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Home My WebLink AboutAMEND 2018-0003; COASTLINE COMMUNITY CHURCH - 1ST AMENDMENT; DRAINAGE STUDY; 2019-01-01------------------ --------------- -.. - DRAINAGE STUDY COASTLINE COMMUNITY CHURCH 2215 Calle Barcelona Carlsbad, California 92009 Prepared Under the Responsible Charge of: Eric Armstrong Fuscoe Engineering, San Diego, Inc. 6390 Greenwich Dr., Ste 1 70 San Diego, CA 92122 For Coastline Community Church 2215 Calle Barcelona Carlsbad, CA 92009 JANUARY 2019 RECEIVED JAN 1 7 2019 CITY OF CARLSBAD PLANNING DIVISION EXP: 06-30-20 ------------------ ------------------- COASTLINE COMMUNITY CHURCH DRAINAGE STUDY TABLE OF CONTENTS JANUARY 2019 1. INTRODUCTION ................................................................................................................................. 1 1 .1 Project Location ............................................................................................................................. 1 1 .2 Existing Conditions ......................................................................................................................... 2 1 .3 Proposed Conditions ...................................................................................................................... 2 2. METHODOLOGY ................................................................................................................................ 3 2.1 Rational Method ............................................................................................................................ 3 2.2 Runoff Coefficient .......................................................................................................................... 5 2.3 Rainfall Intensity ............................................................................................................................. 5 2 .4 Tributary Areas .............................................................................................................................. 5 3. 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 .................................................................................................................................... 6 Appendix 1 ..................................................... Son Diego County Hydrology lsopluviol Mops Appendix 2 .......... 'C' Runoff Coefficient Reference/Calculations; Low-Flow Pipe Calculation Appendix 3 .................................................. Existing & Proposed Conditions Hydrology Mops Appendix 4 ........................................................................... Existing Hydrology Calculations Appendix 5 ........................................................................ Proposed Hydrology Calculations ------------- --- ------------------- COASTLINE COMMUNITY CHURCH DRAINAGE STUDY 1. INTRODUCTION JANUARY 2019 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. 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 PACIFIC OCEAN Figure 1 . Vicinity Map 78 PROJECT SITE --------,_ ---------,_ ------------------- COASTLINE COMMUNITY CHURCH DRAINAGE STUDY 1.2 Existing Conditions OCTOBER 2018 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 T ype-F catch basin and flows under Calle Barcelona via 24" RCP, into the tract to the Arroyo 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" 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. Existing conditions hydrology calculations can be found in Appendix 4. 1 .3 Proposed Conditions The proposed redevelopment consists of the expansion of the existing worship center, and 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. Storm water BMPs will be constructed to provide treatment and detention of the 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 DRAINAGE STUDY JANUARY 2019 2. METHODOLOGY 2 .1 Rational Method Runoff from the project site was calculated for the l 00-year storm event. Runoff was calculated using the Modified Rational Method equation below: Q=CxlxA Where: Q = Flow rate in cubic feet per second (cfs) C = Runoff coefficient I = 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 2012) 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: ( l ) (2) (3) (4) Subdivide the watershed into an initial sub-area (generally l lot) and subsequent sub-areas, which are generally less than l 0 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 Tc, 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 Q based on the revised intensity (which is a function of the revised time of concentration) 3 ------------------------,_ ------------- COASTLINE COMMUNITY CHURCH DRAINAGE STUDY JANUARY 2019 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 1 . 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 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. (1 ). If the collection streams have the same times of concentration, then the Q values are directly summed, (2). If the collection streams have different times of concentration, the smaller of the tributary Q values may be adjusted as follows: (i). The most frequent case is where the collection stream with the longer time of concentration has the larger Q. The smaller Q value is adjusted by a ratio of rainfall intensities. (ii). In some cases, the collection stream with the shorter time of concentration has the larger Q. Then the smaller Q is adjusted by a ratio of the T values. 4 -------------------------------------- COASTLINE COMMUNITY CHURCH DRAINAGE STUDY 2.2 Runoff Coefficient JANUARY 2019 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 l 00-year 6-hour precipitation at the project site is 2.7 inches. The isopluvial maps from the SDCHM showing the l 00-year precipitation at the project site are included in Appendix l. 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. 3.1 CALCULATIONS/RESULTS Low-Flow Pipe Calculation The maximum runoff resulting from 6" low-flow pipe has been calculated using Bentley FlowMaster. The low-flow pipe consists of a 6" pvc pipe at a l % slope, and can convey a maximum of 0.73 cfs. The runoff is added to Node 205 in the existing condition, and Node 225 in the proposed condition. FlowMaster Calculations can be found in Appendix 2. 5 -.. -.. -.. ----------,_ ,_ -------------------- COASTLINE COMMUNITY CHURCH DRAINAGE STUDY 3.2 Peak Flow Comparison JANUARY 2019 Table l below summarizes the results of the AES calculations which are provided in the Appendices 4 and 5 of this report . Table l. Peak Flow Rate Comparison HYDROLOGY SUMMARY 100 YR DISCHARGE (CFS) NODE EXISTING PROPOSED 100 11.93 10.97 200 11.30 13.48 The site discharges at two different points, Node l 00 and Node 200. The two discharge points ultimately enter the public system. As shown in the table above, Node l 00 has an existing runoff of 11 . 93 cfs and l 0. 97 cfs in proposed conditions after post-detention. Node 200 has an existing runoff of 11 .30 cfs and 13.48 cfs in proposed conditions. 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. 4. CONCLUSION As shown in the analysis, the proposed project will maintain existing drainage patterns and flow directions. It is not anticipated the new development to cause a significant impact to the public drainage facilities. 6 ---.. ---------------------------------- APPENDIX 1 SAN DIEGO COUNTY HYDROLOGY ISOPLUVIAL MAPS g ~ ~ :: g :: ii, .. le b r' ~ ~ ~ 33•30• VIClll~C I .· I I I I I r.n, intv I ...-_ffe. l.,. 33"30' Riverside County ····· ... ~~··::t? ......... ·, .... . /······... ("••~-... •· .. ~-,) --~ '-~ l ;1. ,1 , ~-t ;Js~--, -J · \ \J:::,-::1 ·::~~ . , . . _, .... .: \J / ~ ~· -·· . . .. . .. . ' '. : ·. ' ... ', ..... · --33~ • . .. . ' •. ,, '-·2:5 ········· .. · .......... ~ 15 . ·• .....• :::::·· ... ·--...: ..... ~~--)_ ~'2,. l-,.~._-.,.._., • ? '::::~••. ) .... ~,·, , , l 33•001 -· : ,: C> • 3•00· 32•45• 32'30' g ~ 0 () ~ ~ -::, Ct, b ? ~ ,._ ~ .. -·····'l::fB·· "' ')-g ii> ~ le le 3 'O CD :::!. !!1.. 0 0 C ::> -~ -. '< :2"45' 32"30' County of San Diego Hydrology Manual • Rainfall Isopluvials 100 Year Rainfall Event -6 Hours lsopluvial (Inches) DPW *GIS ~ S1liGIS .,_.,,l\,H,;:"7\, ~_..._.---\).,.: H.1\.: S:.m ')i,~n C.c1"..r.:J! +--■-w""""'w_o, __ ..,_.,._. Oft lilPt.lEO, H:::U.a«i. wt NOT UW1'ED TO. n£ IMPUEDW~ OFMOtOWfTAIUTY.lltC>FmEMRlf'l<PAlfflCU.Al't~ ~s.,as,.,_..~ n11,,___,_._.......,_.,.&NCWJ___, ................... ,of$dl__._ .. __........,,. ... .... ,...,.~SMIWj, n.,,__,, ..... ~-.1c11--................ ,.......,.,_.,n.........-...... s 3 O 3 Miles ~ -------------------------------------- APPENDIX 2 1C1 RUNOFF COEFFICIENT REFERENCE AND CALCULATIONS II II ti 11 II II f I II 111111 II II II II 1111 II II ""Ill 'l1 FUSCOE INGINIIRING Job Name: COASTLINE COMMUNITY CHURCH Job#: 2437-001 Date: l /16/2019 Runoff Calculations Runoff Coefficent Variables Per San Diego Counfy Hydrology Manual June 103) Assumptions: Natural Ground ( Soi C = 0.35 Runoff Coefficient Eq, C = 0. 90 * ( % Impervious ) + ( Cp ) * ( % Pervious ) ( per SDCHM page 3-5 ) EXISTING CONDITIONS: BASIN 100 Node 165 Node 155 Node 140 Node 130 Node 120 Total Area = 0.44 0.48 l .81 0.09 0.47 Area Impervious = 0.02 0.27 1.23 0.09 0.39 Area Pervious = 0.42 0.21 0.58 0.00 0.08 C= 0.38 0.66 0.72 0.90 0.81 BASIN 200 Node 250 Node 235 Node 229 Node 220 Node 200 Total Area = 3.94 0.71 0.18 0.59 0.07 Area Impervious = 0.07 0.30 0.00 0.06 0.00 Area Pervious = 3.87 0.41 0.18 0.53 0.07 C= 0.36 0.58 0.35 0.41 0.35 1 of 2 ac ac ac ac ac ac 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 II 11 "'ill ':mil FUSCOE !NGINIIRING Job Name: COASTLINE COMMUNITY CHURCH Job#: 2437-001 Date: 1 /1 6/201 9 Runoff Calculations PROPOSED CONDITIONS: BASIN 100 Node 165 Node 155 Node 140 Node 130 Node 120 Total Area = 0.44 0.45 1.79 0.09 0.28 ac Area Impervious = 0.02 0.27 1.35 0.09 0.26 ac Area Pervious = 0.42 0.18 0.44 0.00 0.02 ac C= 0.38 0.68 0.76 0.90 0.86 BASIN 200 Node 216 de 212 to 280 Node 228 de 279 to 280 Node 275 Node 250 Node 225 Total Area = 0.24 0.28 0.40 0.33 0.24 4.22 0.07 ac Area Impervious = 0.00 0.28 0.29 0.33 0.00 0.06 0.00 ac Area Pervious = 0.24 0.00 0.11 0.00 0.24 4.16 0.07 ac C= 0.35 0.90 0.75 0.90 0.35 0.36 0.35 2 of 2 I San Diego County Hydrology Manual Date: June 2003 Table 3-1 Section: Page: RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Runoff Coefficient "C" Soil Type NRCS Elements Countv Elements %IMPER A B C Undisturbed Natural Terrain (Natura]) Permanent Open Space Existina I o• 0.20 0.25 I o.3o Low Density Residential (LDR) Residential, 1.0 DU/A or less 10 0.27 0.32 0.36 Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38 0.42 Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 0.48 Medium Density Residential (MOR) Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 0.57 Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 0.60 High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 High Density Residential (HOR) Residential, 43.0 DU/A or less 80 0.76 0.77 0.78 Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77 0.78 Commercial/Industrial (G. Com) General Commercial Prooosed 85 0.80 0.80 0.81 I Commercial/Industrial (O.P. Com) Office Professional/Commercial I 90 0.83 0.84 I 0.84 Commercial/Tndustrial (Limited I.) Limited Industrial 90 0.83 0.84 0.84 Commercial/lndustrial (General I.) General Industrial 95 0.87 0.87 0.87 3 6 of26 D 0.35 0.41 0.46 0.49 0.52 0.57 0.60 0.63 0.71 0.79 0.79 0.82 0.85 0.85 0.87 I I *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 Project Description Friction Method Solve For Input Data Roughness Coefficient Channel Slope Normal Depth Diameter Discharge Results Discharge Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type GVF Input Data Downstream Depth Length Number Of Steps GVF Output Data Upstream Depth Profile Description Profile Headloss Worksheet for Circular Low-Flow Pi e -1 Manning Formula Full Flow Capacity SubCritical 0.010 0.01000 ft/ft 0.50 ft 0.50 ft 0.73 ft'/s 0.73 ft'/s 0.50 ft 0.20 ft2 1.57 ft 0.13 ft 0.00 ft 0.43 ft 100.0 % 0.00929 ft/ft 3.71 ft/s 0.21 ft 0.71 ft 0.00 0.78 ft'/s 0.73 ft'/s 0.01000 ft/ft 0.00 ft 0.00 ft 0 0.00 ft Average End Depth Over Rise 0.00 ft 0.00 % Bentley Systems, Inc. Haestad Methods SohBiDTtlCilplit-Master V8I (SELECTserles 1) (08.11.01.03) 10/11/2018 9:51 :06 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203-755-1666 Page 1 of 2 Worksheet for Circular Low-Flow Pi e -1 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 Sollllimtl~lltewMaster VBI (SELECTseries 1) [08.11.01.03] 10/11/2018 9:51 :06 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 APPENDIX 3 EXISTING AND PROPOSED CONDITION HYDROLOGY MAPS -~"' - -- 10-1.5 105 i)~C!, 1:>3~ 0 Cf) - 622 / ~' I I I 110 Q I """ I l I I I I I I I I I DENSE TREES GNV ,1' l--, ' DENSE TREES GNV ~-' DENSE TREES GNV HI0.1 ,,5 DENSE TREES 150 GNV 155 160 165 170 175 180 185 190 190.4 --- DENSE TREES GNV DENSE TREES GNV ------- BRUSH BRUSH -------- , • BRUSH 160 BRUSH 125 \ I DENSE GNV BRUSH \ DENSE TREES GNV \ I ,~ TREES / -----..... -190 ~~; ' -G~ ~-.1----- \ \ 131A ~~~~, 140 BRUSH GNV I ,~~~~~ GN 165 I 250 170 J ) I 1BO 'TREES 185 ~v I ,,,,,,, __ _ 255 ' I -> COASTLINE COMMUNITY CHURCH PROPOS ED COND ITION S HYDROLOGY MAP 01/15/19 "". 131 .~ 1$1.~ "32.2 132.2 132_,,: 137.7 1:¼/.7 '3U , LEGE ND PROJECT BOUNDARY PROPOSED CONTOUR MAJOR PROPOSED CONTOUR MINOR EXISTING STORM DRAIN PROPO SED STROM DRAIN HYDROLOGY NODE FLOW Pft.TH BAS IN BOUNDARY ---------- ----13:0----- ----12Q__ ___ _ -SD ---- -----SD ---- ------- 40' O' 20 ' 40' SCALE: 7" = 40' ENGINEERING a CD a C a a 0 >, D a 0 CL CL 0 V, I _,,. 0 ;'- ~ ~ ~ N 6390 Greenwich Or_, Suite 170, San Diego, California 92122 -f tel 858.554.1 500 o fax 858.597.0335 o www.fuscoe.com ~ ·e CL _,,. ', '--------------------------------------------------------------------------------------------------------------------------------------------------__J " 85 105 "'" 0 cJ) - I 0 u.l I I I I ,~ '°t 0 I /J.J (/) I I / BASIN 200 ~ 110 Q ,.? P/ DENSE TREES GNV I $' "'" I I l I I I I I I I I L -· -~ ' ' ' DEl':SE TREES GNV / / I I I I I ~ I 0 M I I I '"° 145 / I ,33_5 134.5 ,,,; ,,,; 9R:JSH 0:':NSE TREES GNV "" _,;,,,--- ,.s DENSE Tr{EES 150 GNV \55 160 165 170 175 DENSE 180 TREES GNV ,as 190 ·~· DENSE TREES GNV D~NSE TREES GNV BRUSH ",~Q BRUSH DRUSI-' 15() '~/ BRUSH I // I // DENSE / TREES / 195 GN~ -------190 DENSE iso BRUSH --...... ~w --- DENSE TREES G~V -----~✓------....._. ·31 0 1JM BRUSH \ 135 140 BRUSH ~:~~t, GNV I ,~~~~ . GN 165 250 170 ,';} 180 "TREES ,{!NV 185 "\, I I I _:;y " /----255 I J COASTLINE COMMUNITY CHURCH EX IST IN G COND ITION S HYDROLOGY MAP 1/1 6/2018 ,x>.1 •J2.~ 1321 ,~2.4 132.1 130.e \~ 131.5 13\ 5 "'" LEGE ND PROJECT BOUNDARY PROPOS ED CONTOUR MAJOR PROPOSED CONTOUR MINOR EXI STING STORM DRAIN HYDROLOGY NODE FLOW PATH BASI N BOU NDARY -------- ----13u----- ----l2e,------ ----50 @ ------- .... I 40· o· 20· 40' SCALE: 1" = 40' =-.... ,1 -i,~ FUSCOE ENGINEERING 0 § 0 0 ::a ~ N 0 ~ • u X w I -u £ I 0 0 I ~ ~ ~ N / ~ D ;; w 0 ; ~ ~ 2 I / " t'. 0 a • ~ / " • E t'. 0 a a 0 V> I / 0 0 / ~ ~ v N 6390 Greenwich Or., Suite 170, San Diego, California 92122 -§ tel 858.554.1 500 o fa,t 858.597.0335 o www.fuscoe.com ~ ·2 ~ / ~-----------------------------------------------------------------------------------------------------------------------------....J "' APPENDIX 4 EXISTING HYDROLOGY CALCULATIONS -"''II ·m1,PJ FuscoE EN G INE E IING Node to Node Code 165 160 2 160 145 5 145 145 1 155 150 2 150 145 6 145 145 1 145 125 4 125 125 1 140 135 2 135 130 5 130 125 4 125 125 1 125 125 8 125 105 4 105 105 1 120 115 2 115 110 5 110 105 4 105 105 1 105 100 4 PRINTED: 7/26/2018@ 5:19 PM Job Name: COASTLINE COMMUNITY CHURCH Job#: 2437-001 Run Name: EXl 00 Date: 7/24/2018 Existing Conditions -l 00 YR Elev 1 Elev 2 Length Runoff Area (feet) (feet) (feet\ Coeff. (ac.) 141.7 131 .6 60.0 0.38 0.05 130.9 100.0 379.0 0.38 0.39 14 l . l 131 .0 65.0 0.66 0.05 130.5 101.0 385.0 0.66 0.43 97.5 97.2 36.6 136.1 134.0 100.0 0.72 0.10 134.0 104.1 663.0 0.72 1.71 100. l 96.9 103.6 0.90 0.09 96.6 94.2 45.0 113.3 103.8 73.0 0.81 0.10 103.8 103.3 72 .0 0.81 0.37 l 01.3 94.5 30.2 94.2 90.7 65.6 1 of 1 Comments BANK 1 2 3 brow ditch, 2.5' wide Confluence l of 2 Confluence 2 of 2 Existina 18" RCP Confluence 1 of 2 sheet flow Existina 18" RCP Confluence 2 of 2 Existina 24" RCP Confluence 1 of 2 Existng 12" pvc Confluence 2 of 2 Existing 24" RCP; End Analysis ------------------- EXC100.TXT **************************************************************************** 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 COMMUNITY CHURCH * * EXISTING HYDROLOGY-100 YR * BASIN 100 *********************************************~**************************** FILE NAME: EXC100.DAT TIME/DATE OF STUDY: 17:04 07/26/2018 * * • 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 "("-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF-CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: WIDTH CROSS FALL IN-I OUT-/PARK-HEIGHT WIDTH LIP NO. (FT) (FT) SIDE I SIDE/ WAY (FT) (FT) (FT) ----------------------------------====== -----====== 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth= 0.50 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-Curb) 2. (Depth)*(Velocity) Constraint= 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* Page 1 HIKE (FT) ----- 0.167 MANNING FACTOR (n) ======= 0.0150 ----------·----------·----------------·-- EXC100.TXT **************************************************************************** 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 INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc= 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 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 Page 2 145.00 IS CODE= 1 -.. ----- ------------------------------ EXC100.TXT >>>>>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 155.00 TO NODE 150.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =================================================--===========-=--------==== *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .6600 S.C.S. CURVE NUMBER (AMC II)= 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00 UPSTREAM ELEVATION(FEET) = 141.10 DOWNSTREAM ELEVATION(FEET) = 131.00 ELEVATION DIFFERENCE(FEET) = 10.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.964 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 Tc= 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.23 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.23 **************************************************************************** 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) = 130.50 DOWNSTREAM ELEVATION(FEET) = 101.00 STREET LENGTH(FEET) = 385.00 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 Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section= 0.0200 Page 3 ------------------- EXC100.TXT **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 2.00 6.01 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = STREET FLOW TRAVEL TIME(MIN.) = 1.07 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.19 Tc(MIN.) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .6600 S.C.S. CURVE NUMBER (AMC II)= 0 AREA-AVERAGE RUNOFF COEFFICIENT= 0.660 4.03 SUBAREA AREA(ACRES) = 0.43 TOTAL AREA(ACRES) = 0.5 SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 5.28 1.24 2.02 2.25 FLOW VELOCITY(FEET/SEC.) = 5.09 DEPTH*VELOCITY(FT*FT/SEC.) = 1.31 LONGEST FLOWPATH FROM NODE 155.00 TO NODE 145.00 = 450.00 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.) = 4.03 RAINFALL INTENSITY(INCH/HR) = 7.11 TOTAL STREAM AREA(ACRES) = 0.48 PEAK FLOW RATE(CFS) AT CONFLUENCE= 2.25 ** CONFLUENCE DATA** STREAM RUNOFF NUMBER (CFS) 1 1.03 2 2.25 Tc (MIN.) 6.23 4.03 INTENSITY (INCH/HOUR) 6.175 7.114 AREA (ACRE) 0.44 0.48 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 2.92 4.03 7.114 2 2.99 6.23 6.175 Page 4 - ----- -- ----------------.. ------ EXC100.TXT COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) ESTIMATES ARE AS FOLLOWS: = 2.99 Tc(MIN.) = 0.9 TOTAL AREA(ACRES) = LONGEST FLOWPATH FROM NODE 155.00 TO NODE 6.23 145.00 = 450.00 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 7.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.58 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 2.99 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 6.36 LONGEST FLOWPATH FROM NODE 155.00 TO NODE 125.00 = 486.60 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.) = 6.36 RAINFALL INTENSITY(INCH/HR) = 6.09 TOTAL STREAM AREA(ACRES) = 0.92 PEAK FLOW RATE(CFS) AT CONFLUENCE= 2.99 **************************************************************************** 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= Page 5 76.00 --------,_ - ----- -,_ ------------------- EXC100.TXT (Reference: Table 3-lB 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 MANNING'S 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 MANNING'S 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= 1 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. Page 6 -- EXC100.TXT -**************************************************************************** ----·---- ----------- FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 IS CODE= 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ----------================================================================== TOTAL NUMBER OF STREAMS= 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.22 RAINFALL INTENSITY(INCH/HR) = 4.79 TOTAL STREAM AREA(ACRES) = 1.81 PEAK FLOW RATE(CFS) AT CONFLUENCE= 6.33 ** CONFLUENCE DATA** STREAM RUNOFF NUMBER (CFS) 1 2.99 2 6.33 Tc (MIN.) 6.36 9.22 INTENSITY (INCH/HOUR) 6.091 4.793 AREA (ACRE) 0.92 1.81 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 7.35 6.36 2 8.68 9.22 INTENSITY (INCH/HOUR) 6.091 4.793 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.68 Tc(MIN.) = 9.22 TOTAL AREA(ACRES) = 2.7 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= 0.6625 SUBAREA AREA(ACRES) = 0.09 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 2.8 TOTAL RUNOFF(CFS) = TC(MIN.) = 9.22 0.39 8.95 -**************************************************************************** -Page 7 --- - -------·- - EXC100.TXT 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 6.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.); 11.97 GIVEN PIPE DIAMETER(INCH); 24.00 NUMBER OF PIPES; 1 PIPE-FLOW(CFS); 8.95 PIPE TRAVEL TIME(MIN.); 0.06 Tc(MIN.); 9.29 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.); 9.29 -RAINFALL INTENSITY(INCH/HR); 4.77 -TOTAL STREAM AREA(ACRES); 2.82 PEAK FLOW RATE(CFS) AT CONFLUENCE; 8.95 -**************************************************************************** -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); 73.00 UPSTREAM ELEVATION(FEET); 113.10 DOWNSTREAM ELEVATION(FEET); 103.80 ELEVATION DIFFERENCE(FEET); 9.30 SUBAREA OVERLAND TIME OF FLOW(MIN.); 2.070 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 Tc; 5-MINUTE. SUBAREA RUNOFF(CFS); 2.30 TOTAL AREA(ACRES); 0.40 TOTAL RUNOFF(CFS); 2.30 **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 110.00 IS CODE; 51 Page 8 ---.. ... --------------------------------- EXC100.TXT >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 103.80 DOWNSTREAM(FEET) = 103.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 72.00 CHANNEL SLOPE= 0.0069 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) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .8100 S.C.S. CURVE NUMBER (AMC II)= 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.37 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.36 AVERAGE FLOW DEPTH(FEET) = 0.09 TRAVEL TIME(MIN.) = 0.88 Tc(MIN.) = 2.95 SUBAREA AREA(ACRES) AREA-AVERAGE RUNOFF TOTAL AREA(ACRES) = = 0.37 COEFFICIENT 0.8 SUBAREA RUNOFF(CFS) = = 0.810 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.10 FLOW VELOCITY(FEET/SEC.) = 1.44 2.13 4.44 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 110.00 = 145.00 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 MANNING'S N = 0.009 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 22.60 PIPE FLOW VELOCITY= (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 4.44 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 2.98 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 105.00 = 175.20 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: Page 9 -.. ----------------- EXC100.TXT TIME OF CONCENTRATION(MIN.) = 2.98 RAINFALL INTENSITY(INCH/HR) = 7.11 TOTAL STREAM AREA(ACRES) = 0.77 PEAK FLOW RATE(CFS) AT CONFLUENCE= 4.44 ** CONFLUENCE DATA** STREAM RUNOFF NUMBER (CFS) 1 8.95 2 4.44 Tc (MIN.) 9.29 2.98 RAINFALL INTENSITY AND TIME CONFLUENCE FORMULA USED FOR ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 10.44 2.98 2 11.93 9.29 OF 2 INTENSITY (INCH/HOUR) 4. 772 7.114 CONCENTRATION STREAMS. INTENSITY (INCH/HOUR) 7.114 4. 772 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: AREA (ACRE) 2.82 0.77 RATIO PEAK FLOW RATE(CFS) = 11.93 Tc(MIN.) = 9.29 TOTAL AREA(ACRES) = 3.6 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.) = 12.98 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 11.93 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) = PEAK FLOW RATE(CFS) = 3.6 TC(MIN.) = 11.93 9.37 ------------------------------=-----=====-----========-------==------------- =========================================================----======----=---- END OF RATIONAL METHOD ANALYSIS Page 10 ---EXC100.TXT ------------------.. -------------Page 11 --- -.... ,, ·:1ml1 FuscoE INGINIIIING Node to Node Code 220 215 2 215 210 5 210 209 4 209 209 1 209 209 7 209 209 1 209 205 4 205 205 1 255 250 2 250 245 5 245 205 5 205 205 1 235 230 2 230 229 5 229 205 5 205 205 1 205 201 5 201 200 4 PRINTED: 1/16/2019@ 12:55 PM Job Name: COASTLINE COMMUNITY CHURCH Job#: 2437-001 Run Name: EX200 Date: 1/15/2019 Existing Conditions -l 00 YR Elev 1 Elev 2 Length Runoff Area (feet) (feet) (feet) Coeff. (ac.l 107.5 103.0 75.0 0.41 0.05 103.0 93.0 98.0 0.41 0.54 91.5 86.7 4.5 86.7 83.0 362.0 195.0 168.6 75.0 0 .36 0.10 168.6 141.0 70.0 0.36 0.33 141 .0 84.7 782 .0 0.36 3.51 117 .o 113.0 79.0 0.58 0.05 113.0 105.0 245.0 0.58 0.66 105.0 84.5 81.0 0.35 0.18 82.6 81 .6 46.0 0.35 0.07 73 .3 72.5 26.5 1 of 1 Comments BANK 1 2 3 Confluence 1 of 2 Q =0.6CFS Confluence 2 of 2 Existinq 6" PVC Confluence 1 of 3 brow ditch/ sheet flow Confluence 2 of 3 Confluence 3 of 3 Exstina 18" RCP -------------- EXC200.txt **************************************************************************** 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 COMMUNITY CHURCH * ----------------------- * EXISTING HYDROLOGY-100 YEAR * BASIN 200 ************************************************************************** FILE NAME: EXC200.DAT TIME/DATE OF STUDY: 12:44 01/16/2019 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 "("-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* * * HALF-CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN-I OUT-/PARK-HEIGHT WIDTH LIP NO. (FT) (FT) SIDE I SIDE/ WAY (FT) (FT) (FT) ----------------------------------====== -----====== 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth= 0.50 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-Curb) 2. (Depth)*(Velocity) Constraint= 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* Page 1 HIKE FACTOR (FT) (n) -----======= 0.167 0.0150 ------------------------------- EXC200.txt **************************************************************************** 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= .4100 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.) = 5.920 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.380 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 MANNING'S FACTOR= 0.030 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.636 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .4100 S.C.S. CURVE NUMBER (AMC II)= 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.76 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.30 AVERAGE FLOW DEPTH(FEET) = 0.03 TRAVEL TIME(MIN.) = 1.25 Tc(MIN.) = 7.17 SUBAREA AREA(ACRES) = 0.54 SUBAREA RUNOFF(CFS) 1.25 AREA-AVERAGE RUNOFF COEFFICIENT= 0.410 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 1.36 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.04 FLOW VELOCITY(FEET/SEC.) = 1.64 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<<<<< Page 2 -- ------- EXC200.txt >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ==================================================-=====--====---==--------- ELEVATION DATA: UPSTREAM(FEET) = 91.50 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 4.50 MANNING'S N = 0.009 DEPTH OF FLOW IN 6.0 INCH PIPE IS 1.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 30.19 GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 1.36 PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = LONGEST FLOWPATH FROM NODE 220.00 TO NODE 7.18 209.00 = 86.70 177.50 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.) = 7.18 RAINFALL INTENSITY(INCH/HR) = 5.63 TOTAL STREAM AREA(ACRES) = 0.59 PEAK FLOW RATE(CFS) AT CONFLUENCE= 1.36 **************************************************************************** FLOW PROCESS FROM NODE 209.00 TO NODE 209.00 IS CODE= 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< =========================================================-====---===----==-- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 5.00 RAIN INTENSITY(INCH/HOUR) = 7.11 TOTAL AREA(ACRES) = 4.17 TOTAL RUNOFF(CFS) = 0.60 **************************************************************************** FLOW PROCESS FROM NODE 209.00 TO NODE 209.00 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.) = 5.00 RAINFALL INTENSITY(INCH/HR) = 7.11 TOTAL STREAM AREA(ACRES) = 4.17 PEAK FLOW RATE(CFS) AT CONFLUENCE= 0.60 ** CONFLUENCE DATA** STREAM RUNOFF NUMBER (CFS) Tc (MIN.) INTENSITY (INCH/HOUR) Page 3 AREA (ACRE) ---------------------------- EXC200.txt 1 1.36 7.18 5.635 0.59 2 0.60 5.00 7.114 4.17 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 1. 55 5.00 7.114 2 1.84 7.18 5.635 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.84 Tc(MIN.) = 7.18 TOTAL AREA(ACRES) = 4.8 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 209.00 = 177. 50 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) = 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= PIPE-FLOW(CFS) = 1.84 PIPE TRAVEL TIME(MIN.) = 1.34 Tc(MIN.) = LONGEST FLOWPATH FROM NODE 220.00 TO NODE 8.51 205.00 = 1 83.00 539.50 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.) = 8.51 RAINFALL INTENSITY(INCH/HR) = 5.05 TOTAL STREAM AREA(ACRES) = 4.76 PEAK FLOW RATE(CFS) AT CONFLUENCE= 1.84 **************************************************************************** FLOW PROCESS FROM NODE 255.00 TO NODE Page 4 250.00 IS CODE= 21 ---.. ---------------------------------- EXC200.txt >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =--========================================================================= *USER SPECIFIED(SUBAREA}: USER-SPECIFIED RUNOFF COEFFICIENT= .3600 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.} = 5.355 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR} = 6.806 SUBAREA RUNOFF(CFS} = 0.25 TOTAL AREA(ACRES} = 0.10 TOTAL RUNOFF(CFS} = 0.25 **************************************************************************** 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} = 168.60 DOWNSTREAM(FEET} = 141.00 CHANNEL LENGTH THRU SUBAREA(FEET} = 70.00 CHANNEL SLOPE= 0.3943 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} = 6.257 *USER SPECIFIED(SUBAREA}: USER-SPECIFIED RUNOFF COEFFICIENT= .3600 S.C.S. CURVE NUMBER (AMC II)= 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS} = 0.62 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.} = 1.57 AVERAGE FLOW DEPTH(FEET} = 0.02 TRAVEL TIME(MIN.} = 0.75 Tc(MIN.} = 6.10 SUBAREA AREA(ACRES} = 0.33 SUBAREA RUNOFF(CFS} = 0.74 AREA-AVERAGE RUNOFF COEFFICIENT= 0.360 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.02 FLOW VELOCITY(FEET/SEC.) = 2.20 0.97 LONGEST FLOWPATH FROM NODE 255.00 TO NODE 245.00 = 145.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 245.00 TO NODE 205.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT}<<<<< Page 5 ---... --------------- EXC200.txt ELEVATION DATA: UPSTREAM(FEET) = 141.00 DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = 782.00 CHANNEL SLOPE= 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) = 5.402 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .3600 S.C.S. CURVE NUMBER (AMC II)= 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.40 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 8.34 AVERAGE FLOW DEPTH(FEET) = 0.20 TRAVEL TIME(MIN.) = 1.56 Tc(MIN.) = 7.66 3.51 SUBAREA AREA(ACRES) = AREA-AVERAGE RUNOFF COEFFICIENT= TOTAL AREA(ACRES) = 3.9 SUBAREA RUNOFF(CFS) = 0.360 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.28 FLOW VELOCITY(FEET/SEC.) = 9.94 84.70 0.0720 6.83 7.66 LONGEST FLOWPATH FROM NODE 255.00 TO NODE 205.00 = 927.00 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.) = 7.66 RAINFALL INTENSITY(INCH/HR) = 5.40 TOTAL STREAM AREA(ACRES) = 3.94 PEAK FLOW RATE(CFS) AT CONFLUENCE= 7.66 **************************************************************************** FLOW PROCESS FROM NODE 235.00 TO NODE 230.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .5800 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.) = 4.845 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.21 Page 6 ---EXC200.txt -TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.21 -**************************************************************************** -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) CHANNEL LENGTH THRU SUBAREA(FEET) = 245.00 CHANNEL SLOPE CHANNEL BASE(FEET) = 20.00 "Z" FACTOR= 99.000 MANNING'S FACTOR= 0.030 MAXIMUM DEPTH(FEET) = 0.50 = 105.00 = 0.0327 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.845 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .5800 S.C.S. CURVE NUMBER (AMC II)= 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = AVERAGE FLOW DEPTH(FEET) = 0.05 TRAVEL TIME(MIN.) = Tc(MIN.) = 9.07 1.17 0.97 4.22 SUBAREA AREA(ACRES) = 0.66 SUBAREA RUNOFF(CFS) = AREA-AVERAGE RUNOFF COEFFICIENT= 0.580 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.06 FLOW VELOCITY(FEET/SEC.) = 1.19 1.85 2.00 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) = 4.796 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .3600 S.C.S. CURVE NUMBER (AMC II)= 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.15 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 9.37 AVERAGE FLOW DEPTH(FEET) = 0.09 TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 9.21 SUBAREA AREA(ACRES) = 0.18 SUBAREA RUNOFF(CFS) = 0.31 AREA-AVERAGE RUNOFF COEFFICIENT= 0.536 Page 7 ------- EXC200.txt TOTAL AREA(ACRES) = 0.9 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.09 FLOW VELOCITY(FEET/SEC.) = LONGEST FLOWPATH FROM NODE 235.00 TO NODE 9.96 205.00 = 2.29 405.00 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.) = 9.21 RAINFALL INTENSITY(INCH/HR) = 4.80 TOTAL STREAM AREA(ACRES) = 0.89 PEAK FLOW RATE(CFS) AT CONFLUENCE= 2.29 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.84 8.51 5.047 4.76 2 7.66 7.66 5.402 3.94 3 2.29 9.21 4.796 0.89 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 11.28 7.66 5.402 2 11.11 8.51 5.047 3 10.84 9.21 4.796 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.28 Tc(MIN.) = 7.66 TOTAL AREA(ACRES) = 9.6 LONGEST FLOWPATH FROM NODE 255.00 TO NODE 205.00 = 927.00 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) = Page 8 72.50 -----... -------------------------------- EXC200.txt FLOW LENGTH(FEET) = 26.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.44 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 11.28 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 7.70 LONGEST FLOWPATH FROM NODE 255.00 TO NODE 200.00 = 953.50 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 9.6 TC(MIN.) = 11.28 END OF RATIONAL METHOD ANALYSIS Page 9 7.70 -----... -----------APPENDIX 5 --PROPOSED HYDROLOGY CALCULATIONS ------------------- -.. ,,,, ·m!!P' FuscoE ENG I NEERING Node to Node Code 165 160 2 160 145 5 145 145 l 155 149 2 149 145 6 145 145 l 145 125 4 125 125 l 140 135 2 135 130 5 130 125 4 125 125 l 125 125 8 125 l 05 4 l 05 l 05 l 116 114 2 l 14 110 5 110 l 05 4 105 105 l 105 100 4 PRINTED: 7/26/2018 @5:42 PM Job Name: COASTLINE COMMUNITY CHURCH Job#: 2437-001 Run Name: PRCl 00 Date: 7/24/2018 Proposed Conditions -l 00 YR Elev l Elev 2 Length Runoff Area {feet) {feet) (feet) Coeff. {ac.) 14 l .7 131.6 60.0 0.38 0.05 130.9 l 00.0 379.0 0.38 0.39 141. l 128.5 67.0 0.68 0.05 128.5 l 01.0 368.0 0.68 0.40 97.5 97.2 36.6 136. l 134.0 l 00.0 0.76 0.10 134.0 l 04. l 663.0 0.76 l.69 100.1 96.9 103.6 0.90 0.09 96.6 94.2 45.0 103.8 103.7 87.0 0.86 0.10 103.7 103.3 82.0 0.86 0.18 l 01 .3 94.5 30.2 94.2 90.7 65.6 1 of 1 Comments BANK l 2 3 brow ditch, 2.5' wide Confluence l of 2 Confluence 2 of 2 Existing 18" RCP Confluence l of 2 sheet flow Existinq 18" RCP Confluence 2 of 2 Existinq 24" RCP Confluence l of 2 Existng 6" pvc Confluence 2 of 2 End Analysis ,. ... .. .. ... .. ... .. ... .. .. .., JIIII .. 1111 PRC100.TXT **************************************************************************** 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 COMMUNITY CHURCH * * PROPOSED HYDROLOGY-100 YR * * BASIN 100 * ************************************************************************** FILE NAME: PRC100.DAT TIME/DATE OF STUDY: 17:23 07/26/2018 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 "("-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF-CROWN TO STREET-CROSSFALL: CURB GUTTER-GEbMETRIES: MANNING WIDTH CROSSFALL IN-/ OUT-/PARK-HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE/ SIDE/ WAY (FT) (FT) (FT) (FT) (n) ====== =====: ======;:;: 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth= 0.50 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-Curb) 2. (Depth)*(Velocity) Constraint= 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* Page 1 -------------------------------- ----- PRC100.TXT >>>>>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 155.00 TO NODE 149.00 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); 67.00 UPSTREAM ELEVATION(FEET); 141.10 DOWNSTREAM ELEVATION(FEET); 128.50 ELEVATION DIFFERENCE(FEET); 12.60 SUBAREA OVERLAND TIME OF FLOW(MIN.); 2.872 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 Tc; 5-MINUTE. SUBAREA RUNOFF(CFS); 0.24 TOTAL AREA(ACRES); 0.05 TOTAL RUNOFF(CFS); 0.24 **************************************************************************** FLOW PROCESS FROM NODE 149.00 TO NODE 145.00 IS CODE; 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION# 1 USED)<<<<< UPSTREAM ELEVATION(FEET); 128.50 DOWNSTREAM ELEVATION(FEET); 101.00 STREET LENGTH(FEET); 368.00 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 Streetflow Section(curb-to-curb); 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section; 0.0200 Page 3 ------------ ------------------------- PRC100.TXT **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS)::;; STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET)::;; 0.20 HALFSTREET FLOOD WIDTH(FEET)::;; 2.00 5.94 AVERAGE FLOW VELOCITY(FEET/SEC.)::;; PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.)::;; STREET FLOW TRAVEL TIME(MIN.)::;; 1.03 100 YEAR RAINFALL INTENSITY(INCH/HOUR)::;; 1.18 Tc(MIN.) ::;; 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc::;; 5-MINUTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT::;; .6800 S.C.S. CURVE NUMBER (AMC II)::;; 0 AREA-AVERAGE RUNOFF COEFFICIENT::;; 0.680 3.91 SUBAREA AREA(ACRES)::;; 0.40 TOTAL AREA(ACRES)::;; 0.5 SUBAREA RUNOFF(CFS)::;; PEAK FLOW RATE(CFS)::;; END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET)::;; 0.26 HALFSTREET FLOOD WIDTH(FEET)::;; 5.22 1.21 1.93 2.18 FLOW VELOCITY(FEET/SEC.)::;; 4.98 DEPTH*VELOCITY(FT*FT/SEC.)::;; 1.27 LONGEST FLOWPATH FROM NODE 155.00 TO NODE 145.00::;; 435.00 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.)::;; 3.91 RAINFALL INTENSITY(INCH/HR)::;; 7.11 TOTAL STREAM AREA(ACRES)::;; 0.45 PEAK FLOW RATE(CFS) AT CONFLUENCE::;; 2.18 ** CONFLUENCE DATA** STREAM RUNOFF NUMBER (CFS) 1 1.03 2 2.18 Tc (MIN.) 6.23 3.91 INTENSITY (INCH/HOUR) 6.175 7.114 AREA (ACRE) 0.44 0.45 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 2.82 3.91 7 .114 2 2.92 6.23 6.175 Page 4 ----.. -- PRC100.TXT COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) ESTIMATES ARE AS FOLLOWS: = 2.92 Tc(MIN.) = 0.9 TOTAL AREA(ACRES) = LONGEST FLOWPATH FROM NODE 165.00 TO NODE 6.23 145.00 = 439.00 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 7.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.55 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 2.92 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 6.36 LONGEST FLOWPATH FROM NODE 165.00 TO NODE 125.00 = 475.60 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.) = 6.36 RAINFALL INTENSITY(INCH/HR) = 6.09 TOTAL STREAM AREA(ACRES) = 0.89 PEAK FLOW RATE(CFS) AT CONFLUENCE= 2.92 .. **************************************************************************** ----•• -- ----- 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= .7600 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.) = 4.166 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH= 76.00 Page 5 -------------------------------------- PRC100.TXT (Reference: Table 3-lB 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) = 0.54 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.54 **************************************************************************** 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) = 5.166 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .7600 S.C.S. CURVE NUMBER (AMC II)= 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.93 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.73 AVERAGE FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 4.04 Tc(MIN.) = 8.21 SUBAREA AREA(ACRES) = 1.69 SUBAREA RUNOFF(CFS) = 6.64 AREA-AVERAGE RUNOFF COEFFICIENT= 0.760 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 7.03 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.08 FLOW VELOCITY(FEET/SEC.) = 3.19 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 7.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.37 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 7.03 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 8.40 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 125.00 = 866.60 FEET. Page 6 ---PRC100.TXT .. **************************************************************************** -.. - FLOW PROCESS FROM NODE 125.00 TO NODE 125.00 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.) = 8.40 -RAINFALL INTENSITY(INCH/HR) = 5.09 TOTAL STREAM AREA(ACRES) = 1.79 -PEAK FLOW RATE(CFS) AT CONFLUENCE= 7.03 .. ** CONFLUENCE DATA ** -STREAM RUNOFF Tc INTENSITY AREA -NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.92 6.36 6.091 0.89 -2 7.03 8.40 5.093 1. 79 -RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO -CONFLUENCE FORMULA USED FOR 2 STREAMS. -** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY -NUMBER (CFS) (MIN.) (INCH/HOUR) -1 8.25 6.36 6.091 2 9.47 8.40 5.093 --COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.47 Tc(MIN.) = 8.40 -TOTAL AREA(ACRES) = 2.7 -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) = 5.093 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .9000 S.C.S. CURVE NUMBER (AMC II)= 0 AREA-AVERAGE RUNOFF COEFFICIENT= 0.6912 SUBAREA AREA(ACRES) = 0.09 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 2.8 TOTAL RUNOFF(CFS) = TC(MIN.) = 8.40 0.41 9.75 -**************************************************************************** -Page 7 --- ------------ PRC100.TXT 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 7.2 INCHES PIPE-FLOW VELOCITY{FEET/SEC.) = 12.26 GIVEN PIPE DIAMETER{INCH) = 24.00 NUMBER OF PIPES= 1 PIPE-FLOW{CFS) = 9.75 PIPE TRAVEL TIME{MIN.) = 0.06 Tc{MIN.) = 8.46 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.) = 8.46 RAINFALL INTENSITY{INCH/HR) = 5.07 TOTAL STREAM AREA{ACRES) = 2.77 PEAK FLOW RATE{CFS) AT CONFLUENCE= 9.75 **************************************************************************** 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= .8600 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.) = 3.849 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH= 50.00 {Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY{INCH/HOUR) = 7.114 NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE. SUBAREA RUNOFF{CFS) = 0.61 TOTAL AREA{ACRES) = 0.10 TOTAL RUNOFF{CFS) = 0.61 Page 8 -- ----- - --------------------------- PRC100.TXT **************************************************************************** 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) = 6.799 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .8600 S.C.S. CURVE NUMBER (AMC II)= 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.14 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.90 AVERAGE FLOW DEPTH(FEET) = 0.05 TRAVEL TIME(MIN.) = 1.52 Tc(MIN.) = 5.36 SUBAREA AREA(ACRES) AREA-AVERAGE RUNOFF TOTAL AREA(ACRES) = = 0.18 COEFFICIENT 0.3 SUBAREA RUNOFF(CFS) = = 0.860 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.06 FLOW VELOCITY(FEET/SEC.) = 0.97 1.05 1.64 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 MANNING'S N = 0.009 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.06 GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 1.64 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 5.39 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 Page 9 -------------------- -· -- - -- ------ PRC100.TXT CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.39 RAINFALL INTENSITY(INCH/HR) = 6.78 TOTAL STREAM AREA(ACRES) = 0.28 PEAK FLOW RATE(CFS) AT CONFLUENCE= 1.64 ** CONFLUENCE DATA** STREAM RUNOFF NUMBER (CFS) 1 9.75 2 1.64 Tc (MIN.) 8.46 5.39 INTENSITY (INCH/HOUR) 5.069 6. 776 AREA (ACRE) 2. 77 0.28 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE** STREAM RUNOFF NUMBER (CFS) 1 8.93 2 10.97 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) Tc (MIN.) 5.39 8.46 INTENSITY (INCH/HOUR) 6. 776 5.069 ESTIMATES ARE AS FOLLOWS: = 10.97 Tc(MIN.) = 3.0 TOTAL AREA(ACRES) = LONGEST FLOWPATH FROM NODE 140.00 TO NODE 8.46 105.00 = 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 7.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.68 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 10.97 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 8.54 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 100.00 = 977.20 FEET. =======================================================================----- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = 3.0 TC(MIN.) = 10.97 8.54 ======================================================----==-----===-------- END OF RATIONAL METHOD ANALYSIS Page 10 ---PRC100.TXT - ---------·--------- -----------Page 11 --- -.... ,, ;@J~ FUSCOE INGINIERING Node to Node Code 216 214 2 214 213 5 213 212 3 212 280 3 280 280 8 280 280 l 228 226 2 226 279 3 279 279 8 279 280 3 280 280 8 280 280 1 280 260 3 260 260 l 275 270 2 270 265 5 265 260 3 260 260 l 260 225 3 225 225 l 225 225 7 225 225 l 225 201 5 201 202 4 202 202 l 255 250 2 250 245 5 245 244 5 244 202 5 202 202 l 202 200 4 PRINTED: 1/16/2019@8:22 PM Job Name: COASTLINE COMMUNITY CHURCH Job#: 2437-001 Run Name: PRC200 Date: l /15/2019 Proposed Conditions -l 00 YR Elev l Elev 2 Length Runoff Area (feet) (feet) (feet) Coeff. (ac.) 103.2 l 01. l 67.0 0.35 0.10 l 01. l 98.5 89.0 0.35 0.14 96.5 96.4 14.0 96.4 95.0 285.0 0.90 0.28 104.0 l 03.5 95.0 0.75 0.10 99.7 97.8 274.0 0.75 0.30 97.8 95.7 284.0 0.90 0.33 94.9 94.0 36.0 134.2 133.0 55.0 0.35 0.10 133.0 129.9 82.0 0.35 0.14 128.4 94.0 70.0 94 .0 80.6 35.0 80.7 80.6 45.0 0.35 0.07 73.4 73.2 7.0 195.0 168.6 75.0 0.36 0.10 168.6 141.0 70.0 0.36 141 .0 84.0 777.0 0.36 4.12 84.0 82.5 126.0 73.2 72.5 17.0 1 of 1 Comments BANK l 2 3 n=.03, z=99 Confluence l of 2 Confluence 2 of 2 Confluence l of 2 n=.015, z=99 Confluence 2 of 2 Confluence 1 of 2 0 =0.73cfs (low-flow pipe) Confluence 2 of 2 n=.03, z=99 Existing 24" RCP Confluence l of 2 n=.015, base= 2.5, z= l Confluence 2 of 2 Existing 24" RCP END ANALYSIS --------------- ---------------------- PRC200.TXT **************************************************************************** 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 COMMUNITY CHURCH * * PROPOSED HYDROLOGY-100 YEAR * * BASIN 200 * ************************************************************************** FILE NAME: PRC200.DAT TIME/DATE OF STUDY: 20:15 01/16/2019 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 "("-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF-CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: WIDTH CROSSFALL IN-I OUT-/PARK-HEIGHT WIDTH LIP NO. (FT) (FT) SIDE I SIDE/ WAY (FT) {FT) (FT) ----------------------------------====== -----====== 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth= 0.50 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-Curb) 2. (Depth)*(Velocity) Constraint= 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* Page 1 HIKE (FT) ----- 0.167 MANNING FACTOR (n) ======= 0.0150 --- ------ ------ ------------- PRC200.TXT **************************************************************************** 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) AREA-AVERAGE RUNOFF TOTAL AREA(ACRES) = = 0.14 COEFFICIENT 0.2 SUBAREA RUNOFF(CFS) = = 0.350 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.03 FLOW VELOCITY(FEET/SEC.) = 0.23 0.39 LONGEST FLOWPATH FROM NODE 216.00 TO NODE 0.67 213.00 = 156.00 FEET. -**************************************************************************** ------ FLOW PROCESS FROM NODE 213.00 TO NODE 212.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< Page 2 -----.. -----------------,_ -----------,_ - PRC200.TXT >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------======================================================= 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 VELOCITV(FEET/SEC.) = 3.49 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES= 1 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 VELOCITV(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 INTENSITV(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) TOTAL AREA(ACRES) = TC(MIN.) = 11.35 0.28 SUBAREA RUNOFF{CFS) = 0.5 TOTAL RUNOFF(CFS) = 1.06 1.41 **************************************************************************** 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 Page 3 ----.. ------------- PRC200.TXT 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= .7500 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.) = 5.546 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH= 50.53 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.654 SUBAREA RUNOFF(CFS) = 0.50 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.50 -**************************************************************************** ----------- ------ 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 4.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.32 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 0.50 PIPE TRAVEL TIME(MIN.) = 1.38 Tc(MIN.) = 6.92 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) = 5.767 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .7500 Page 4 ------------ -----------· ------------- S.C.S. CURVE NUMBER AREA-AVERAGE RUNOFF SUBAREA AREA(ACRES) TOTAL AREA(ACRES) = TC(MIN.) = 6.92 PRC200.TXT (AMC II) = 0 COEFFICIENT= 0.7500 = 0.30 SUBAREA RUNOFF(CFS) = 0.4 TOTAL RUNOFF(CFS) = 1.30 1. 73 **************************************************************************** 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.) = 5.00 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 1.73 PIPE TRAVEL TIME(MIN.) = 0.95 Tc(MIN.) = 7.87 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) = 5.309 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .9000 S.C.S. CURVE NUMBER (AMC II)= 0 AREA-AVERAGE RUNOFF COEFFICIENT= 0.8178 SUBAREA AREA(ACRES) = 0.33 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 0.7 TOTAL RUNOFF(CFS) = TC(MIN.) = 7.87 1.58 3.17 **************************************************************************** FLOW PROCESS FROM NODE 280.00 TO NODE 280.00 IS CODE= 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ====================================================------------------------ TOTAL NUMBER OF STREAMS= 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.87 RAINFALL INTENSITY(INCH/HR) = 5.31 TOTAL STREAM AREA(ACRES) = 0.73 PEAK FLOW RATE(CFS) AT CONFLUENCE= 3.17 Page 5 --------- ----- -- ----- ------ ----- PRC200.TXT ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.41 11.35 4.192 0.52 2 3.17 7.87 5.309 0.73 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 4.15 7.87 5.309 2 3.91 11.35 4.192 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.15 Tc(MIN.) = 7.87 TOTAL AREA(ACRES) = 1.2 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 MANNING'S N = 0.010 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.23 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 4.15 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 7.93 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= 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS= 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.93 RAINFALL INTENSITY(INCH/HR) = 5.28 TOTAL STREAM AREA(ACRES) = 1.25 PEAK FLOW RATE(CFS) AT CONFLUENCE= 4.15 **************************************************************************** Page 6 ---PRC200.TXT -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) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.02 FLOW VELOCITY(FEET/SEC.) = 1.04 0.41 LONGEST FLOWPATH FROM NODE 275.00 TO NODE 265.00 = 137.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 265.00 TO NODE 260.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ====================================================-==-=====--------------- Page 7 -------------- ------------------------- PRC200.TXT 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 Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.15 7.93 5.281 1.25 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 Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 4.51 7.93 5.281 2 4.25 8.96 4.883 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.51 Tc(MIN.) = 7.93 TOTAL AREA(ACRES) = 1.5 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)<<<<< Page 8 ----------------- PRC200.TXT ----------================================================================== ELEVATION DATA: UPSTREAM(FEET) = 94.00 DOWNSTREAM(FEET) = 80.60 FLOW LENGTH{FEET) = 35.00 MANNING'S N = 0.010 DEPTH OF FLOW IN 9.0 INCH PIPE IS 3.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 26.18 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 4.51 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 7.96 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= 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS= 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.96 RAINFALL INTENSITY(INCH/HR) = 5.27 TOTAL STREAM AREA(ACRES) = 1.49 PEAK FLOW RATE(CFS) AT CONFLUENCE= 4.51 -**************************************************************************** ------ ----., - ---- FLOW PROCESS FROM NODE 225.00 TO NODE 225.00 IS CODE= 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC{MIN) = 5.00 RAIN INTENSITY(INCH/HOUR) = 7.11 TOTAL AREA(ACRES) = 3.76 TOTAL RUNOFF(CFS) = 0.73 **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 225.00 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.) 5.00 RAINFALL INTENSITY(INCH/HR) = 7.11 TOTAL STREAM AREA(ACRES) = 3.76 PEAK FLOW RATE(CFS) AT CONFLUENCE= 0.73 ** CONFLUENCE DATA** STREAM RUNOFF NUMBER (CFS) 1 4.51 Tc (MIN.) 7.96 INTENSITY (INCH/HOUR) 5.272 Page 9 AREA (ACRE) 1.49 ---------------------- ------------------ 2 0.73 5.00 PRC200.TXT 7.114 RAINFALL INTENSITY AND TIME OF CONCENTRATION CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE** STREAM RUNOFF Tc INTENSITY NUMBER {CFS) {MIN.) (INCH/HOUR) 1 4.07 5.00 7.114 2 5.05 7.96 5.272 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) ESTIMATES ARE AS FOLLOWS: = 5.05 Tc(MIN.) = 5.2 TOTAL AREA(ACRES) = LONGEST FLOWPATH FROM NODE 228.00 TO NODE 3.76 RATIO 7.96 225.00 = 724.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 201.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME 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) = 4.817 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .3500 S.C.S. CURVE NUMBER (AMC II)= 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.11 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.63 AVERAGE FLOW DEPTH(FEET) = 0.20 TRAVEL TIME(MIN.) = 1.20 Tc(MIN.) = 9.15 SUBAREA AREA(ACRES) = 0.07 SUBAREA RUNOFF(CFS) = 0.12 AREA-AVERAGE RUNOFF COEFFICIENT= 0.215 TOTAL AREA(ACRES) = 5.3 PEAK FLOW RATE(CFS) 5.51 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.21 FLOW VELOCITY(FEET/SEC.) = 0.64 LONGEST FLOWPATH FROM NODE 228.00 TO NODE 201.00 = 769.00 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)<<<<< Page 10 ------------ -- -- PRC200.TXT ELEVATION DATA: UPSTREAM(FEET) = 73.40 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 7.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.33 GIVEN PIPE DIAMETER(INCH) = 24.00 PIPE-FLOW(CFS) = 5.51 NUMBER OF PIPES= PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 1 73.20 LONGEST FLOWPATH FROM NODE 228.00 TO NODE 9.17 202.00 = 776.00 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.) = 9.17 RAINFALL INTENSITY(INCH/HR) = 4.81 TOTAL STREAM AREA(ACRES) = 5.32 PEAK FLOW RATE(CFS) AT CONFLUENCE= 5.51 **************************************************************************** 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= .3600 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.) = 5.355 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.806 SUBAREA RUNOFF(CFS) 0.25 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.25 **************************************************************************** FLOW PROCESS FROM NODE 250.00 TO NODE 245.00 IS CODE= 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 168.60 DOWNSTREAM(FEET) = 141.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 70.00 CHANNEL SLOPE= 0.3943 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION Page 11 -- ------------- - ------------------- PRC200.TXT NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.25 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 5.60 LONGEST FLOWPATH FROM NODE 255.00 TO NODE 245.00 = 145.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 245.00 TO NODE 244.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 141.00 DOWNSTREAM(FEET) = 84.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 777.00 CHANNEL SLOPE= 0.0734 CHANNEL BASE(FEET) = 2.50 "Z" FACTOR= 1.000 MANNING'S FACTOR= 0.013 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.734 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .3600 S.C.S. CURVE NUMBER (AMC II)= 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.52 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 9.35 AVERAGE FLOW DEPTH(FEET) = 0.18 TRAVEL TIME(MIN.) = 1.38 Tc(MIN.) = 6.99 SUBAREA AREA(ACRES) = 4.12 SUBAREA RUNOFF(CFS) = 8.50 AREA-AVERAGE RUNOFF COEFFICIENT= 0.360 TOTAL AREA(ACRES) = 4.2 PEAK FLOW RATE(CFS) = 8.71 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.27 FLOW VELOCITY(FEET/SEC.) = 11.65 LONGEST FLOWPATH FROM NODE 255.00 TO NODE 244.00 = 922.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 244.00 TO NODE 202.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ===================================================--=====--=-===-----==---- ELEVATION DATA: UPSTREAM(FEET) = 84.00 DOWNSTREAM(FEET) = 82.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 126.00 CHANNEL SLOPE= 0.0119 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 1.000 MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 8.71 FLOW VELOCITY(FEET/SEC.) = 5.95 FLOW DEPTH(FEET) = 0.57 TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 7.34 LONGEST FLOWPATH FROM NODE 255.00 TO NODE 202.00 = 1048.00 FEET. **************************************************************************** Page 12 ----------- ---- -------- PRC200.TXT 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.) = 7.34 RAINFALL INTENSITY(INCH/HR) = 5.55 TOTAL STREAM AREA(ACRES) = 4.22 PEAK FLOW RATE(CFS) AT CONFLUENCE= 8.71 ** CONFLUENCE DATA** STREAM RUNOFF NUMBER (CFS) 1 5.51 2 8.71 Tc (MIN.) 9.17 7.34 INTENSITY (INCH/HOUR) 4.812 5.555 AREA (ACRE) 5.32 4.22 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE** STREAM RUNOFF NUMBER (CFS) 1 13.48 2 13.06 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) Tc (MIN.) 7.34 9.17 INTENSITY (INCH/HOUR) 5.555 4.812 ESTIMATES ARE AS FOLLOWS: = 13.48 Tc(MIN.) = 9.5 TOTAL AREA(ACRES) = LONGEST FLOWPATH FROM NODE 255.00 TO NODE 7.34 202.00 = 1048.00 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 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.22 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES= 1 PIPE-FLOW(CFS) = 13.48 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 7.36 LONGEST FLOWPATH FROM NODE 255.00 TO NODE 200.00 = 1065.00 FEET. ====================================================-=========-----=====---- -END OF STUDY SUMMARY: -Page 13 --- ------------ .. --- ------------------- TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) = = PRC200.TXT 9.5 TC(MIN.) = 13.48 7.36 ============================================================================ END OF RATIONAL METHOD ANALYSIS ... 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