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Home My WebLink AboutSDP 02-16; COASTLINE COMMUNITY CHURCH; DRAINAGE STUDY; 2020-02-01DRAINAGE STUDY COASTLINE COMMUNITY CHURCH 2215 Calle Barcelona Carlsbad, California 92009 FESS Prepared Under the Responsible Charge of: J (Exp. * Eric Armstrong RCE 36083 EXP: 06-30-20 Fuscoe Engineering, San Diego, Inc. 6390 Greenwich Dr., Ste 170 San Diego, CA 92122 For Coastline Community Church 2215 Calle Barcelona Carlsbad, CA 92009 FEBRUARY 2020 DRAINAGE STUDY COASTLINE COMMUNITY CHURCH 2215 Calle Barcelona Carlsbad, California 92009 FESS co Prepared Under the Responsible Charge of: o OF CALI Eric Armstrong RCE 36083 EXP: 06-30-20 Fuscoe Engineering, San Diego, Inc. 6390 Greenwich Dr., Ste 170 San Diego, CA 92122 RECEIVED For FEB 11 2029 Coastline Community Church 2215 CalIe Barcelona Carlsbad, CA 92009 LAND DEVELOPMENT ENGINEERING FEBRUARY 2020 '/ COASTLINE COMMUNITY CHURCH FEBRUARY 2020 DRAINAGE STUDY TABLE OF CONTENTS INTRODUCTION .......................... 1 1.1 Project Location...................... 1 1.2 Existing Conditions.................. 2 1.3 Proposed Conditions............... 2 METHODOLOGY......................... 3 2.1 Rational Method ..................... 3 2.2 Runoff Coefficient................... 5 2.3 Rainfall Intensity...................... 5 2.4 Tributary Areas ....................... 5 CALCULATIONS/RESULTS ............. 5 3.1 Low-Flow Pipe Calculation ...... 5 3.2 Peak Flow Comparison ........... 6 3.3 Storm Water Quality............... 6 3.4 Hydromodification .................. 6 4. CONCLUSION ............................. 7 Appendix 1 .....................................................San Diego County Hydrology Isopluvial Maps Appendix 2..........'C' Runoff Coefficient Reference/Calculations; Low-Flow Pipe Calculation Appendix 3..................................................Existing & Proposed Conditions Hydrology Maps Appendix 4...........................................................................Existing Hydrology Calculations Appendix 5........................................................................Proposed Hydrology Calculations Appendix6............................................................................................Reference Drawings COASTLINE COMMUNITY CHURCH FEBRUARY 2020 DRAINAGE STUDY 1. INTRODUCTION The purpose of this drainage study is to compare the 1 00-year storm event pre and post-development stormwater runoff flows for the Coastline Community Church Project. The project will be completed in two phases, Phase 1 and Phase 2, and this study has been prepared to analyze the impacts of the ultimate buildout. This study will verify that the post-development runoff will not impact existing public storm drain facilities. Per the City of Carlsbad requirements, the criteria used for this drainage study is the 2003 San Diego County Hydrology Manual (SDCHM). 1.1 Project Location The project proposes to redevelop a portion of the site located at 2215 Calle Barcelona in the City of Carlsbad, County of San Diego, California. The site is bordered by Calle Barcelona on the North, Paseo Aliso on the West, La Costa Valley School on the East, and residential development on the south. See Figure 1 below for project vicinity. VICINITY MAP NOT TO SCALE CITY OF OCEANSIDE VISTA CITY OF SAN MARCOS PROJECT SITE Figure 1. Vicinity Map COASTLINE COMMUNITY CHURCH JANUARY 2019 DRAINAGE STUDY 1.2 Existing Conditions Under existing conditions, the project site is a largely developed 6.4 acre parcel at the southeast corner of Calle Barcelona and Paseo Aliso. It is part of the Arroyo La Costa Unit 2 Project designed by Project Design Consultants for Fieldstone/La Costa Associates in 1992. The project site currently consists of a ministry building, worship center, playground, parking, and landscape/vegetated areas. Runoff from the western portion of the site flows via surface flow and via brow ditch to an existing basin at the northwest corner of the site. Runoff is then directed through a Type-F catch basin and flows under Calle Barcelona via 24" RCP, into the tract to the Arroya La Costa development. Runoff from the eastern portion of the site flows via surface flow and gutter flow towards the northeast portion of the site where it is collected by two catch basins. Runoff then flows slightly north west via a 24" RCP storm drain pipe to a cleanout which also serves as a low-flow separator. Low-flows are routed to the existing basin at the northwest corner of the site via 6" pvc pipe. Runoff not diverted by the separator will continue to the north and flow under Calle Barcelona via 36" RCP, into the tract to the Arroyo La Costa development. A heel drain running from east to west along the southern portion of the project picks up any incidental runoff and is routed into the existing basin at the northwest corner of the site. The heel drain is buried deep within the fill, and no significant discharge has been observed from the heel drain. Existing conditions hydrology calculations can be found in Appendix 4 1.3 Proposed Conditions The proposed redevelopment will occur in two phases, and Phase 2 will be constructed in the future. Phase 1 of the proposed redevelopment consists of the construction of a new ministry building, playground, retaining walls, and parking stalls. The proposed drainage patterns will generally remain similar to existing patterns. The low-flow pipe will remain and discharge to the basin at the northwestern corner of the site. Phase 2 of the proposed redevelopment consists of the expansion of the existing worship center, and the construction of a new maintenance building. The proposed drainage patterns will generally remain similar to existing patterns. Storm water BMPs will be constructed to provide treatment and detention of both the Phase 1 and future Phase 2 runoff prior to discharge of the runoff. The BMPs will consist of biofiltration basins. See the Proposed Conditions Hydrology Map in the Appendix 3, and the proposed hydrology calculations in Appendix 5. 2 COASTLINE COMMUNITY CHURCH FEBRUARY 2020 DRAINAGE STUDY A1II[.1iI.]t.Ie' 2.1 Rational Method Runoff from the project site was calculated for the 1 00-year storm event. Runoff was calculated using the Modified Rational Method equation below: 0 = CxlxA Where: 0 = Flow rate in cubic feet per second (cfs) C = Runoff coefficient = Rainfall Intensity in inches per hour (in/hr) A = Drainage basin area in acres, (ac) Modified Rational Method calculations were performed using the Advanced Engineering Software AES 201 2) computer program. To perform the hydrology routing, the total watershed area was divided into sub-areas which discharge at designated nodes. The procedure for the sub-area summation model is as follows: Subdivide the watershed into an initial sub-area (generally 1 lot) and subsequent sub- areas, which are generally less than 10 acres in size. Assign upstream and downstream node numbers to each sub-area. Estimate an initial Tc by using the appropriate nomograph or overland flow velocity estimation. The minimum Tc considered is 5.0 minutes. Using the initial T, determine the corresponding values of I. Then Q = CIA. Using Q, estimate the travel time between this node and the next by Manning's equation as applied to particular channel or conduit linking the two nodes. Then, repeat the calculation for 0 based on the revised intensity (which is a function of the revised time of concentration) COASTLINE COMMUNITY CHURCH FEBRUARY 2020 DRAINAGE STUDY 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 2012 computer software sub-area menu is as follows: SUBAREA HYDROLOGIC PROCESS Confluence analysis at node. Initial sub-area analysis (including time of concentration calculation). Pipe flow travel time (computer estimated). Pipe flow travel time (user specified). Trapezoidal channel travel time. Street flow analysis through sub-area. User-specified information at node. Addition of sub-area runoff to main line. V-gutter flow through area. Copy main stream data to memory bank Confluence main stream data with a memory bank 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. IT the collection streams have the same times of concentration, then the Q values are directly summed, = Q. + Qb; T = Ta = Tb If the collection streams have different times of concentration, the smaller of the tributary Q values may be adjusted as follows: 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 a ratio of rainfall intensities. Q = Qb + Qa (lb/la); T = Ta 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 Tvalues. QP = Qb + Q (Tb/T.); T = Tb 4 COASTLINE COMMUNITY CHURCH FEBRUARY 2020 DRAINAGE STUDY 2.2 Runoff Coefficient A weighted runoff coefficient was determined for each sub-basin in both existing and proposed conditions based on the soil type and Table 3-1 of the SDCHM and runoff equation. The site is underlain by Type D soils. In existing conditions, the site consists of both natural terrain (runoff coefficient D= 0.35 for Type D soils) and commercial/industrial (office professional/commercial, C= 0.85). Please refer to Appendix 2 for runoff coefficient calculations. 2.3 Rainfall Intensity Rainfall intensity was determined by AES using the Intensity-Duration Chart per Figure 3-1 of the SDCHM. The 1 00-year 6-hour precipitation at the project site is 2.7 inches. The isopluvial maps from the SDCHM showing the 1 00-year precipitation at the project site are included in Appendix 1. 2.4 Tributary Areas Drainage basins are delineated on the Existing and Proposed Hydrology Condition Maps in Appendix 3. Bold lines graphically portray the tributary area for the drainage basin. 3. CALCULATIONS/RESULTS 3.1 Low-Flow Pipe Calculation The maximum runoff resulting from the 6" pvc low-flow pipe has been calculated using Bentley FlowMaster. The low-flow pipe consists of a 6" pvc pipe at a 1 % slope, and can convey a maximum of 0.73 cfs. In the existing condition, the runoff tributary to the 6" low-flow pipe is 4.00 acres, and the maximum runoff of 0.73 cfs is added to Node 99, which represents the low-flow runoff exiting the flow separator. In the proposed condition, the runoff tributary to the 6" low-flow pipe is 3.67 acres, and the runoff is added to Node 99. FlowMaster Calculations can be found in Appendix 2. COASTLINE COMMUNITY CHURCH FEBRUARY 2020 DRAINAGE STUDY 3.2 Peak Flow Comparison Table 1 below summarizes the results of the AES calculations which are provided in the Appendices 4 and 5 of this report. Table 1. eak Flow Rate Comparison HYDROLOGY SUMMARY 100 YEAR DISCHARGE I NODE EXISTING CFS EXISTING AREA PROPOSED CFS PROPOSED AREA Net Increase 100 11.96 4.00 acres 12.48 3.67 acres 0.52 cfs 200 10.34 4.86 acres* 11.04 5.19 acres* 0.70 cfs Totals 8.86 acres _- 8.86 acres *Note: These areas for Basin 200 indicate the physical area for which 1 00-year flow has been calculated, which excludes the area tributary to the low-flow pipe (Basin 100). In AES calculations, Basin 200 end result area is 8.84 ac because it includes the low-flow area (Basin 100). The site discharges at two different points, Node 100 and Node 200. The two discharge points ultimately enter the public system. As shown in the table above, Node 100 (beginning of existing 36" storm drain) has an existing runoff of 11 .96 cfs, and increases to 12.48 cfs in proposed conditions. Node 200 (beginning of existing 24" storm drain) has an existing runoff of 10.34 cfs and increases to 11.04 cfs in proposed conditions. Per Sheet 4 of City of Carlsbad DWG 323-8, the existing storm drain at Node 100 was designed for ultimate conditions of 22.4 cfs, and can therefore convey 12.48 cfs. The existing storm drain at Node 200 was designed for ultimate conditions of 15.4 cfs, and can therefore convey 11 .04 cfs. Please see Appendix 6 for reference DWG 323-8. 3.3 Storm Water Quality The project's runoff will be treated for storm water quality using biofiltration basins. A more detailed discussion of the projects' storm water quality BMPs can be found in the Storm Water Quality Management Plan (SWQMP) prepared for this project by Fuscoe Engineering, under separate cover. 3.4 Hydromodification The project's runoff will have hydromodification attenuation provided by the proposed biofiltration basins. The calculations for sizing of these facilities for hydromodification and a more detailed discussion of the project's storm water quality BMPs can be found in the project's Storm Water Quality Management Plan (SWQMP) prepared by Fuscoe Engineering. COASTLINE COMMUNITY CHURCH FEBRUARY 2020 DRAINAGE STUDY 4. CONCLUSION As shown in the analysis, the proposed project will maintain existing drainage patterns and flow directions. At Node 100 and 200, the proposed flow rates will slightly increase in comparison to the existing, however as discussed in Section 3.2 of this report, the existing storm drains are sized adequately. Therefore, it is not anticipated the new development will cause a significant impact to the public drainage facilities. APPENDIX 1 SAN DIEGO COUNTY HYDROLOGY ISOPLUVIAL MAPS t k Countyof San Diego Oraqge 4;t 14 ti .• .--f~4±+~±• +f-±++fr i4-44 ±4-- t --t-rf - l----t- —t ttt -t Hydrology Manual . T; + - - I 4 + 1 r + I I L I + I I + Rainfall Isoplials ftSITE - ri -t I H H H I H 4 P6=2 7 Lf 100 Year Ramfall Event 6 Hours 4 - * H T41 4 + CA L I 4- + + 4 a + t Isopluvial (inches) + I I 1 + 4 L + ~ '4 - _ . . --... ----•..4+ --•. S TA .7111 1___ 4 +I ______ O5C + WY 4-d I-DELMA 'ft k 13 _sw 4 H 44 L LI I1JT 0)1- + - t t4 t41'1 fr 4- r +r 1±t r t 4 4-++f+* -44-4t±+ i -t I+* -I * NT t.1- 'r-4-+ 4 + 4 j44 H+4 __ h tI- 4-Th4- 4 f-I- 4 - + +4-Il 4-1 4tH 'f4 t -i- . . . . . . t t 4-44 I+'I+ I + ± ---•-• +4- -- + I + - + f+ -±4-++ + + L +4- ..... I + I I t I I f- F ,-• j.- + -• f1Jt:r- 4- i-4- 1 t t 1 DPW + +4. • + + + - 4-- A1+. 1t+4-tt+f- + + I- 4- I 44-4+4 1 .4 4 4-4 4 4-- IMR4AL • + I-+ I. , + - + 4- — iL •f 1- -- .. -+ ± -- I- + 4- --*- ± ±t•+++ H-+ - -t- .4- +- + -4-4- + + 4- -I--+- --++++*4-4++++-+-- + 4 + t f + 4-+ 4-4- + I f 4- I- .......- +............I * 4 d. - I 4-4- * I- 1 +4- -4- 4- 4- + + - + 1 f4 +-4fi- 4-- + I I- + 4-4- Ht -4 +- ++ + • -I- +-+-4-f-+ +4-1 4-4 + +-* + LI + - + 4 + + + ++ + U + 4- j- 4- E 323O ++*4- 4 4 4-+++++I++± 32?3O'4- + - 4-++- S 3 0 3 Miles 4- F+ • • _t ......... +* • 4+ II I-# . ±ttr+±±++++++++++++f . . ttt+ft4 +tt++ ttttf+*t 4~t++4+++- • - APPENDIX 2 'C' RUNOFF COEFFICIENT REFERENCE AND CALCULATIONS 1111 FUSCOE Iii.. £ MG IN I I RING Job Name: COASTLINE COMMUNITY CHURCH Job #: 2437-001 Date: 2/9/2020 Runoff Calculations Runoff Coefficent Variables Per San Diego County Hydrology Manual June '03) Assumptions: Natural Ground (Soil D) Cp = 0.35 Runoff Coefficient Equation C = 0.90 * (% Impervious) + (Cp) * (% Pervious) (per SDCHM page 3-5) EXISTING CONDITIONS: Sub-Basin Sub-Basin Sub-Basin Sub-Basin Sub-Basin Sub-Basin BASIN 100 100A 100B 100C 100D 100E 100F Total Area = 0.44 0.70 0.49 1.81 0.09 0.47 Area Impervious = 0.02 0.00 0.27 1.23 0.09 0.39 Area Pervious = 0.42 0.70 0.22 0.58 0.00 0.08 C = 0.38 0.35 0.65 0.72 0.90 0.81 Sub-Basin Sub-Basin Sub-Basin Sub-Basin Sub-Basin Sub-Basin BASIN 200 200A 200B 200C 200D 200E 200F Total Area = 0.22 3.00 0.77 0.17 0.63 0.07 Area Impervious = 0.00 0.05 0.30 0.00 0.06 0.00 Area Pervious = 0.22 2.95 0.47 0.17 0.57 0.07 C = 0.35 0.36 0.56 0.35 0.40 0.35 TOTALS 4.00 ac 2.00 ac 2.00 ac TOTALS 4.86 ac 0.41 ac 4.45 ac 1 of 2 r:IIIIlI Job Name: COASTLINE COMMUNITY CHURCH .01 FUSCOE Job #: 2437-001 EN6INERlNG Date 2/9/2020 Runoff Calculations PROPOSED CONDITIONS: Sub-Basin Sub-Basin Sub-Basin Sub-Basin Sub-Basin Sub-Basin BASIN 100 100A 100B 100C 100D 100E 100F TOTALS Total Area = 0.44 0.70 0.46 1.75 0.09 023 3.67 ac Area Impervious = 0.02 0.00 0.27 1.41 0.09 0.20 1.99 ac Area Pervious = 0.42 0.70 0.19 0.34 0.00 0.03 1.68 ac C = 0.38 0.35 0.67 0.79 0.90 0.83 Sub-Basin Sub-Basin Sub-Basin Sub-Basin Sub-Basin Sub-Basin Sub-Basin Sub-Basin Sub-Basin BASIN 200 200.1 200.2 200.3 200.4 200.5 200.6 200.7 200.8 200.9 TOTALS Total Area = 0.24 0.28 0.49 0.57 0.24 0.07 0.22 2.99 0.09 5.19 ac Area Impervious = 0.00 0.28 0.29 0.33 0.00 0.00 0.00 0.05 0.00 0.95 ac Area Pervious = 0.24 0.00 0.20 0.24 0.24 0.07 0.22 2.94 0.09 4.24 ac C = 0.35 0.90 0.68 0.67 0.35 0.35 0.35 0.36 0.35 lArea: Basin 100+ basin 200= 8.86 ac 2 of 2 San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 6 of 26 Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Runoff Coefficient "C" Soil Type NRCS Elements County Elements % RAPER. A B C D Undisturbed Natural Terrain (Natural) Permanent Open Space I 0* 10 0.20 0.27 0.25 0.32 0.30 0.36 I 0.35 I 0.41 Low Density Residential (LDR) Residential, 1.0 DU/A or less Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38 0.42 0.46 Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 0.49 Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 0.48 0.52 Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 0.57 Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 0.57 0.60 Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 0.60 0.63 High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 0.71 High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 0.78 0.79 Commercial/Industrial (N. Corn) Neighborhood Commercial 80 0.76 0.77 0.78 0.79 Commercial/Industrial (G. Corn) General Commercial 85 90 90 0.80 0.83 0.83 0.80 0.84 0.84 0.81 0.84 0.84 0.82 0.85 0.85 I Commercial/Industrial (O.P. Corn) Office Professional/Commercial Commercial/Industrial (Limited I.) Limited Industrial Commercial/Industrial (General I.) General Industrial 95 0.87 0.87 0.87 0.87 *The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest). DU/A = dwelling units per acre NRCS = National Resources Conservation Service 3-6 Worksheet for Circular Low-Flow Pipe -1 Project Description Friction Method Manning Formula Solve For Full Flow Capacity Input Data Roughness Coefficient 0.010 Channel Slope 0.01000 ft/ft Normal Depth 0.50 ft Diameter 0.50 ft Discharge 0.73 ft3/s Results Discharge 0.73 ft3/s Normal Depth 0.50 ft Flow Area 0.20 ft2 Wetted Perimeter 1.57 ft Hydraulic Radius 0.13 ft Top Width 0.00 ft Critical Depth 0.43 ft Percent Full 100.0 % Critical Slope 0.00929 ft/ft Velocity 3.71 ft/s Velocity Head 0.21 ft Specific Energy 0.71 ft Froude Number 0.00 Maximum Discharge 0.78 ft3/s Discharge Full 0.73 ft3/s Slope Full 0.01000 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data . Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Bentley Systems, Inc. Haestad Methods SoIiRitlMtewMaster V81 (SELECTseries 1) [08.11.01.03] 10/11/2018 9:51:06 AM 27 Siemons Company Drive Suite 200W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Circular Low-Flow Pipe - I GVF Output Data Normal Depth Over Rise 100.00 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.50 ft Critical Depth 0.43 ft Channel Slope 0.01000 ft/ft Critical Slope 0.00929 ft/ft Bentley Systems, Inc. Haestad Methods Solfll€tewMaster V8i (SELECTseries 1) [08.11.01.03) 10/11/2018 :51:06 AM 27 Siemons Company Drive Suite 200W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 APPENDIX 3 EXISTING AND PROPOSED CONDITION HYDROLOGY MAPS 11 O E ~1ST IN6 HYDOL06V E-Yff (61T 0 PUCOED qYPHIO&Y UO( SIT. 0 APPENDIX 4 EXISTING HYDROLOGY CALCULATIONS Job Name: COASTLINE COMMUNITY CHURCH Job#: 2437-001 Run Name: EX1 00 Date: 11/19/2019 Existing Conditions - 100 YR Node to Node W.]H1IlTh1i ... ix .i I . brow zditch, 'L1Ir: MEN II. Confluence 1 of 2 ••• ... MEMO UU•' OWIM brow ditch, 2.5'wide MEN Confluence ___•.0 18" RCP ___I.. ____________Existing 125 Confluence I of 2 'MEN --- ... mom ____________U.. Existing 18" RCP U.. ... U.. wz ___.iu _III U.' II. _ ii __ UI, U.. III Confluence cp!lI'_••• U. Ii. mom U.. U.. U.. U.. U.. PRINTED: 11/21/2019 @10:18 AM 1 of I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2014 Advanced Engineering Software (aes) Ver. 21.0 Release Date: 06/01/2014 License ID 1355 Analysis prepared by: Fuscoe Engineering 6390 Greenwich Or San Diego, CA ************************** DESCRIPTION OF STUDY * COASTLINE CHURCH * * EXISTING HYDROLOGY- 100 YEAR * * BASIN 100 * ************************************************************************** FILE NAME: EXC100.DAT TIME/DATE OF STUDY: 16:19 11/20/2019 ---------------------------------------------------------------------------- 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) = 6.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USERDEFINED 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. (Fl) (FT) SIDE / SIDE! WAY (FT) (FT) (FT) (Fl) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 160.00 IS CODE = 21 ---------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3800 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) = 141.70 DOWNSTREAM ELEVATION(FEET) = 131.60 ELEVATION DIFFERENCE(FEET) = 10.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.660 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Ic CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Ic = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.14 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.14 FLOW PROCESS FROM NODE 160.00 TO NODE 145.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 130.90 DOWNSTREAM(FEET) = 100.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 379.00 CHANNEL SLOPE = 0.0815 CHANNEL BASE(FEET) = 2.50 'Z" FACTOR = 1.000 MANNINGS FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.175 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3800 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.60 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.03 AVERAGE FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 1.57 Tc(MIN.) = 6.23 SUBAREA AREA(ACRES) = 0.39 SUBAREA RUNOFF(CFS) = 0.92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.380 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 1.03 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.08 FLOW VELOCITY(FEET/SEC.) = 5.06 LONGEST FLOWPATH FROM NODE 165.00 TO NODE 145.00 = 439.00 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.) = 6.23 RAINFALL INTENSITY(INCH/HR) = 6.17 TOTAL STREAM AREA(ACRES) = 0.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.03 FLOW PROCESS FROM NODE 175.00 TO NODE 170.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 195.00 DOWNSTREAM ELEVATION(FEET) = 168.60 ELEVATION DIFFERENCE(FEET) = 26.40 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.427 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.747 SUBAREA RUNOFF(CFS) = 0.24 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.24 FLOW PROCESS FROM NODE 170.00 TO NODE 155.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 168.50 DOWNSTREAM(FEET) = 140.10 CHANNEL LENGTH THRU SUBAREA(FEET) = 70.00 CHANNEL SLOPE = 0.4057 CHANNEL BASE(FEET) = 100.00 "Z" FACTOR = 99.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 0.10 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.898 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.44 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.93 AVERAGE FLOW DEPTH(FEET) = 0.00 TRAVEL TIME(MIN.) = 1.26 Tc(MIN.) = 6.69 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.41 AREA-AVERAGE RUNOFF COEFFICIENT = 0.350 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 0.62 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.00 FLOW VELOCITY(FEET/SEC.) = 1.29 LONGEST FLOWPATH FROM NODE 175.00 TO NODE 155.00 = 145.00 FEET. FLOW PROCESS FROM NODE 155.00 TO NODE 150.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 140.00 DOWNSTREAM(FEET) = 134.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 60.00 CHANNEL SLOPE = 0.0867 CHANNEL BASE(FEET) = 2.50 "Z" FACTOR = 1.000 MANNiNG'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.788 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.02 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.02 AVERAGE FLOW DEPTH(FEET) = 0.08 TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 6.88 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.81 AREA-AVERAGE RUNOFF COEFFICIENT = 0.350 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 1.42 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.09 FLOW VELOCITY(FEET/SEC.) = 5.79 LONGEST FLOWPATH FROM NODE 175.00 TO NODE 150.00 = 205.00 FEET. FLOW PROCESS FROM NODE 150.00 TO NODE 145.00 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 134.70 DOWNSTREAM ELEVATION(FEET) = 101.00 STREET LENGTH(FEET) = 455.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetfiow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.23 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 5.34 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.96 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.28 STREET FLOW TRAVEL TIME(MIN.) = 1.53 Tc(MIN.) = 8.41 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.086 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.474 SUBAREA AREA(ACRES) = 0.49 SUBAREA RUNOFF(CFS) = 1.62 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 2.87 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 6.41 FLOW VELOCITY(FEET/SEC.) = 5.11 DEPTH*VELOCITY(FT*FT/SEC.) = 1.42 LONGEST FLOWPATH FROM NODE 175.00 TO NODE 145.00 = 660.00 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.) = 8.41 RAINFALL INTENSITY(INCH/HR) = 5.09 TOTAL STREAM AREA(ACRES) = 1.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.87 ** CONFLUENCE DATA ** STREAM RUNOFF Ic INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.03 6.23 6.175 0.44 2 2.87 8.41 5.086 1.19 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 3.15 6.23 6.175 2 3.72 8.41 5.086 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.72 Tc(MIN.) = 8.41 TOTAL AREA(ACRES) = 1.6 LONGEST FLOWPATH FROM NODE 175.00 TO NODE 145.00 = 660.00 FEET. FLOW PROCESS FROM NODE 145.00 TO NODE 125.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 97.50 DOWNSTREAM(FEET) = 97.20 FLOW LENGTH(FEET) = 36.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.0 INCHES PIPE-FLOW VELOCITY(FEETISEC.) = 4.86 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 3.72 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 8.54 LONGEST FLOWPATH FROM NODE 175.00 TO NODE 125.00 = 696.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 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.) = 8.54 RAINFALL INTENSITY(INCH/HR) = 5.04 TOTAL STREAM AREA(ACRES) = 1.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.72 FLOW PROCESS FROM NODE 140.00 TO NODE 135.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .7200 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM, ELEVATION(FEET) = 136.10 DOWNSTREAM ELEVATION(FEET) = 134.00 ELEVATION DIFFERENCE(FEET) = 2.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.657 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 76.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.51 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.51 FLOW PROCESS FROM NODE 135.00 TO NODE 130.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 134.00 DOWNSTREAM(FEET) = 104.10 CHANNEL LENGTH THRU SUBAREA(FEET) = 663.00 CHANNEL SLOPE = 0.0451 CHANNEL BASE(FEET) = 20.00 "Z' FACTOR = 99.000 MANNINGS FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.858 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .7200 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.63 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.52 AVERAGE FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 4.38 Tc(MIN.) = 9.03 SUBAREA AREA(ACRES) = 1.71 SUBAREA RUNOFF(CFS) = 5.98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.720 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 6.33 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.07 FLOW VELOCITY(FEET/SEC.) = 3.16 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 130.00 = 763.00 FEET. FLOW PROCESS FROM NODE 130.00 TO NODE 125.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 100.10 DOWNSTREAM(FEET) = 96.90 FLOW LENGTH(FEET) = 103.60 MANNINGS N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.11 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 6.33 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 9.22 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 125.00 = 866.60 FEET. FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 IS CODE = ---------------------------------------------------------------------------- >>>>>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.) = 9.22 RAINFALL INTENSITY(INCH/HR) = 4.79 TOTAL STREAM AREA(ACRES) = 1.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.33 ** CONFLJENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.72 8.54 5.037 1.63 2 6.33 922 4.793 1.81 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 9.58 8.54 5.037 2 9.87 9.22 4.793 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.87 Tc(MIN.) = 9.22 TOTAL AREA(ACRES) = 3.4 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 125.00 = 866.60 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) = 4.793 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5991 SUBAREA AREA(ACRES) = 0.09 SUBAREA RUNOFF(CFS) = 0.39 TOTAL AREA(ACRES) = 3.5 TOTAL RUNOFF(CFS) = 10.14 TC(MIN.) = 9.22 FLOW PROCESS FROM NODE 125.00 TO NODE 105.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 96.60 DOWNSTREAM(FEET) = 94.20 FLOW LENGTH(FEET) = 45.00 MANNiNG'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.39 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 10.14 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 9.28 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 105.00 = 911.60 FEET. FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 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.) = 9.28 RAINFALL INTENSITY(INCH/HR) = 4.77 TOTAL STREAM AREA(ACRES) = 3.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.14 FLOW PROCESS FROM NODE 120.00 TO NODE 115.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8100 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 113.10 DOWNSTREAM ELEVATION(FEET) = 103.60 ELEVATION DIFFERENCE(FEET) = 9.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.713 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Ic = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.58 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.58 FLOW PROCESS FROM NODE 115.00 TO NODE 110.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 103.60 DOWNSTREAM(FEET) = 103.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 150.00 CHANNEL SLOPE = 0.0020 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 99.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.918 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8100 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.62 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.71 AVERAGE FLOW DEPTH(FEET) = 0.08 TRAVEL TIME(MIN.) = 3.51 Tc(MIN.) = 5.22 SUBAREA AREA(ACRES) = 0.37 SUBAREA RUNOFF(CFS) = 2.07 AREA-AVERAGE RUNOFF COEFFICIENT = 0.810 TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 2.63 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.10 FLOW VELOCITY(FEET/SEC.) = 0.84 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 110.00 = 200.00 FEET. FLOW PROCESS FROM NODE 110.00 TO NODE 105.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 101.30 DOWNSTREAM(FEET) = 94.50 FLOW LENGTH(FEET) = 30.20 MANNINGS N = 0.009 DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 20.26 GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 2.63 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 5.25 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 105.00 = 230.20 FEET. FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 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.) = 5.25 RAINFALL INTENSITY(INCH/HR) = 6.90 TOTAL STREAM AREA(ACRES) = 0.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.63 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.14 9.28 4.773 3.53 2 2.63 5.25 6.897 0.47 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Ic INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 9.65 5.25 6.897 2 11.96 9.28 4.773 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.96 Tc(MIN.) = 9.28 TOTAL AREA(ACRES) = 4.0 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 105.00 = 911.60 FEET. FLOW PROCESS FROM NODE 105.00 TO NODE 100.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 94.20 DOWNSTREAM(FEET) = 90.70 FLOW LENGTH(FEET) = 65.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.99 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 11.96 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 9.37 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 100.00 = 977.20 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.0 TC(MIN.) = 9.37 PEAK FLOW RATE(CFS) = 11.96 END OF RATIONAL METHOD ANALYSIS * F U S C O E L N G I N £ E R I N 6 Job Name: COASTLINE COMMUNITY CHURCH Job #: 2437-001 Run Name: EX200 Date: 2/7/2020 Existing Conditions - 100 YR Node to Node I.. mom INOMENE I.. UI' 00 of Q=0.73CFS (Low-flows from Basin 100 tributary to low-flow !pipe), Tc= 9.28 from Basin 100 analysis (see AES run for Existing 6" PVC Confluence ___ I' 'tii W ip!l mom _____________________I.. Confluence __of 3___U'. I.. ~gE_____________U.. IU• III brow ditch/ sheet flow mom Confluence 2 of 3 mom U.. EMIN ___U•• S ... ____•UU I. ... mom I.. U.. _01001MON U.. U.. ... mom I.. II. U.. NONE .. PRINTED: 2/9/2020 @7:25 PM 1 of 1 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2014 Advanced Engineering Software (aes) Ver. 21.0 Release Date: 06/01/2014 License ID 1355 Analysis prepared by: Fuscoe Engineering 6390 Greenwich Dr San Diego, CA ************************** DESCRIPTION OF STUDY ************************** * COASTLINE CHURCH * * EXISTING HYDROLOGY - 100 YEAR * * BASIN 200 * ************************************************************************** FILE NAME: EXC200.DAT TIME/DATE OF STUDY: 16:46 02/09/2020 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 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 *USERDEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE! WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 220.00 TO NODE 215.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 107.50 DOWNSTREAM ELEVATION(FEET) = 103.00 ELEVATION DIFFERENCE(FEET) = 4.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.005 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.321 SUBAREA RUNOFF(CFS) = 0.13 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.13 FLOW PROCESS FROM NODE 215.00 TO NODE 210.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 103.00 DOWNSTREAM(FEET) = 93.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 98.00 CHANNEL SLOPE = 0.1020 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 99.000 MANNINGS FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.611 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .4000 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.78 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.34 AVERAGE FLOW DEPTH(FEET) = 0.03 TRAVEL TIME(MIN.) = 1.22 Tc(MIN.) = 7.22 SUBAREA AREA(ACRES) = 0.58 SUBAREA RUNOFF(CFS) = 1.30 AREA-AVERAGE RUNOFF COEFFICIENT = 0.400 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 1.41 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.04 FLOW VELOCITY(FEET/SEC.) = 1.71 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 210.00 = 173.00 FEET. FLOW PROCESS FROM NODE 210.00 TO NODE 209.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 91.50 DOWNSTREAM(FEET) = 86.70 FLOW LENGTH(FEET) = 4.50 MANNINGS N = 0.009 DEPTH OF FLOW IN 6.0 INCH PIPE IS 1.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 30.55 GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 1.41 PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 7.23 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 209.00 = 177.50 FEET. FLOW PROCESS FROM NODE 209.00 TO NODE 209.00 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.) = 7.23 RAINFALL INTENSITY(INCH/HR) = 5.61 TOTAL STREAM AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.41 FLOW PROCESS FROM NODE 99.00 TO NODE 99.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 9.37 RAIN INTENSITY(INCH/HOUR) = 4.74 TOTAL AREA(ACRES) = 4.00 TOTAL RUNOFF(CFS) = 0.73 FLOW PROCESS FROM NODE 99.00 TO NODE 209.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 88.90 DOWNSTREAM(FEET) = 86.60 FLOW LENGTH(FEET) = 225.00 MANNINGS N = 0.010 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 3.72 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 0.73 PIPE TRAVEL TIME(MIN.) = 1.01 Tc(MIN.) = 10.38 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 209.00 = 225.00 FEET. FLOW PROCESS FROM NODE 209.00 TO NODE 209.00 IS CODE = ---------------------------------------------------------------------------- >>>>>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.) = 10.38 RAINFALL INTENSITY(INCH/HR) = 4.44 TOTAL STREAM AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.73 ** CONFLUENCE DATA ** STREAM RUNOFF Ic INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.41 7.23 5.610 0.63 2 0.73 10.38 4.441 4.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Ic INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 1.92 7.23 5.610 2 1.85 10.38 4.441 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.92 Tc(MIN.) = 7.23 TOTAL AREA(ACRES) = 4.6 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 209.00 = 225.00 FEET. FLOW PROCESS FROM NODE 209.00 TO NODE 205.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 86.70 DOWNSTREAM(FEET) = 83.00 FLOW LENGTH(FEET) = 362.00 MANNING'S N = 0.009 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 4.51 (PIPE FLOW VELOCITY CORRESPONDING TO NORMAL-DEPTH FLOW AT DEPTH = 0.82 * DIAMETER) GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.92 PIPE TRAVEL TIME(MIN.) = 1.34 Tc(MIN.) = 8.56 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 205.00 = 587.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 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.) = 8.56 RAINFALL INTENSITY(INCH/HR) = 5.03 TOTAL STREAM AREA(ACRES) = 4.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.92 FLOW PROCESS FROM NODE 255.00 TO NODE 250.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 195.00 DOWNSTREAM ELEVATION(FEET) = 171.50 ELEVATION DIFFERENCE(FEET) = 23.50 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) = 6.150 SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.22 FLOW PROCESS FROM NODE 250.00 TO NODE 245.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 171.40 DOWNSTREAM(FEET) = 140.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 61.00 CHANNEL SLOPE = 0.5148 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 99.000 MANNINGS FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.761 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.34 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.52 AVERAGE FLOW DEPTH(FEET) = 0.01 TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 6.93 SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) = 0.24 AREA-AVERAGE RUNOFF COEFFICIENT = 0.350 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.44 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.01 FLOW VELOCITY(FEET/SEC.) = 1.69 LONGEST FLOWPATH FROM NODE 255.00 TO NODE 245.00 = 161.00 FEET. FLOW PROCESS FROM NODE 245.00 TO NODE 205.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 139.90 DOWNSTREAM(FEET) = 84.70 CHANNEL LENGTH THRU SUBAREA(FEET) = 604.00 CHANNEL SLOPE = 0.0914 CHANNEL BASE(FEET) = 2.50 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.165 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3600 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.25 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 7.87 AVERAGE FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 1.28 Tc(MIN.) = 8.21 SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 5.58 AREA-AVERAGE RUNOFF COEFFICIENT = 0.359 TOTAL AREA(ACRES) = 3.2 PEAK FLOW RATE(CFS) = 5.98 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.22 FLOW VELOCITY(FEET/SEC.) = 10.07 LONGEST FLOWPATH FROM NODE 255.00 TO NODE 205.00 = 765.00 FEET. ************************** ************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 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.) = 8.21 RAINFALL INTENSITY(INCH/HR) = 5.17 TOTAL STREAM AREA(ACRES = 3.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.98 FLOW PROCESS FROM NODE 235.00 TO NODE 230.00 IS CODE = 21 -------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREM: USER-SPECIFIED RUNOFF COEFFICIENT = .5600 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 79.00 UPSTREAM ELEVATION(FEET) = 117.00 DOWNSTREAM ELEVATION(FEET) = 113.00 ELEVATION DIFFERENCE(FEET) = 4.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.031 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.085 SUBAREA RUNOFF(CFS) = 0.20 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.20 FLOW PROCESS FROM NODE 230.00 TO NODE 229.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 113.00 DOWNSTREAM(FEET) = 105.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 245.00 CHANNEL SLOPE = 0.0327 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 99.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.828 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .5600 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.21 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.00 AVERAGE FLOW DEPTH(FEET) = 0.05 TRAVEL TIME(MIN.) = 4.09 Tc(MIN.) = 9.12 SUBAREA AREA(ACRES) = 0.72 SUBAREA RUNOFF(CFS) = 1.95 AREA-AVERAGE RUNOFF COEFFICIENT = 0.560 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 2.08 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.06 FLOW VELOCITY(FEET/SEC.) = 1.24 LONGEST FLOWPATH FROM NODE 235.00 TO NODE 229.00 = 324.00 FEET. FLOW PROCESS FROM NODE 229.00 TO NODE 205.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 105.00 DOWNSTREAM(FEET) = 84.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 81.00 CHANNEL SLOPE = 0.2531 CHANNEL BASE(FEET) = 2.50 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.781 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.22 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 9.69 AVERAGE FLOW DEPTH(FEET) = 0.09 TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 9.26 SUBAREA AREA(ACRES) = 0.17 SUBAREA RUNOFF(CFS) = 0.28 AREA-AVERAGE RUNOFF COEFFICIENT = 0.522 TOTAL AREA(ACRES) = 0.9 PEAK FLOW RATE(CFS) = 2.35 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.09 FLOW VELOCITY(FEET/SEC.) = 9.58 LONGEST FLOWPATH FROM NODE 235.00 TO NODE 205.00 = 405.00 FEET. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 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.) = 9.26 RAINFALL INTENSITY(INCH/HR) = 4.78 TOTAL STREAM AREA(ACRES) = 0.94 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.35 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.92 8.56 5.028 4.63 2 5.98 8.21 5.165 3.22 3 2.35 9.26 4.781 0.94 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 9.93 8.21 5.165 2 9.91 8.56 5.028 3 9.71 9.26 4.781 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.93 Tc(MIN.) = 8.21 TOTAL AREA(ACRES) = 8.8 LONGEST FLOWPATH FROM NODE 255.00 TO NODE 205.00 = 765.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 201.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 82.50 DOWNSTREAM(FEET) = 81.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 46.00 CHANNEL SLOPE = 0.0196 CHANNEL BASE(FEET) = 38.00 "Z" FACTOR = 99.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.975 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.99 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.56 AVERAGE FLOW DEPTH(FEET) = 0.13 TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 8.71 SUBAREA AREA(ACRES) = 0.07 SUBAREA RUNOFF(CFS) = 0.12 AREA-AVERAGE RUNOFF COEFFICIENT = 0.235 TOTAL AREA(ACRES) = 8.9 PEAK FLOW RATE(CFS) = 10.34 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.13 FLOW VELOCITY(FEET/SEC.) = 1.53 LONGEST FLOWPATH FROM NODE 255.00 TO NODE 201.00 = 811.00 FEET. FLOW PROCESS FROM NODE 201.00 TO NODE 200.00 IS CODE = 41 --------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 73.30 DOWNSTREAM(FEET) = 72.50 FLOW LENGTH(FEET) = 26.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.23 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 10.34 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 8.75 LONGEST FLOWPATH FROM NODE 255.00 TO NODE 200.00 = 837.50 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 8.9 TC(MIN.) = 8.75 PEAK FLOW RATE(CFS) = 10.34 END OF RATIONAL METHOD ANALYSIS APPENDIX 5 PROPOSED HYDROLOGY CALCULATIONS Job Name: COASTLINE COMMUNITY CHURCH Job#: 2437-001 FJSCOE Run Name: PRC1 00 N G I N C C R I N 6 Date: 11/20/2019 Proposed Conditions - 100 YR ________&.IllIIIIllll I.. iiwir wixi ••• E brow Ks1I[: MEM NOMINEE Confluence MEN ... -brow ditch, 2.5'wide mom Confluence MEN mom ___... ONNIMMEMEM Exisfinq 18" RCP mom U.. Confluence 1 of mom ... ••• ________ ___... I .I _ ___U.. ILILllIu(PI&' UI. U.. _____________________•U. Existing 24" RCP _________... Confluence I.. I.. 'U. U.. ExistngIL UU ____'U. Iu1litu(P!lI Non U.. U.. U.. U.' U'. U.. PRINTED: 11/21/2019@6:25PM 1 of I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2014 Advanced Engineering Software (aes) Ver. 21.0 Release Date: 06/01/2014 License ID 1355 Analysis prepared by: Fuscoe Engineering 6390 Greenwich Dr San Diego, CA ************************** DESCRIPTION OF STUDY ************************** * COASTLINE CHURCH * * PROPOSED HYDROLOGY - 100 YEAR * * BASIN 100 * ************************************************************************** FILE NAME: PRC100.DAT TIME/DATE OF STUDY: 14:26 11/21/2019 ---------------------------------------------------------------------------- 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) = 6.00 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 *USERDEFINED 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. (Fl) (Fl) SIDE / SIDE! WAY (Fl) (Fl) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 160.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3800 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) = 141.70 DOWNSTREAM ELEVATION(FEET) = 131.60 ELEVATION DIFFERENCE(FEET) = 10.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.660 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTEN1SITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Ic = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.14 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.14 FLOW PROCESS FROM NODE 160.00 TO NODE 145.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUEAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 130.90 DOWNSTREAM(FEET) = 100.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 379.00 CHANNEL SLOPE = 0.0815 CHANNEL BASE(FEET) = 2.50 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.175 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3800 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.60 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.03 AVERAGE FLOW DEPTH(FEET = 0.06 TRAVEL TIME(MIN.) = 1.57 Tc(MIN.) = 6.23 SUBAREA AREA(ACRES) = 0.39 SUBAREA RUNOFF(CFS) = 0.92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.380 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 1.03 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.08 FLOW VELOCITY(FEET/SEC.) = 5.06 LONGEST FLOWPATH FROM NODE 165.00 TO NODE 145.00 = 439.00 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.) = 6.23 RAINFALL INTENSITY(INCH/HR) = 6.17 TOTAL STREAM AREA(ACRES) = 0.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.03 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 175.00 TO NODE 170.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 195.00 DOWNSTREAM ELEVATION(FEET) = 168.60 ELEVATION DIFFERENCE(FEET) = 26.40 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.427 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.747 SUBAREA RUNOFF(CFS) = 0.24 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.24 **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 155.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 168.50 DOWNSTREAM(FEET) = 140.10 CHANNEL LENGTH THRU SUBAREA(FEET) = 70.00 CHANNEL SLOPE = 0.4057 CHANNEL BASE(FEET) = 100.00 "Z" FACTOR = 99.000 MANNINGS FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.898 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.44 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.93 AVERAGE FLOW DEPTH(FEET) = 0.00 TRAVEL TIME(MIN.) = 1.26 Tc(MIN.) = 6.69 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.41 AREA-AVERAGE RUNOFF COEFFICIENT = 0.350 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 0.62 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.00 FLOW VELOCITY(FEET/SEC.) = 1.29 LONGEST FLOWPATH FROM NODE 175.00 TO NODE 155.00 = 145.03 FEET. ************************** ************************************************* FLOW PROCESS FROM NODE 155.00 TO NODE 150.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 140.00 DOWNSTREAM(FEET) = 134.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 60.00 CHANNEL SLOPE = 0.0867 CHANNEL BASE(FEET) = 2.50 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.788 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC-II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.02 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.02 AVERAGE FLOW DEPTH(FEET) = 0.08 TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 6.88 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.81 AREA-AVERAGE RUNOFF COEFFICIENT = 0.350 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 1.42 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.09 FLOW VELOCITY(FEET/SEC.) = 5.79 LONGEST FLOWPATH FROM NODE 175.00 TO NODE 150.00 = 205.00 FEET. FLOW PROCESS FROM NODE 150.00 TO NODE 145.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 134.70 DOWNSTREAM ELEVATION(FEET) = 101.00 STREET LENGTH(FEET) = 455.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Street-Flow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.20 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 5.28 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.97 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.28 STREET FLOW TRAVEL TIME(MIN.) = 1.53 Tc(MIN.) = 8.41 100 YEAR RAINFALL INTEN5ITY(INCH/HOUR) = 5.087 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.477 SUBAREA AREA(ACRES) = 0.46 SUBAREA RUNOFF(CFS) = 1.57 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 2.81 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 6.28 FLOW VELOCITY(FEET/SEC.) = 5.15 DEPTH*VELOCITY(FT*FT/SEC.) = 1.42 LONGEST FLOWPATH FROM NODE 175.00 TO NODE 145.00 = 660.00 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.) = 8.41 RAINFALL INTENSITY(INCH/HR) = 5.09 TOTAL STREAM AREA(ACRES) = 1.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.81 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.03 6.23 6.175 0.44 2 2.81 8.41 5.087 1.16 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 3.12 6.23 6.175 2 3.66 8.41 5.087 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.66 Tc(MIN.) = 8.41 TOTAL AREA(ACRES) = 1.6 LONGEST FLOWPATH FROM NODE 175.00 TO NODE 145.00 = 660.00 FEET. FLOW PROCESS FROM NODE 145.00 TO NODE 125.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 97.50 DOWNSTREAM(FEET) = 97.20 FLOW LENGTH(FEET) = 36.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.84 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 3.66 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 8.54 LONGEST FLOWPATH FROM NODE 175.00 TO NODE 125.00 = 696.60 FEET. FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 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.) = 8.54 RAINFALL INTENSITY(INCH/HR) = 5.04 TOTAL STREAM AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.66 FLOW PROCESS FROM NODE 140.00 TO NODE 135.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .7900 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 136.10 DOWNSTREAM ELEVATION(FEET) = 134.00 ELEVATION DIFFERENCE(FEET) = 2.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.799 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 76.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Ic CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Ic = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.56 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.56 FLOW PROCESS FROM NODE 135.00 TO NODE 130.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 134.00 DOWNSTREAM(FEET) = 104.10 CHANNEL LENGTH THRU SUBAREA(FEET) = 663.00 CHANNEL SLOPE = 0.0451 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 99.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.336 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .7900 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.13 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.76 AVERAGE FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 4.01 Tc(MIN.) = 7.81 SUBAREA AREA(ACRES) = 1.65 SUBAREA RUNOFF(CFS) = 6.96 AREA-AVERAGE RUNOFF COEFFICIENT = 0.790 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 7.38 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.08 FLOW VELOCITY(FEET/SEC.) = 3.35 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 130.00 = 763.00 FEET. FLOW PROCESS FROM NODE 130.00 TO NODE 125.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 100.10 DOWNSTREAM(FEET) = 96.90 FLOW LENGTH(FEET) = 103.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.49 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 7.38 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 7.99 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 125.00 = 866.60 FEET. FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 IS CODE = ---------------------------------------------------------------------------- >>>>>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.) = 7.99 RAINFALL INTENSITY(INCH/HR) = 5.26 TOTAL STREAM AREA(ACRES) = 1.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.38 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.66 8.54 5.038 1.60 2 7.38 7.99 5.257 1.75 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 10.89 7.99 5.257 2 10.73 8.54 5.038 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.89 Tc(MIN.) = 7.99 TOTAL AREA(ACRES) = 3.4 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 125.00 = 866.60 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) = 5.257 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6349 SUBAREA AREA(ACRES) = 0.09 SUBAREA RUNOFF(CFS) = 0.43 TOTAL AREA(ACRES) = 3.4 TOTAL RUNOFF(CFS) = 11.48 TC(MIN.) = 7.99 FLOW PROCESS FROM NODE 125.00 TO NODE 105.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 96.60 DOWNSTREAM(FEET) = 94.20 FLOW LENGTH(FEET) = 45.00 MANNINGS N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.84 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 11.48 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 8.05 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 105.00 = 911.60 FEET. FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 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.) = 8.05 RAINFALL INTENSITY(INCH/HR) = 5.23 TOTAL STREAM AREA(ACRES) = 3.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.48 FLOW PROCESS FROM NODE 116.00 TO NODE 114.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8300 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 87.00 UPSTREAM ELEVATION(FEET) = 103.80 DOWNSTREAM ELEVATION(FEET) = 103.70 ELEVATION DIFFERENCE(FEET) = 0.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.330 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 50.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.59 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.59 FLOW PROCESS FROM NODE 114.00 TO NODE 110.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 103.70 DOWNSTREAM(FEET) = 103.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 82.00 CHANNEL SLOPE = 0.0049 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 99.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.256 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8300 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.93 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.77 AVERAGE FLOW DEPTH(FEET) = 0.05 TRAVEL TIME(MIN.) = 1.77 Tc(MIN.) = 6.10 SUBAREA AREA(ACRES) = 0.13 SUBAREA RUNOFF(CFS) = 0.68 AREA-AVERAGE RUNOFF COEFFICIENT = 0.830 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 1.19 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.06 FLOW VELOCITY(FEET/SEC.) = 0.83 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 110.00 = 169.00 FEET. FLOW PROCESS FROM NODE 110.00 TO NODE 105.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 101.30 DOWNSTREAM(FEET) = 94.50 FLOW LENGTH(FEET) = 30.20 MANNINGS N = 0.009 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.60 GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 1.19 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 6.13 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 105.00 = 199.20 FEET. FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 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.) = 6.13 RAINFALL INTENSITY(INCH/HR) = 6.24 TOTAL STREAM AREA(ACRES) = 0.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.19 ** CONFLUENCE DATA ** STREAM RUNOFF IC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.48 8.05 5.233 3.44 2 1.19 6.13 6.236 0.23 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Ic INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 10.83 6.13 6.236 2 12.48 8.05 5.233 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.48 Tc(MIN.) = 8.05 TOTAL AREA(ACRES) = 3.7 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 105.00 = 911.60 FEET. FLOW PROCESS FROM NODE 105.00 TO NODE 100.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 94.20 DOWNSTREAM(FEET) = 90.70 FLOW LENGTH(FEET) = 65.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.15 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 12.48 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 8.13 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 100.00 = 977.20 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.7 TC(MIN.) = 8.13 PEAK FLOW RATE(CFS) = 12.48 END OF RATIONAL METHOD ANALYSIS ols I'll' Job Name: COASTLINE COMMUNITY CHURCH Job #: 2437-001 Run Name: PRC200 I N GIN I I RING Date: 2/7/2020 Proposed Conditions - 100 YR Node to Node Code [1ev 1 [1ev 2 Length (feet) Runoff Coeff. Area (ac.) Comments 216 214 21 103.2 101.1 67.0 0.35 0.10 214 213 51 101.1 98.5 89.0 0.35 0.14 n=.03,z=99 213 212 31 96.5 96.4 14.0 212 280 31 96.4 95.0 285.0 280 280 8 0.90 0.28 280 280 1 Confluence 1 of 2 228 226 21 104.0 103.5 95.0 0.68 0.10 226 279 31 99.7 97.8 274.0 279 279 8 0.68 0.39 279 280 31 97.8 95.7 284.0 280 280 8 0.67 0.57 280 280 1 . Confluence 2 of 2 280 260 31 94.9 94.0 36.0 260 260 1 Confluence 1 of 2 275 270 21 134.2 133.0 55.0 0.35 0.10 270 265 51 133.0 129.9 82.0 0.35 0.14 n=.015, Z=99 265 260 31 128.4 94.0 70.0 260 260 1 Confluence 2 of 2 260 225 31 94.0 80.7 35.0 225 225 1 Confluence 1 of 2 99 99 7 3.67 (=U./3L5 (Low-flows tram Basin 100 tributary to low-flow pipe), Tc= 8.13 from Basin 100 analysis (see AES run for 99 225 41 88.9 83.0 596.0 Existing 6' PVC 225 225 1 Confluence 2 of 2 225 201 51 80.7 80.6 45.0 0.35 0.07 n=.03, z=99 201 202 41 73.4 73.2 7.0 Existing 24" RCP 202 202 1 Confluence 1 of 2 255 250 21 195.0 171.5 100.0 0.35 0.10 250 245 51 171.4 140.0 61.0 0.35 0.12 245 202 51 139.9 82.5 731.0 0.36 2.99 n=.015, base= 2.5, z=1 202 202 1 ____ Confluence 2 of 2 PRINTED: 2/9/2020 @ 7:20 PM I of 2 Job Name: COASTLINE COMMUNITY CHURCH usc'oE Job#: 2437-001 Run Name: PRC200 ENGINEER 1MG Date: 2/7/2020 Proposed Conditions - 100 YR Node to Node Code Elev 1 Elev 2 Length (feet) Runoff Coeff. Area (ac.) Comments 202 200 41 73.2 72.5 17.0 Existing 24' RCP 200 200 81 0.35 0.09 8.86 END ANALYSIS PRINTED: 219/2020 @7:20 PM 2 of 2 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2014 Advanced Engineering Software (aes) Ver. 21.0 Release Date: 06/01/2014 License ID 1355 Analysis prepared by: Fuscoe Engineering 6390 Greenwich Dr San Diego, CA ************************** DESCRIPTION OF STUDY * COASTLINE CHURCH * * PROPOSED HYDROLOGY- 100 YEAR * * BASIN 200 * ************************************************************************** FILE NAME: PRC200.DAT TIME/DATE OF STUDY: 19:15 02/09/2020 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 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.DEINED 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. (Fl) (Fl) SIDE / SIDE! WAY (FT) (FT) (Fl) (Fl) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 216.00 TO NODE 214.00 IS CODE = 21 ---------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 67.00 UPSTREAM ELEVATION(FEET) = 103.20 DOWNSTREAM ELEVATION(FEET) = 101.10 ELEVATION DIFFERENCE(FEET) = 2.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.551 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.453 SUBAREA RUNOFF(CFS) = 0.19 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.19 FLOW PROCESS FROM NODE 214.00 TO NODE 213.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 101.10 DOWNSTREAM(FEET) = 98.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 89.00 CHANNEL SLOPE = 0.0292 CHANNEL BASE(FEET) = 20.00 "Z' FACTOR = 99.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.643 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.31 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.69 AVERAGE FLOW DEPTH(FEET) = 0.02 TRAVEL TIME(MIN.) = 2.14 Tc(MIN.) = 9.69 SUBAREA AREA(ACRES) = 0.14 SUBAREA RUNOFF(CFS) = 0.23 AREA-AVERAGE RUNOFF COEFFICIENT = 0.350 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.39 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.03 FLOW VELOCITY(FEET/SEC.) = 0.67 LONGEST FLOWPATH FROM NODE 216.00 TO NODE 213.00 = 156.00 FEET. FLOW PROCESS FROM NODE 213.00 TO NODE 212.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FL'DW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 96.50 DOWNSTREAM(FEET) = 96.40 FLOW LENGTH(FEET) = 14.00 MANNING'S N = 0.009 DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.49 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 0.39 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 9.76 LONGEST FLOWPATH FROM NODE 216.00 TO NODE 212.00 = 170.00 FEET. FLOW PROCESS FROM NODE 212.00 TO NODE 280.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 96.40 DOWNSTREAM(FEET) = 95.00 FLOW LENGTH(FEET) = 285.00 MANNING'S N = 0.009 DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.98 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.39 PIPE TRAVEL TIME(MIN.) = 1.60 Tc(MIN.) = 11.35 LONGEST FLOWPATH FROM NODE 216.00 TO NODE 280.00 = 455.00 FEET. FLOW PROCESS FROM NODE 280.00 TO NODE 280.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.192 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6462 SUBAREA AREA(ACRES) = 0.28 SUBAREA RUNOFF(CFS) = 1.06 TOTAL AREA(ACRES) = 0.5 TOTAL RUNOFF(CFS) = 1.41 TC(MIN.) = 11.35 FLOW PROCESS FROM NODE 280.00 TO NODE 280.00 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.) = 11.35 RAINFALL INTENSITY(INCH/HR) = 4.19 TOTAL STREAM AREA(ACRES) = 0.52 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.41 FLOW PROCESS FROM NODE 228.00 TO NODE 226.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6800 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 95.00 UPSTREAM ELEVATION(FEET) = 104.00 DOWNSTREAM ELEVATION(FEET) = 103.50 ELEVATION DIFFERENCE(FEET) = 0.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.656 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 50.53 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.915 SUBAREA RUNOFF(CFS) = 0.40 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.40 FLOW PROCESS FROM NODE 226.00 TO NODE 279.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 99.70 DOWNSTREAM(FEET) = 97.80 FLOW LENGTH(FEET) = 274.00 MANNING'S N = 0.010 DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.17 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.40 PIPE TRAVEL TIME(MIN.) = 1.44 Tc(MIN.) = 8.10 LONGEST FLOWPATH FROM NODE 228.00 TO NODE 279.00 = 369.00 FEET. ** ** * * * *** * *********** **** ***** *************** ********************* ** FLOW PROCESS FROM NODE 279.00 TO NODE 279.00 IS CODE = 81 --------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.213 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6800 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6800 SUBAREA AREA(ACRES) = 0.39 SUBAREA RUNOFF(CFS) = 1.38 TOTAL AREA(ACRES) = 0.5 TOTAL RUNOFF(CFS) = 1.74 TC(MIN.) = 8.10 **************************************************************************** FLOW PROCESS FROM NODE 279.00 TO NODE 280.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 97.80 DOWNSTREAM(FEET) = 95.70 FLOW LENGTH(FEET) = 284.00 MANNING'S N = 0.009 DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.99 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.74 PIPE TRAVEL TIME(MIN.) = 0.95 Tc(MIN.) = 9.04 LONGEST FLOWPATH FROM NODE 228.00 TO NODE 280.00 = 653.00 FEET. FLOW PROCESS FROM NODE 280.00 TO NODE 280.00 IS CODE = 81 --------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.854 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6746 SUBAREA AREA(ACRES) = 0.57 SUBAREA RUNOFF(CFS) = 1.85 TOTAL AREA(ACRES) = 1.1 TOTAL RUNOFF(CFS) = 3.47 TC(MIN.) = 9.04 FLOW PROCESS FROM NODE 280.00 TO NODE 280.00 IS CODE = ---------------------------------------------------------------------------- >>>>>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.) = 9.04 RAINFALL INTENSITY(INCH/HR) = 4.85 TOTAL STREAM AREA(ACRES) = 1.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.47 ** CONFLUENCE DATA ** STREAM RUNOFF Ic INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.41 11.35 4.192 0.52 2 3.47 9.04 4.854 1.06 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Ic INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 4.59 9.04 4.854 2 4.41 11.35 4.192 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.59 Tc(MIN.) = 9.04 TOTAL AREA(ACRES) = 1.6 LONGEST FLOWPATH FROM NODE 228.00 TO NODE 280.00 = 653.00 FEET. FLOW PROCESS FROM NODE 280.00 TO NODE 260.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 94.90 DOWNSTREAM(FEET) = 94.00 FLOW LENGTH(FEET) = 36.00 MANNINGS N = 0.010 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.45 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.59 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 9.11 LONGEST FLOWPATH FROM NODE 228.00 TO NODE 260.00 = 689.00 FEET. FLOW PROCESS FROM NODE 260.00 TO NODE 260.00 IS CODE = ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.11 RAINFALL INTENSITY(INCH/HR) = 4.83 TOTAL STREAM AREA(ACRES) = 1.58 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.59 * ** * * * ** * * *** ********* ****** ********* ******************* FLOW PROCESS FROM NODE 275.00 TO NODE 270.00 IS CODE = 21 -------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 55.00 UPSTREAM ELEVATION(FEET) = 134.20 DOWNSTREAM ELEVATION(FEET) = 133.00 ELEVATION DIFFERENCE(FEET) = 1.20 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.719 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.376 SUBAREA RUNOFF(CFS) = 0.19 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.19 FLOW PROCESS FROM NODE 270.00 TO NODE 265.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 133.00 DOWNSTREAM(FEET) = 129.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 82.00 CHANNEL SLOPE = 0.0378 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 99.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.910 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.31 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.17 AVERAGE FLOW DEPTH(FEET) = 0.01 TRAVEL TIME(MIN.) = 1.16 Tc(MIN.) = 8.88 SUBAREA AREA(ACRES) = 0.14 SUBAREA RUNOFF(CFS) = 0.24 AREA-AVERAGE RUNOFF COEFFICIENT = 0.350 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.41 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.02 FLOW VELOCITY(FEET/SEC.) = 1.04 LONGEST FLOWPATH FROM NODE 275.00 TO NODE 265.00 = 137.00 FEET. FLOW PROCESS FROM NODE 265.00 TO NODE 260.80 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 128.40 DOWNSTREAM(FEET) = 94.00 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.010 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 6.000 DEPTH OF FLOW IN 6.0 INCH PIPE IS 1.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.07 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.41 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 8.96 LONGEST FLOWPATH FROM NODE 275.00 TO NODE 260.00 = 207.00 FEET. FLOW PROCESS FROM NODE 265.00 TO NODE 260.00 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.) = 8.96 RAINFALL INTENSITY(INCH/HR) = 4.88 TOTAL STREAM AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.41 ** CONFLUENCE DATA ** STREAM RUNOFF Ic INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.59 9.11 4.832 1.58 2 0.41 8.96 4.883 0.24 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Ic INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 4.96 8.96 4.883 2 5.00 9.11 4.832 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLO4 RATE(CFS) = 5.00 Tc(MIN.) = 9.11 TOTAL AREA(ACRES) = 1.8 LONGEST FLOWPATH FROM NODE 228.00 TO NODE 260.00 = 689.00 FEET. FLOW PROCESS FROM NODE 260.00 TO NODE 225.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 94.00 DOWNSTREAM(FEET) = 80.70 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.010 DEPTH OF FLOW IN 9.0 INCH PIPE IS 3.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 26.84 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.00 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 9.13 LONGEST FLOWPATH FROM NODE 228.00 TO NODE 225.00 = 724.00 FEET. FLOW PROCESS FROM NODE 225.00 TO NODE 225.00 IS CODE = ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.13 RAINFALL INTENSITY(INCH/HR) = 4.82 TOTAL STREAM AREA(ACRES) = 1.82 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.00 FLOW PROCESS FROM NODE 99.00 TO NODE 99.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 8.13 RAIN INTENSITY(INCH/HOUR) = 5.20 TOTAL AREA(ACRES) = 3.67 TOTAL RUNOFF(CFS) = 0.73 FLOW PROCESS FROM NODE 99.00 TO NODE 225.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 88.90 DOWNSTREAM(FEET) = 83.00 FLOW LENGTH(FEET) = 596.00 MANNING'S N = 0.010 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 3.72 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 0.73 PIPE TRAVEL TIME(MIN.) = 2.67 Tc(MIN.) = 10.80 LONGEST FLOWPATH FROM NODE 275.00 TO NODE 225.00 = 803.00 FEET. FLOW PROCESS FROM NODE 225.00 TO NODE 225.00 IS CODE = ---------------------------------------------------------------------------- >>>>>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.) = 10.80 RAINFALL INTENSITY(INCH/HR) = 4.33 TOTAL STREAM AREA(ACRES) = 3.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.73 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.00 9.13 4.824 1.82 2 0.73 10.80 4.328 3.67 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 5.62 9.13 4.824 2 5.22 10.80 4.328 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.62 Tc(MIN.) = 9.13 TOTAL AREA(ACRES) = 5.5 LONGEST FLOWPATH FROM NODE 275.00 TO NODE 225.00 = 803.00 FEET. FLOW PROCESS FROM NODE 225.00 TO NODE 201.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRA'/ELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 80.70 DOWNSTREAM(FEET) = 80.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 45.00 CHANNEL SLOPE = 0.0022 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 99.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.459 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.67 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.63 AVERAGE LOW DEPTH(FEET) = 0.22 TRAVEL TIME(MIN.) = 1.19 Tc(MIN.) = 10.32 SUBAREA AREA(ACRES) = 0.07 SUBAREA RUNOFF(CFS) = 0.11 AREA-AVERAGE RUNOFF COEFFICIENT = 0.234 TOTAL AREA(ACRES) = 5.6 PEAK FLOW RATE(CFS) = 5.80 END OF SJBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.22 FLOW VELOCITY(FEET/SEC.) = 0.64 LONGEST FLOWPATH FROM NODE 275.00 TO NODE 201.00 = 848.00 FEET. FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 73.40 DOWNSTREAM(FEET) = 73.20 FLOW LENGTH(FEET) = 7.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.46 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.80 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 10.33 LONGEST FLOWPATH FROM NODE 275.00 TO NODE 202.00 = 855.00 FEET. FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 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.) = 10.33 RAINFALL INTENSITY(INCH/HR) = 4.46 TOTAL STREAM AREA(ACRES) = 5.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.80 914 - - illfflX*IRi]I]- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 195.00 DOWNSTREAM ELEVATION(FEET) = 171.50 ELEVATION DIFFERENCE(FEET) = 23.50 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) = 6.150 SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.22 FLOW PROCESS FROM NODE 250.00 TO NODE 245.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 171.40 DOWNSTREAM(FEET) = 140.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 61.00 CHANNEL SLOPE = 0.5148 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 99.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.761 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.34 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.52 AVERAGE FLOW DEPTH(FEET) = 0.01 TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 6.93 SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) = 0.24 AREA-AVERAGE RUNOFF COEFFICIENT = 0.350 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.44 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.01 FLOW VELOCITY(FEET/SEC.) = 1.69 LONGEST FLOWPATH FROM NODE 255.00 TO NODE 245.00 = 161.00 FEET. FLOW PROCESS FROM NODE 245.00 TO NODE 202.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 139.90 DOWNSTREAM(FEET) = 82.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 731.00 CHANNEL SLOPE = 0.0785 CHANNEL BASE(FEET) = 2.50 "Z" FACTOR = 1.000 MANNINGS FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.034 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3600 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.16 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 7.55 AVERAGE FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 1.61 Tc(MIN.) = 8.55 SUBAREA AREA(ACRES) = 2.98 SUBAREA RUNOFF(CFS) = 5.40 AREA-AVERAGE RUNOFF COEFFICIENT = 0.359 TOTAL AREA(ACRES) = 3.2 PEAK FLOW RATE(CFS) = 5.79 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.23 FLOW VELOCITY(FEET/SEC.) = 9.39 LONGEST FLOWPATH FROM NODE 255.00 TO NODE 202.00 = 892.00 FEET. ******************************************************************** c******* FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 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.) = 8.55 RAINFALL INTENSITY(INCH/HR) = 5.03 TOTAL STREAM AREA(ACRES) = 3.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.79 ** CONFLUENCE DATA ** STREAM RUNOFF Ic INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.80 10.33 4.455 5.56 2 5.79 8.55 5.034 3.20 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 10.92 8.55 5.034 2 10.92 10.33 4.455 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.92 Tc(MIN.) = 10.33 TOTAL AREA(ACRES) = 8.8 LONGEST FLOWPATH FROM NODE 255.00 TO NODE 202.00 = 892.00 FEET. FLOW PROCESS FROM NODE 202.00 TO NODE 200.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 73.20 DOWNSTREAM(FEET) = 72.50 FLOW LENGTH(FEET) = 17.00 MANNINGS N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.53 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 10.92 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 10.35 LONGEST FLOWPATH FROM NODE 255.00 TO NODE 200.00 = 909.00 FEET. **********•********************************************************** K******* FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.448 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.2804 SUBAREA AREA(ACRES) = 0.09 SUBAREA RUNOFF(CFS) = 0.14 TOTAL AREA(ACRES) = 8.9 TOTAL RUNOFF(CFS) = 11.04 TC(MIN.) = 10.35 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 8.9 TC(MIN.) = 10.35 PEAK FLOW RATE(CFS) = 11.04 END OF RATIONAL METHOD ANALYSIS + APPENDIX 6 REFERENCE DRAWINGS