FACTOR for Back-of-Walk Flow Section= 0.0350 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 12.42 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.41 AVERAGE FLOW VELOCITY {FEET /SEC.) = 5. 66 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.34 STREET FLOW TRAVEL TIME(MIN.) = 3.83 Tc(MIN.) = 10.65 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.368 USER-SPECIFIED RUNOFF COEFFICIENT= .6300 S.C.S. CURVE NUMBER {AMC II) = 89 AREA-AVERAGE RUNOFF COEFFICIENT= 0.630 SUBAREA AREAfACRES) = 7.60 SUBAREA RUNOFF(CFS) = 20.91 TOTAL AREA{ACRES) = 8.10 PEAK FLOW RATE(CFS) 22.29 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) 18.21 FLOW VELOCITY(FEET/SEC.} = 6.49 DEPTH*VELOCITY(FT*FT/SEC.) 3.18 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1300.0 FT WITH ELEVATION-DROP= 77.8 FT, IS 34.1 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 305.00 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 305.00 = 1425.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 305.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.368 USER-SPECIFIED RUNOFF COEFFICIENT= .6300 S.C.S. CURVE NUMBER (AMC II)= 89 AREA-AVERAGE RUNOFF COE'FFICIENT = 0.6300 SUBAREA AREA(ACRES) = 2.60 SUBAREA RUNOFF(CFS) 7.15 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ==================---====---=-============================================ ELEVATION DATA: UPSTREAM(FEET) = 97.80 DOWNSTREAM(FEET) 68.00 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 19.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 34,22 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 165.37 PIPE TRAVEL TIME (MIN.) = 0 .12 Tc (MIN.) = 18. 82 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 310,00 4228.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE= 81 >>>>>ADDITION OF SUB.AREA TO MAINLINE PEAK FLOW<«« --==---------=--=---------------------------=========================:~====== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.025 USER-SPECIFIED RUNOFF COEFFICIENT= .6300 S.C.S. CURVE NUMBER (AMC II)= 89 AREA-AVERAGE RUNOFF COEFFICIENT= 0.5919 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) 2.48 TOTAL AREA(ACRES) = 92.50 TOTAL RUNOFF(CFS) = 165.64 TC(MIN.) = 18,82 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 315.00 rs CODE= 41 >»»COMPUT,E PIPE-FLQW TRAVEL TIME THRU SUBAREA<«« >>»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< =============================·============================================= ELEVATION DATA: UPSTREAM(FEET) = 68.00 DOWNSTREAM(FEET) 46.00 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 21.4 INCHES PIPE-FLOW VELOCITY{FEET/SEC.) = 30.62 GIVEN PIPE DIAMETER(INCH) = 48,00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 165.64 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 18.96 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 315.00 4478.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 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.) = 18.96 RAINFALL INTENSITY(INCH/HR) = 3.01 TOTAL STREAM AREA(AGRES) = 92.50 PEAK FLOW RATE(CFS) AT CONFLUENCE= 165.64 **************************************************************************** FLOW PROCESS FROM NOD.E 316.00 TO NODE 317.00 rs CODE= 21 ---------------------------------------------------------------------------->>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< --------============================~=====================~====--==--------- USER-SPECIFIED RUNOFF COEFFICIENT= .6300 S.C.S. CURVE NUMBER (AMC II) = 89 INITIAL SUBAREA FLOW-LENGTH(FEET) = 120.00 UPSTREAM ELEVATION(FEET) = 144.00 DOWNSTREAM ELEVATION(FEET) = 143.80 ELEVATION DIFFERENCE(FEET) = 0.20 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.537 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH= 50.00 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.459 SUBAREA RUNOrF(CFS) = 1.20 TOTAL AREA(ACRES) = 0.35 TOTAL RUNOFF(CFS) 1.20 **************************************************************************** FLOW PROCESS FROM NODE 317.00 TO NODE 320.00 IS CODE= 62 >»>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION# 1 USED)<<<<< ------------------------------=--=====-========================-==~------=- UPSTREAM ELEVATION(FE·ET) = 143.80 DOWNSTREAM ELEVATION(FEET) = 112.00 STREET LENGTH(FEET) = 680.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWI.OTH{FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSS:FALL (DECIMAL) 0. 020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 STREET PARKWAY OROSSFALL{DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0180 Manning's FRICTION FACTOR for Back-of-Walk Flow Section 0.0350 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 8.98 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.71 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.0.6 STREET FLOW TRAVEL TIME(MIN.) = 3.05 Tc(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.385 USER-SPECIFIED RUNOFF COEFFICIENT= .6300 S.C.S. CURVE NUMBER (AMC II) = 89 AREA-AVERAGE RUNOFF COEFFICIENT 0.630 10.59 SUBAREA AREA(ACRES) 3.90 TOTAL AREA(ACRES) = 4.25 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH{FEET) 11.33 6.64 10.77 11. 74 FLOW VELOCITY(FEET/SEC.) = 4.29 DEPTH*VELOCITY(FT*FT/SEC.) = 1.42 LONGEST FLowrATH FROM NODE 316.00 TO NODE 320.00 = 800.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 321.00 TO NODE 320.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA Tb MAINLINE PEAK FLOW<<<<< ------------------.------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.385 USER-SPECIFIED RUNOFF COEFFICIENT= .6300 S.C.S. CURVE NUMBER (AMC II) = 89 AREA-AVERAGE RUNOFF COEFFICIENT= 0.6300 SUBAREA AREA(.ACRES) = 3.10 SUBAREA RUNOFF (CFS) TOTAL AREA(ACRES) = 7.35 TOTAL RUNOFF(CFS) = TC(MIN.) = 10.59 8.56 20.30 **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 325.00 rs CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRO SUBAREA<<<<< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)«<<< ELEVATION DATA: UPSTREAM(FEET) = 112.00 DOWNSTREAM(FEET) 104.00 FLOW LENGTH(FEET) = 280.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.89 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 20.30 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 10.98 LONGEST FLOWPATH FROM NODE 316.00 TO NODE 325.00 1080.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 325.00 TO NODE 330.00 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT}<<<<< =----==-----=------==-----=------=============================~=====~-==-==- ELEVATION DATA: DPSTREAM(FEET) = 104.00 DOWNSTREAM(FEET) 58.20 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE rs 6.1 INCHES PIPE-FLOW VELOCITY{FEET/SEC.) = 32.64 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 20.30 PIPE TRAVEL TIME{MIN.) = 0.05 Tc(MIN.) = 11.03 LONGEST FLOWPATH FROM NOBE 316.00 TO NODE 330.00 1180.00 FEET. ******************~********************************************************* FLOW PROCESS FROM NODE 325.00 TO NODE 330.00 IS CODE= 81 ------------------------------------------------♦--------------------------->>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------===========================-=============- 100 YEAR RAINFALL INTEN$ITY(INCH/HOUR) = 4.270 USER-SPECIFIED RUNOFF COEFFICIENT= .3500 S.C.S. CURVE NUMBER (AMC II)= 88 AREA-AVERAGE RUNOFF COEFFICIENT= 0.5852 SUBAREA AREA(ACRES) = 1. 40 SUBAREA RUNOFF (C.FS) TOTAL AREA(ACRES) = 8.75 TOTAL RUNOFF(CFS) = TC(MIN.) = 11.03 2.09 21. 86 * ** * ** ** ** ***'* **** *** ** ****·*******·** **** * ** ** *** ** * *** ** * * * ** ****'* * ** *** * *** FLOW PROCESS FROM NODE 330.00 TO NODE 315.00 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE {EXISTING ELEMENT)<<<<< =========================--======-=====--=================================== ELEVATION DATA: UPSTREAM(FEET) = 58.20 DOWNSTREAM(FEET) = 46.00 FLOW LENGTH{FEET) = 550.00 MANNING'S N = 0.013 DEPTH OF FLOW I.N 24.0 INCH PIPE IS 14.5 INCHES PIPE-FLOW VELOCITY{FEET/SEC.) = 10.97 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 21.86 PIPE TRAVEL TIME(MIN.) = 0,84 Tc{MIN.) = 11,87 LONGEST FLOWPATH FROM NODE 316.00 TO NODE 315.00 1730.00 FEET. *************************'*************************************************** FLOW PROCESS FROM NODE 330. 00 TO. NODE 315.00 IS CODE= 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« ======~===========·======================================================;== 100 YEAR RAINFALL I.NTENSITY(INCH/HOUR) = 4.074 USER-SPECIFIED RUNOFF COEFFICIENT= .6300 S.C.S. CURVE NUMBER (AMC II) = 89 AREA-AVERAGE RUNOFF COEFFICIENT= 0.6059 SUBAREA AREA(ACRES) = 7.50 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 16.25 TOTAL RUNOFF(CFS) = TC(MIN.) = 11.87 19.25 40.11 * ** * * * * * * **** ** ******·** * ** ****** ****** ** *** **** * ** * * * * * ** ** *** ***'* *** ***·** ** FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE= 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< =========================================================================== TOTAL NUMBER OF STREAMS= 3 CONFLUENCE VALUES UpED FOR INDEPENDENT STREAl~ 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.87 RAINFALL INTENSITY(INCH/HR) = 4.07 TOTAL STREAM AREA(ACRES) = 16.25 PEAK FLOW RATE(GFS) AT CONFLUENCE= 40.11 **************************************************************************** FLOW PROCESS FROM NODE 340.00 TO NODE 341.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ========;===================================================-=============== USER-SPECIFIED RUNOFF COEFFICIENT= .6300 S.C.S. CURVE NUMBER (AMC II) = 89 INITIAL SUBAREA FLOW-LENGTH(FEET) = 160.00 UPSTREAM ELEVATION(FEET) = 138.00 DOWNSTREAM ELEVATION(FEET) _= 133.00 ELEVATION DIFFE-RENCE{FEET) = 5.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.509 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH= 90.62 (Reter-ence: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAIN-FALL INTENSITY(INCH/HOUR) = 6. 683 SUBAREA RUNOFF(CFS) = 1.47 TOTAL AREA(ACRES) = 0.35 TOTAL RUNOFF(CFS) 1.47 **************************************************************************** FLOW PROCESS FROM NODE 341.00 TO NODE 345.00 IS CODE= 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRO SUBAREA<<<<< >>>>>(STREET TABLE SECTION# 1 USED)<<<<< ==================~·-=====================================================- UPSTREAM ELEVATION(FEET} = 133.00 DOWNSTREAM ELEVATION(FEET) = 74.00 STREET LENGTH(FEET) = 560.00 CURB HEIGHT(INCHES) 6.0 STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROS-SFALL GRADEBREAK(FEET) 12.00 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) 0.0180 Manning's FRICTION FACTOR for Back-of-Walk Flow Section= 0.0350 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 9.27 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.73 PRODUCT OF DEPT.H&VELOCITY(FT*FT/SEC.) = 1.66 STREET FLOW TRAVEL TIME(MIN.) = 1.63 Tc(MIN.) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.654 USER-SPECIFIED RUNOFF COEFFICIENT= .6300 .S.C.S. CURVE NUMBER (AMC II) = 89 AREA-AVERAGE RUNOFF COEFFICIENT 0.630 7.14 SUBAREA AREA(ACRES) = 2.20 TOTAL AREA(ACRES) = 2.55 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 11.52 5.41 7.84 9.08 FLOW VELOCITY(FEET/SEC.) = 6.43 DEPTH*VELOCITY(FT*FT/SEC.) = 2.16 LONGEST FLOW PATH FROM NODE 3 4 0 . 0 0 TO NODE 3 4 5. 0 0 = 72 0 . 0 0 FEET. *******************•******************************************************** FLOW PROCESS FROM NODE 345.00 TO NODE 315.00 IS CODE= 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION# 1 OSED)<<<<< ==================~==========-----====-================================~=~~= UPSTREAM ELEVATION(FEET) = 74.00 DOWNSTREAM ELEVATION(FEET) STREET LENGTH(FEET) = 620.00 CURB HEIGHT(INCHES) 6.0 STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET.CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 STREET PARKWAY CROSSFALL(DECIMAL) 0.020 12.00 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 46.00 0.0180 Manning's FRICTION FACTOR for Back-of-Walk Flow Section= 0.0350 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 16.11 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTR(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 12.92 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.59 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.67 STREET FLOW TRAVEL TIME{MIN.) = 2.25 Tc(MIN.) 9.39 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.737 USER-SPECIFIED RUNOFF COEFFICIENT= .6300 S.C.S. CURVE NUMBER (AMC II) = 89 AREA-AVERAGE RU~OFF COEFFICIENT= 0.630 SUBAREA AREA(ACRES) = 4,70 SUBAREA RUNOFF(CFS) = 14.03 TOTAL AREA(ACRES) = 7.25 PEAK FLOW RATE(CFS) = 21.64 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 14.61 FLOW VELOCITY(FEET/SEC.) = 4.87 DEPTH*VELOCITY(FT*FT/SEC.) 1.94 LONGEST FLOWPATH FROM NODE 340.00 TO NODE 315.00 = 1340.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 345.00 TO NODE 315.00 IS CODE= »»>DESIGNAT.E INDEPENDENT STREAM FOR CONFLUENCE<«<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 1 ----------------------------------------==-----============================= TOTAL NUMBER O? STREAMS= 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF'CONCENTRATION(MIN.) = 9.39 RAINFALL INTENSITY{INCH/HR) = 4.74 TOTAL STREAM AREA(ACRES) = 7.25 PEAK FLOW RATE(CFS) AT CONFLUENCE= 21.64 ** CONFLUENCE DATA** STREAM RUNOFF NUMBER ( CFS) 1 165.64 2 40.11 3 21.64 Tc (MIN.) 18.96 11. 87 9.39 INTENSITY (INCH/HOUR) 3. 011 4.074 4.737 AREA (ACRE) 92. 50 16.25 7.25 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE.FORMULA USED FOR 3 STREAMS. ** PEAK STREAM NUMBER 1 2 3 FLOW RATE TABLE** RUNOFF Tc (CFS) (MIN.) 158.68 9.39 181. 1Q 11.87 209.04 18.96 INTENSITY ( INCH/HOUR) 4.737 4.074 3.011 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS} 209.04 Tc(MIN.) = 18.96 TOTAL AREA(ACRES) = 116.00 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 315.00 4478.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 400.00 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 46.00 DOWNSTREAM(FEET) = 38.00 FLOW LENGTH(FEET) = 295.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 36.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 20.33 GIVEN PIPE DIAMETER{INCH) = 48.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 209.04 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 19.20 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 400.00 = 4773.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE{CFS) 116.00 TC(MIN.) = 209.04 19.20 ================================-========================================== ========================================================================--= END OF RATIONAL METHOD ANALYSIS NORMAL DEPTH FOR TRAPEZOIDAL CHANNELS CHANNEL Trapezoidal Channel 1' Bottom Width 6% Slope DISCHARGE IS = 134.00 CFS SLOPE .IS= BOTTOM WIDTH IS 1.00 FT SIDE SLOPE (Zl) MANNING I s N = 0.0140. SIDE SLOPE (Z2) = NORMAL DEPTH IS 1. 67 FT FROUDE NUMBER IS= VELOCITY IS= 22.99 FPS VELOCITY HEAD IS= AREA IS = 5.83 SQ FT CRITICAL DEPTH= HYDRAULIC RADIUS = 0.83 FT CRITICAL VELOCITY WETTED PERIMETER= 7.01 FT TOP WIDTH FOR TOP WIDTH IS = 6.00 FT CRITICAL DEPTH NORMAL DEPTH FOR TRAPEZOIDAL CHANNELS CHANNEL Trapezoidal Channel 1' Bottom Width 7% Slope DISCHARGE IS= BOTTOM WIDTH IS= MANNING ls N = NORMAL DEPTH IS= VELOCITY IS= AREA IS = HYDRAULIC RADIUS= , WETTED PERIMETER= TOP WIDTH IS = 134.00 CFS 1.00 FT 0.0140 1. 61 24.36 5.50 0.81 6.81 5.83 FT FPS SQ FT FT FT FT SLOPE IS= • SIDE SLOPE (Zl) SIDE SLOPE (Z2} = FROUDE NUMBER IS= VELOCITY HEAD IS= CRITICAL DEPTH= CRITICAL VELOCITY TOP WIDTH FOR CRITICAL DEPTH = 0. 06'00 FT/FT 1.50 1. 50 4 .11 8.21 FT 3.15 FT 7.45 FPS 10.44 FT 0.0700 FT/FT 1.50 1. 50 4.42 9,21 FT 3,15 FT 7.45 FPS 10.44 FT t~\.: :,_;:~.; ~~,,t:,~ :: -. {f '.{f ttif itI .\~;,~ fli• omeria Street i,&J~§ -,S; ob No. 15369 Ew.,'° ~;,:.': ate· Fehr "· in • T ,• , , ~~/i""'~lf~~ ::-. • " :Jl½J,~M~r:Jc ,. -.-~~~-~ ~\ m11es 1 1n. -1900 ft. ---·-·-·~-~1u11{ '. ~f--~~=J;'.n:AoJ.)I~ ,._f.~-~.,-~- ' '°' ~---..,.,,..---,-='."'."":'---~':"""'-_.;,...~"'7'.'.~':-'-:-:±::--::-:-.:7"'':::"'"'~=-:=:'-:--'.:':':"'~~:'-"-'--;,.....~ -'J{p_'-:::_ ...:._i(:'i,~{~ --"" ~fftr-/fff4-;:{"~-:-{~ 4~ !Iii:: ,L;=~==;::~~~',Ji,~;,.','<~=;.:!l<"":f;: ... :l.;.,_~½'p:"'~~ -:l;;} ·\t, .• : ·., . • PLANNEIIS ,; ARCHITECTS , CIVIL ENGINEERS • t/1"10 SURVEYOR~ .1.~ .. ·• . .-;· ·-. ee.21> i'AIARS Rol.0 &Aff,tMElJO,CA1JF¢Rfl!l.02toG ,·te1.£PH.OkE' t714)::nn•Df07 Co1.urty of San Diego Hydrology Manual Ra inf all lsopluvials 100 Year Rainfall E,•erit-:6·:ilours --1 L ----'-ls-op! __ uv __ lal-(in __ che_· s_)__.I 'N l!-nW."l:i~,,..,fHOO'fw,IJ'IPWilYOFN<Y'Ji>l1).UTl!f:ilCX~ + CRl1mJEQ,!l«;:\UO',N. • .• OOTtlQTUh!tTWT(l,ltftNl'IJUJ __ WMJWflll::.$ Ol'~AWJfV»ID~~.f'N'ffiOJVJ\~ ~S..tlltS.J.ll~IJ~ ,, i\'~~~=~~~ .. .ir..,,~u,q,~~Q.14. -iu..~~,~~'Mw::li-l-Jt,~.-,!IIIM>- Pltmrnoo~t,rn~~""'PL s .$ o. 3 Miles P-l