============================================================================= SSSSS W W M M H H Y Y M M OOO 999 999 ========= S W W W MM MM H H Y Y MM MM O O 9 9 9 9 SSSSS W W W M M M HHHHH Y M M M O O ## 9 9 9 9 Ver5 Beta S W W M M H H Y M M O O 9999 9999 Sept 2000 SSSSS W W M M H H Y M M OOO 9 9 ========= 9 9 9 9 # 2582634 StormWater Management HYdrologic Model 999 999 ========= *************************************************************************** *************************** SWMHYMO Ver/5 Beta *************************** ******* A single event and continuous hydrologic simulation model ******* ******* based on the principles of HYMO and its successors ******* ******* OTTHYMO-83 and OTTHYMO-89. ******* *************************************************************************** ******* Distributed by: J.F. Sabourin and Associates Inc. ******* ******* Ottawa, Ontario: (613) 727-5199 ******* ******* Gatineau, Quebec: (819) 243-6858 ******* ******* E-Mail: swmhymo@jfsa.Com ******* *************************************************************************** +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++ Licensed user: JFSAinc. +++++++ +++++++ Ottawa / Gatineau SERIAL#:2582634 +++++++ +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ *************************************************************************** ******* ++++++ PROGRAM ARRAY DIMENSIONS ++++++ ******* ******* Maximum value for ID numbers : 10 ******* ******* Max. number of rainfall points: 52750 ******* ******* Max. number of flow points : 52750 ******* *************************************************************************** ******************** D E T A I L E D O U T P U T ******************** *************************************************************************** * DATE: 2010-03-10 TIME: 15:51:52 RUN COUNTER: 001868 * *************************************************************************** * Input filename: Z:\PROJ\709(03~1\DESIGN\SWMHYMO\HGL\VGSPR~1\SP7BJF~1.D* * Output filename: Z:\PROJ\709(03~1\DESIGN\SWMHYMO\HGL\VGSPR~1\SP7BJF~1.o* * Summary filename: Z:\PROJ\709(03~1\DESIGN\SWMHYMO\HGL\VGSPR~1\SP7BJF~1.s* * User comments: * * 1:______________________________________________________________________* * 2:______________________________________________________________________* * 3:______________________________________________________________________* *************************************************************************** ------------------------------------------------------------------------------- 001:0001----------------------------------------------------------------------- *#****************************************************************************** *# SWMHYMO Ver:5.02/Jan 2001 / INPUT DATA FILE *#****************************************************************************** *# Project Name: [Richmond FPM] Project Number: [709] *# Date : 04-21-2009 *# Revised : 04-31-2009; 05-25-2009; 07-22-2009; 08-06-2009; 08-31-2009 *# 11-16-2009; 02-16-2010; 03-04-2010 *# Modeller : [Bryan Willcott B.Eng.] *# Company : J.F. Sabourin and Associates *# License # : 3410370 *#****************************************************************************** *# [BW] April 31, 2009 *# This model is the same as the JFSA summer model with the exception of the *# storm files used and the CN values have been increased to 95 *#****************************************************************************** *# [BW] May 25, 2009 *# This model has been updated using revised values for Tp. Previous versions *# of this model used a calculated Tp=0.6Tc. This model used a calculated *# Tp=0.67Tc. Manning's n values for the overbanks in the ROUTE CHANNEL *# commands have been changed to 0.05 for Spring conditions. Design storms *# have changed to match those used in the Jock River Model *#****************************************************************************** *# [BW] July 22, 2009 *# This model has been revised to include "existing" cross section information *# received from Robinson Consultants. The Cross section revised in the model *# is Sec 5.2 (channel receiving flow from "arbuck"). Also, channel and *# floodplain slopes for ROUTE CHANNEL commands were updated to be equal *#****************************************************************************** *# [BW] August 6, 2009 *# This model has been revised to include cross section information *# from Robinson Consultants Engineer's Report July 2003. The cross *# section revised in the model is Sec 5.1. Cross sections Sec 1.03 *# and Sec 5.3 have also been revised *#****************************************************************************** *# [BW] August 31, 2009 *# Model updated to include the proposed DSEL berm. This affects the geometry *# of Route Channel Sect 5.2 located on the Arbuckle drain. Route Channels 5.2 *# and 1.03 have also been revised to reduce the number of values in the *# x-y matrix *#****************************************************************************** *# [BW] November 16, 2009 *# Model updated to include revised Tp values subsequent to review of *# memo received from AECOM on Oct. 2, 2009 *#****************************************************************************** *# [BW] February 16, 2010 *# Model updated to check cross sections proposed to convey flow from VG-6, *# and VG-7 *#****************************************************************************** *# [LP] March 4, 2010 *# Model updated to reflect post-development conditions for Mattamy Lands *# Addition of JR-1, JR-2 and JR-3 *# Removal of Post-Development Mattamy Lands from Pre-Development Areas: *# VG-3: 40.6 ha to 9.88 ha *# VG-8: 91.8 ha to 10.30 ha *# JR-2: 20.5 ha to 4.96 ha *# JR-3: 10.6 ha to 6.86 ha *# Addition of Pond 1 and Pond 2 outflow hydrographs *# (100-year SCS event, free outfall conditions) *#****************************************************************************** *# ** END OF RUN : 398 ******************************************************************************* -------------------- | START | Project dir.: Z:\PROJ\709(03~1\DESIGN\SWMHYMO\HGL\VGSPR~1\ -------------------- Rainfall dir.: Z:\PROJ\709(03~1\DESIGN\SWMHYMO\HGL\VGSPR~1\ TZERO = .00 hrs on 0 METOUT= 2 (output = METRIC) NRUN = 399 NSTORM= 1 # 1=51001012.stm ------------------------------------------------------------------------------- 399:0002----------------------------------------------------------------------- *#****************************************************************************** *# SWMHYMO Ver:5.02/Jan 2001 / INPUT DATA FILE *#****************************************************************************** *# Project Name: [Richmond FPM] Project Number: [709] *# Date : 04-21-2009 *# Revised : 04-31-2009; 05-25-2009; 07-22-2009; 08-06-2009; 08-31-2009 *# 11-16-2009; 02-16-2010; 03-04-2010 *# Modeller : [Bryan Willcott B.Eng.] *# Company : J.F. Sabourin and Associates *# License # : 3410370 *#****************************************************************************** *# [BW] April 31, 2009 *# This model is the same as the JFSA summer model with the exception of the *# storm files used and the CN values have been increased to 95 *#****************************************************************************** *# [BW] May 25, 2009 *# This model has been updated using revised values for Tp. Previous versions *# of this model used a calculated Tp=0.6Tc. This model used a calculated *# Tp=0.67Tc. Manning's n values for the overbanks in the ROUTE CHANNEL *# commands have been changed to 0.05 for Spring conditions. Design storms *# have changed to match those used in the Jock River Model *#****************************************************************************** *# [BW] July 22, 2009 *# This model has been revised to include "existing" cross section information *# received from Robinson Consultants. The Cross section revised in the model *# is Sec 5.2 (channel receiving flow from "arbuck"). Also, channel and *# floodplain slopes for ROUTE CHANNEL commands were updated to be equal *#****************************************************************************** *# [BW] August 6, 2009 *# This model has been revised to include cross section information *# from Robinson Consultants Engineer's Report July 2003. The cross *# section revised in the model is Sec 5.1. Cross sections Sec 1.03 *# and Sec 5.3 have also been revised *#****************************************************************************** *# [BW] August 31, 2009 *# Model updated to include the proposed DSEL berm. This affects the geometry *# of Route Channel Sect 5.2 located on the Arbuckle drain. Route Channels 5.2 *# and 1.03 have also been revised to reduce the number of values in the *# x-y matrix *#****************************************************************************** *# [BW] November 16, 2009 *# Model updated to include revised Tp values subsequent to review of *# memo received from AECOM on Oct. 2, 2009 *#****************************************************************************** *# [BW] February 16, 2010 *# Model updated to check cross sections proposed to convey flow from VG-6, *# and VG-7 *#****************************************************************************** *# [LP] March 4, 2010 *# Model updated to reflect post-development conditions for Mattamy Lands *# Addition of JR-1, JR-2 and JR-3 *# Removal of Post-Development Mattamy Lands from Pre-Development Areas: *# VG-3: 40.6 ha to 9.88 ha *# VG-8: 91.8 ha to 10.30 ha *# JR-2: 20.5 ha to 4.96 ha *# JR-3: 10.6 ha to 6.86 ha *# Addition of Pond 1 and Pond 2 outflow hydrographs *# (100-year SCS event, free outfall conditions) *#****************************************************************************** *# ------------------------------------------------------------------------------- 399:0002----------------------------------------------------------------------- -------------------- | READ STORM | Filename: Z:\PROJ\709(03~1\DESIGN\SWMHYMO\HGL\VGSP | Ptotal= 267.43 mm| Comments: Model 5 CDA - S+Rain 12hr/day, RTP 100 y -------------------- TIME RAIN | TIME RAIN | TIME RAIN | TIME RAIN hrs mm/hr | hrs mm/hr | hrs mm/hr | hrs mm/hr 1.00 .000 | 61.00 2.734 | 121.00 .000 | 181.00 2.278 2.00 .000 | 62.00 2.575 | 122.00 .000 | 182.00 2.146 3.00 .000 | 63.00 2.266 | 123.00 .000 | 183.00 1.889 4.00 .000 | 64.00 1.826 | 124.00 .000 | 184.00 1.522 5.00 .000 | 65.00 1.280 | 125.00 .000 | 185.00 1.066 6.00 .000 | 66.00 .659 | 126.00 .000 | 186.00 .549 7.00 .486 | 67.00 .000 | 127.00 1.130 | 187.00 .000 8.00 .944 | 68.00 .000 | 128.00 2.194 | 188.00 .000 9.00 1.347 | 69.00 .000 | 129.00 3.131 | 189.00 .000 10.00 1.672 | 70.00 .000 | 130.00 3.885 | 190.00 .000 11.00 1.899 | 71.00 .000 | 131.00 4.414 | 191.00 .000 12.00 2.017 | 72.00 .000 | 132.00 4.686 | 192.00 .000 13.00 2.017 | 73.00 .000 | 133.00 4.686 | 193.00 .000 14.00 1.899 | 74.00 .000 | 134.00 4.414 | 194.00 .000 15.00 1.672 | 75.00 .000 | 135.00 3.885 | 195.00 .000 16.00 1.347 | 76.00 .000 | 136.00 3.131 | 196.00 .000 17.00 .944 | 77.00 .000 | 137.00 2.194 | 197.00 .000 18.00 .486 | 78.00 .000 | 138.00 1.130 | 198.00 .000 19.00 .000 | 79.00 .948 | 139.00 .000 | 199.00 .414 20.00 .000 | 80.00 1.842 | 140.00 .000 | 200.00 .805 21.00 .000 | 81.00 2.628 | 141.00 .000 | 201.00 1.148 22.00 .000 | 82.00 3.262 | 142.00 .000 | 202.00 1.425 23.00 .000 | 83.00 3.706 | 143.00 .000 | 203.00 1.619 24.00 .000 | 84.00 3.934 | 144.00 .000 | 204.00 1.719 25.00 .000 | 85.00 3.934 | 145.00 .000 | 205.00 1.719 26.00 .000 | 86.00 3.706 | 146.00 .000 | 206.00 1.619 27.00 .000 | 87.00 3.262 | 147.00 .000 | 207.00 1.425 28.00 .000 | 88.00 2.628 | 148.00 .000 | 208.00 1.148 29.00 .000 | 89.00 1.842 | 149.00 .000 | 209.00 .805 30.00 .000 | 90.00 .948 | 150.00 .000 | 210.00 .414 31.00 .526 | 91.00 .000 | 151.00 .773 | 211.00 .000 32.00 1.021 | 92.00 .000 | 152.00 1.502 | 212.00 .000 33.00 1.457 | 93.00 .000 | 153.00 2.143 | 213.00 .000 34.00 1.808 | 94.00 .000 | 154.00 2.659 | 214.00 .000 35.00 2.054 | 95.00 .000 | 155.00 3.021 | 215.00 .000 36.00 2.181 | 96.00 .000 | 156.00 3.207 | 216.00 .000 37.00 2.181 | 97.00 .000 | 157.00 3.207 | 217.00 .000 38.00 2.054 | 98.00 .000 | 158.00 3.021 | 218.00 .000 39.00 1.808 | 99.00 .000 | 159.00 2.659 | 219.00 .000 40.00 1.457 | 100.00 .000 | 160.00 2.143 | 220.00 .000 41.00 1.021 | 101.00 .000 | 161.00 1.502 | 221.00 .000 42.00 .526 | 102.00 .000 | 162.00 .773 | 222.00 .000 43.00 .000 | 103.00 1.787 | 163.00 .000 | 223.00 .498 44.00 .000 | 104.00 3.470 | 164.00 .000 | 224.00 .967 45.00 .000 | 105.00 4.952 | 165.00 .000 | 225.00 1.380 46.00 .000 | 106.00 6.146 | 166.00 .000 | 226.00 1.713 47.00 .000 | 107.00 6.982 | 167.00 .000 | 227.00 1.946 48.00 .000 | 108.00 7.413 | 168.00 .000 | 228.00 2.066 49.00 .000 | 109.00 7.413 | 169.00 .000 | 229.00 2.066 50.00 .000 | 110.00 6.982 | 170.00 .000 | 230.00 1.946 51.00 .000 | 111.00 6.146 | 171.00 .000 | 231.00 1.713 52.00 .000 | 112.00 4.952 | 172.00 .000 | 232.00 1.380 53.00 .000 | 113.00 3.470 | 173.00 .000 | 233.00 .967 54.00 .000 | 114.00 1.787 | 174.00 .000 | 234.00 .498 55.00 .659 | 115.00 .000 | 175.00 .549 | 235.00 .000 56.00 1.280 | 116.00 .000 | 176.00 1.066 | 236.00 .000 57.00 1.826 | 117.00 .000 | 177.00 1.522 | 237.00 .000 58.00 2.266 | 118.00 .000 | 178.00 1.889 | 238.00 .000 59.00 2.575 | 119.00 .000 | 179.00 2.146 | 239.00 .000 60.00 2.734 | 120.00 .000 | 180.00 2.278 | 240.00 .000 ------------------------------------------------------------------------------- 399:0003----------------------------------------------------------------------- *#***************************************************************************** *# Van Gaal / Arbuckle Drain *#***************************************************************************** *# DSEL SUBCATCHMENT VG-1 HAS BEEN BROKEN INTO 6 SUB-AREAS (BW) *#***************************************************************************** ---------------------- | CALIB NASHYD | Area (ha)= 311.90 Curve Number (CN)=95.00 | 01:VG-1A DT= 5.00 | Ia (mm)= 3.900 # of Linear Res.(N)= 3.00 ---------------------- U.H. Tp(hrs)= 5.300 Unit Hyd Qpeak (cms)= 2.248 PEAK FLOW (cms)= 4.228 (i) TIME TO PEAK (hrs)= 114.500 RUNOFF VOLUME (mm)= 250.811 TOTAL RAINFALL (mm)= 267.434 RUNOFF COEFFICIENT = .938 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- 399:0004----------------------------------------------------------------------- -------------------- | SAVE HYD | AREA (ha)= 311.900 | ID=01 (VG-1A ) | QPEAK (cms)= 4.228 (i) | DT= 5.00 PCYC=-1 | TPEAK (hrs)= 114.500 -------------------- VOLUME (mm)= 250.811 Filename: Z:\PROJ\709(03~1\DESIGN\SWMHYMO\HGL\VGSPR~1\H-VG-1A.399 Comments: VG-1A (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- 399:0005----------------------------------------------------------------------- *#***************************************************************************** *# Tp FOR VG-1B HAS BEEN REVISED TO REFLECT A HYDRAULIC LENGTH OF 1710 m, A *# LENGTH THAT INCLUDES DISTANCE TO THE VG1-1 CONFLUENCE IN ADDITION TO THE *# LONGEST FLOW PATH WITHIN VG-1B. THIS IS DONE TO SIMULATE CHANNEL ROUTING *#***************************************************************************** ---------------------- | CALIB NASHYD | Area (ha)= 24.80 Curve Number (CN)=95.00 | 02:VG-1B DT= 5.00 | Ia (mm)= 4.000 # of Linear Res.(N)= 3.00 ---------------------- U.H. Tp(hrs)= 2.700 Unit Hyd Qpeak (cms)= .351 PEAK FLOW (cms)= .440 (i) TIME TO PEAK (hrs)= 111.833 RUNOFF VOLUME (mm)= 250.711 TOTAL RAINFALL (mm)= 267.434 RUNOFF COEFFICIENT = .937 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- 399:0006----------------------------------------------------------------------- *#***************************************************************************** *# VG1-1 IS THE SUM OF FLOWS TO THE CONFLUENCE OF NORTHERN MOST WATERCOURSE IN *# OUR AREA OF STUDY WITH THE ROADSIDE DITCH ON GARVIN ROAD *#***************************************************************************** *# -------------------- | ADD HYD (VG1-1 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF -------------------- (ha) (cms) (hrs) (mm) (cms) ID1 01:VG-1A 311.90 4.228 114.50 250.81 .000 +ID2 02:VG-1B 24.80 .440 111.83 250.71 .000 ====================================================== SUM 03:VG1-1 336.70 4.588 114.25 250.80 .000 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ------------------------------------------------------------------------------- 399:0007----------------------------------------------------------------------- -------------------- | SAVE HYD | AREA (ha)= 336.700 | ID=03 (VG1-1 ) | QPEAK (cms)= 4.588 (i) | DT= 5.00 PCYC=-1 | TPEAK (hrs)= 114.250 -------------------- VOLUME (mm)= 250.803 Filename: Z:\PROJ\709(03~1\DESIGN\SWMHYMO\HGL\VGSPR~1\H-VG1-1.399 Comments: VG1-1 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- 399:0008----------------------------------------------------------------------- ---------------------- | CALIB NASHYD | Area (ha)= 47.80 Curve Number (CN)=95.00 | 04:VG-1D DT= 5.00 | Ia (mm)= 2.500 # of Linear Res.(N)= 3.00 ---------------------- U.H. Tp(hrs)= 1.800 Unit Hyd Qpeak (cms)= 1.014 PEAK FLOW (cms)= .915 (i) TIME TO PEAK (hrs)= 110.583 RUNOFF VOLUME (mm)= 252.208 TOTAL RAINFALL (mm)= 267.434 RUNOFF COEFFICIENT = .943 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- 399:0009----------------------------------------------------------------------- *#***************************************************************************** *# VG1-2 IS THE SUM OF FLOWS AT THE GARVIN ROAD CROSS CULVERT AND *# CONSERVATIVELY INCLUDES THE AREA VG-1D, WHICH IS LOCATED JUST DOWNSTREAM *# OF THE CULVERT *#***************************************************************************** *# -------------------- | ADD HYD (VG1-2 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF -------------------- (ha) (cms) (hrs) (mm) (cms) ID1 03:VG1-1 336.70 4.588 114.25 250.80 .000 +ID2 04:VG-1D 47.80 .915 110.58 252.21 .000 ====================================================== SUM 05:VG1-2 384.50 5.235 113.50 250.98 .000 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ------------------------------------------------------------------------------- 399:0010----------------------------------------------------------------------- -------------------- | SAVE HYD | AREA (ha)= 384.500 | ID=05 (VG1-2 ) | QPEAK (cms)= 5.235 (i) | DT= 5.00 PCYC=-1 | TPEAK (hrs)= 113.500 -------------------- VOLUME (mm)= 250.978 Filename: Z:\PROJ\709(03~1\DESIGN\SWMHYMO\HGL\VGSPR~1\H-VG1-2.399 Comments: VG1-2 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- 399:0011----------------------------------------------------------------------- -------------------- | ROUTE CHANNEL | Routing time step (min) = 5.00 | IN> 05:VG1-2 | Number of SEGMENTS = 3 | OUT< 06:VG1R-2 | Slopes (%), CHANNEL= .15 FLOODPLAIN= .15 -------------------- LENGTH = 865.00 (m) <------ DATA FOR SECTION ( 1.0) ------> Distance Elevation Manning .00 96.72 .0500 22.98 96.60 .0500 42.45 96.66 .0500 47.63 96.50 .0500 49.64 96.42 .0500 51.41 96.00 .0500 / .0350 Main Channel 53.36 95.79 .0350 Main Channel 55.58 95.89 .0350 / .0500 Main Channel 57.42 96.24 .0500 87.69 96.50 .0500 119.62 96.51 .0500 140.10 96.60 .0500 179.39 96.72 .0500 200.60 96.89 .0500 228.39 97.00 .0500 <---------------------------- TRAVEL TIME TABLE ---------------------------> DEPTH ELEV X-VOLUME S-VOLUME FLOW RATE VELOCITY TRAV.TIME D x V (m) (m) (cu.m.) (cu.m.) (cms) (m/s) (min) (m2/s) .048 95.839 .327E+02 .612E+00 .004 .093 155.74 .004 .097 95.887 .131E+03 .489E+01 .022 .147 98.11 .014 .146 95.936 .278E+03 .156E+02 .069 .216 66.80 .031 .195 95.985 .455E+03 .342E+02 .140 .267 53.99 .052 .244 96.034 .660E+03 .620E+02 .245 .322 44.83 .078 .293 96.083 .884E+03 .997E+02 .381 .372 38.71 .109 .342 96.132 .113E+04 .148E+03 .543 .416 34.63 .142 .391 96.181 .139E+04 .209E+03 .732 .455 31.67 .178 .440 96.230 .167E+04 .283E+03 .949 .490 29.40 .216 .488 96.279 .204E+04 .384E+03 1.156 .490 29.41 .239 .537 96.327 .265E+04 .549E+03 1.452 .474 30.42 .255 .586 96.376 .351E+04 .794E+03 1.839 .453 31.84 .265 .635 96.425 .463E+04 .113E+04 2.331 .436 33.08 .277 .684 96.474 .602E+04 .159E+04 2.926 .421 34.27 .288 .733 96.523 .822E+04 .232E+04 3.389 .357 40.41 .262 .782 96.572 .117E+05 .352E+04 4.640 .343 42.00 .268 .831 96.621 .158E+05 .507E+04 6.095 .333 43.29 .277 .880 96.670 .216E+05 .731E+04 8.084 .324 44.44 .285 .929 96.719 .286E+05 .102E+05 10.780 .326 44.17 .303 X-VOLUME= Total X-Section volume over given CHANNEL LENGTH at specified DEPTH. S-VOLUME= Volume that can be stored in channel at specified ELEVATION. <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 5:VG1-2 384.50 5.235 113.50250.978 .802 .339 OUTFLOW: ID= 6:VG1R-2 384.50 5.162 114.17250.979 .800 .340 ------------------------------------------------------------------------------- 399:0012----------------------------------------------------------------------- ---------------------- | CALIB NASHYD | Area (ha)= 211.80 Curve Number (CN)=95.00 | 07:VG-1C DT= 5.00 | Ia (mm)= 3.900 # of Linear Res.(N)= 3.00 ---------------------- U.H. Tp(hrs)= 4.700 Unit Hyd Qpeak (cms)= 1.721 PEAK FLOW (cms)= 3.062 (i) TIME TO PEAK (hrs)= 114.000 RUNOFF VOLUME (mm)= 250.811 TOTAL RAINFALL (mm)= 267.434 RUNOFF COEFFICIENT = .938 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- 399:0013----------------------------------------------------------------------- ---------------------- | CALIB NASHYD | Area (ha)= 13.40 Curve Number (CN)=95.00 | 08:VG-1E DT= 5.00 | Ia (mm)= 4.000 # of Linear Res.(N)= 3.00 ---------------------- U.H. Tp(hrs)= .640 Unit Hyd Qpeak (cms)= .800 PEAK FLOW (cms)= .272 (i) TIME TO PEAK (hrs)= 109.083 RUNOFF VOLUME (mm)= 250.711 TOTAL RAINFALL (mm)= 267.434 RUNOFF COEFFICIENT = .937 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- 399:0014----------------------------------------------------------------------- *#***************************************************************************** *# VG1-3 IS THE SUM OF FLOWS TO JOY'S ROAD CROSS CULVERT AND CONSERVATIVELY *# INCLUDES THE AREA VG-1E, WHICH IS LOCATED JUST DOWNSTREAM OF THE CULVERT *#***************************************************************************** *# -------------------- | ADD HYD (VG1-3 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF -------------------- (ha) (cms) (hrs) (mm) (cms) ID1 07:VG-1C 211.80 3.062 114.00 250.81 .000 +ID2 08:VG-1E 13.40 .272 109.08 250.71 .000 ====================================================== SUM 09:VG1-3 225.20 3.166 113.50 250.81 .000 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ------------------------------------------------------------------------------- 399:0015----------------------------------------------------------------------- -------------------- | SAVE HYD | AREA (ha)= 225.200 | ID=09 (VG1-3 ) | QPEAK (cms)= 3.166 (i) | DT= 5.00 PCYC=-1 | TPEAK (hrs)= 113.500 -------------------- VOLUME (mm)= 250.806 Filename: Z:\PROJ\709(03~1\DESIGN\SWMHYMO\HGL\VGSPR~1\H-VG1-3.399 Comments: VG1-3 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- 399:0016----------------------------------------------------------------------- -------------------- | ROUTE CHANNEL | Routing time step (min) = 5.00 | IN> 09:VG1-3 | Number of SEGMENTS = 3 | OUT< 10:VG1R-3 | Slopes (%), CHANNEL= .20 FLOODPLAIN= .20 -------------------- LENGTH = 630.00 (m) <------ DATA FOR SECTION ( 1.0) ------> Distance Elevation Manning .00 97.00 .0500 .61 97.01 .0500 3.80 97.03 .0500 17.49 97.18 .0500 19.18 97.17 .0500 26.62 97.15 .0500 46.29 97.12 .0500 73.97 97.17 .0500 76.30 97.04 .0500 77.53 97.00 .0500 80.53 96.86 .0500 / .0350 Main Channel 81.38 96.50 .0350 Main Channel 82.40 96.07 .0350 / .0500 Main Channel 87.91 96.07 .0500 89.65 96.50 .0500 90.75 96.78 .0500 91.88 96.91 .0500 96.20 97.00 .0500 99.01 97.10 .0500 119.73 97.14 .0500 124.53 97.00 .0500 <---------------------------- TRAVEL TIME TABLE ---------------------------> DEPTH ELEV X-VOLUME S-VOLUME FLOW RATE VELOCITY TRAV.TIME D x V (m) (m) (cu.m.) (cu.m.) (cms) (m/s) (min) (m2/s) .058 96.128 .210E+03 .486E+01 .044 .132 79.25 .008 .117 96.187 .433E+03 .201E+02 .142 .207 50.68 .024 .175 96.245 .671E+03 .466E+02 .285 .268 39.22 .047 .234 96.304 .922E+03 .855E+02 .468 .320 32.79 .075 .292 96.362 .119E+04 .138E+03 .692 .367 28.60 .107 .351 96.421 .147E+04 .204E+03 .954 .410 25.61 .144 .409 96.479 .176E+04 .285E+03 1.255 .450 23.35 .184 .467 96.537 .206E+04 .383E+03 1.596 .487 21.56 .228 .526 96.596 .238E+04 .497E+03 1.977 .522 20.10 .275 .584 96.654 .272E+04 .630E+03 2.398 .556 18.89 .325 .643 96.713 .306E+04 .781E+03 2.859 .588 17.86 .378 .701 96.771 .342E+04 .953E+03 3.362 .618 16.98 .434 .760 96.830 .380E+04 .115E+04 3.852 .638 16.45 .485 .818 96.888 .421E+04 .137E+04 4.392 .657 15.97 .538 .876 96.946 .469E+04 .163E+04 4.657 .626 16.78 .548 .935 97.005 .532E+04 .197E+04 4.940 .586 17.93 .547 .993 97.063 .626E+04 .247E+04 5.362 .540 19.45 .536 1.052 97.122 .766E+04 .320E+04 5.075 .417 25.15 .439 1.110 97.180 .113E+05 .496E+04 6.430 .360 29.19 .399 X-VOLUME= Total X-Section volume over given CHANNEL LENGTH at specified DEPTH. S-VOLUME= Volume that can be stored in channel at specified ELEVATION. <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 9:VG1-3 225.20 3.166 113.50250.806 .678 .606 OUTFLOW: ID=10:VG1R-3 225.20 3.161 113.75250.805 .676 .605 ------------------------------------------------------------------------------- 399:0017----------------------------------------------------------------------- *#****************************************************************************** *# VG1-4 IS THE SUM OF FLOWS AT THE CONFLUENCE OF THE WATERCOURSE FROM JOY'S *# ROAD WITH THE MAIN DRAIN *#***************************************************************************** *# -------------------- | ADD HYD (VG1-4 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF -------------------- (ha) (cms) (hrs) (mm) (cms) ID1 06:VG1R-2 384.50 5.162 114.17 250.98 .000 +ID2 10:VG1R-3 225.20 3.161 113.75 250.81 .000 ====================================================== SUM 01:VG1-4 609.70 8.316 114.08 250.91 .000 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ------------------------------------------------------------------------------- 399:0018----------------------------------------------------------------------- -------------------- | SAVE HYD | AREA (ha)= 609.700 | ID=01 (VG1-4 ) | QPEAK (cms)= 8.316 (i) | DT= 5.00 PCYC=-1 | TPEAK (hrs)= 114.083 -------------------- VOLUME (mm)= 250.914 Filename: Z:\PROJ\709(03~1\DESIGN\SWMHYMO\HGL\VGSPR~1\H-VG1-4.399 Comments: VG1-4 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- 399:0019----------------------------------------------------------------------- -------------------- | ROUTE CHANNEL | Routing time step (min) = 5.00 | IN> 01:VG1-4 | Number of SEGMENTS = 3 | OUT< 02:VG1R-4 | Slopes (%), CHANNEL= .20 FLOODPLAIN= .20 -------------------- LENGTH = 485.00 (m) <------ DATA FOR SECTION ( 1.0) ------> Distance Elevation Manning -44.20 95.70 .0500 .00 95.50 .0500 19.69 95.42 .0500 27.91 95.50 .0500 31.73 95.50 .0500 32.29 95.32 .0500 32.71 95.50 .0500 41.04 95.50 .0500 44.17 95.45 .0500 / .0350 Main Channel 45.63 95.39 .0350 Main Channel 48.22 95.00 .0350 Main Channel 48.54 94.88 .0350 Main Channel 49.35 94.50 .0350 Main Channel 49.64 94.31 .0350 Main Channel 50.46 94.50 .0350 Main Channel 52.21 94.99 .0350 Main Channel 53.58 95.41 .0350 / .0500 Main Channel 55.08 95.33 .0500 55.94 95.16 .0500 76.35 95.28 .0500 131.00 95.40 .0500 213.20 95.50 .0500 243.30 95.80 .0500 <---------------------------- TRAVEL TIME TABLE ---------------------------> DEPTH ELEV X-VOLUME S-VOLUME FLOW RATE VELOCITY TRAV.TIME D x V (m) (m) (cu.m.) (cu.m.) (cms) (m/s) (min) (m2/s) .073 94.384 .768E+01 .289E+00 .002 .135 60.10 .010 .146 94.457 .307E+02 .231E+01 .014 .214 37.86 .031 .219 94.530 .690E+02 .779E+01 .040 .281 28.74 .062 .292 94.603 .122E+03 .184E+02 .086 .342 23.64 .100 .365 94.676 .190E+03 .357E+02 .155 .397 20.36 .145 .438 94.749 .272E+03 .614E+02 .251 .448 18.02 .196 .511 94.822 .369E+03 .971E+02 .378 .497 16.27 .254 .584 94.895 .480E+03 .144E+03 .537 .542 14.91 .317 .657 94.968 .607E+03 .206E+03 .730 .583 13.86 .383 .730 95.041 .752E+03 .283E+03 .947 .611 13.23 .446 .803 95.114 .921E+03 .381E+03 1.205 .634 12.74 .509 .876 95.187 .116E+04 .522E+03 1.528 .641 12.60 .562 .949 95.260 .179E+04 .878E+03 2.025 .547 14.77 .519 1.022 95.333 .313E+04 .165E+04* 2.843 .441 18.33 .451 1.095 95.406 .562E+04 .317E+04* 4.292 .370 21.82 .406 1.169 95.480 .102E+05 .617E+04* 6.795 .322 25.11 .376 1.242 95.553 .178E+05 .114E+05* 12.450 .339 23.84 .421 1.316 95.627 .264E+05 .179E+05* 20.749 .381 21.23 .501 1.389 95.700 .359E+05 .257E+05* 31.315 .423 19.11 .588 X-VOLUME= Total X-Section volume over given CHANNEL LENGTH at specified DEPTH. S-VOLUME= Volume that can be stored in channel at specified ELEVATION. (*) Actual value may be less due to limited CHANNEL LENGTH for given SLOPE. <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 1:VG1-4 609.70 8.316 114.08250.914 1.188 .326 OUTFLOW: ID= 2:VG1R-4 609.70 8.280 114.50250.914 1.187 .326 ------------------------------------------------------------------------------- 399:0020----------------------------------------------------------------------- ---------------------- | CALIB NASHYD | Area (ha)= 117.70 Curve Number (CN)=95.00 | 03:VG-1F DT= 5.00 | Ia (mm)= 2.600 # of Linear Res.(N)= 3.00 ---------------------- U.H. Tp(hrs)= 2.900 Unit Hyd Qpeak (cms)= 1.550 PEAK FLOW (cms)= 2.050 (i) TIME TO PEAK (hrs)= 112.083 RUNOFF VOLUME (mm)= 252.108 TOTAL RAINFALL (mm)= 267.434 RUNOFF COEFFICIENT = .943 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- 399:0021----------------------------------------------------------------------- *#***************************************************************************** *# VG1 IS THE SUM OF FLOWS AT THE CONFLUENCE OF THE VAN GAAL WEST MAIN DRAIN *# WITH VAN GAAL WEST TRIBUTARY *#***************************************************************************** *# -------------------- | ADD HYD (VG1 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF -------------------- (ha) (cms) (hrs) (mm) (cms) ID1 02:VG1R-4 609.70 8.280 114.50 250.91 .000 +ID2 03:VG-1F 117.70 2.050 112.08 252.11 .000 ====================================================== SUM 04:VG1 727.40 10.080 113.92 251.11 .000 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ------------------------------------------------------------------------------- 399:0022----------------------------------------------------------------------- -------------------- | SAVE HYD | AREA (ha)= 727.400 | ID=04 (VG1 ) | QPEAK (cms)= 10.080 (i) | DT= 5.00 PCYC=-1 | TPEAK (hrs)= 113.917 -------------------- VOLUME (mm)= 251.107 Filename: Z:\PROJ\709(03~1\DESIGN\SWMHYMO\HGL\VGSPR~1\H-VG1.399 Comments: VG1 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- 399:0023----------------------------------------------------------------------- -------------------- | ROUTE CHANNEL | Routing time step (min) = 5.00 | IN> 04:VG1 | Number of SEGMENTS = 3 | OUT< 05:VGR2-1 | Slopes (%), CHANNEL= .20 FLOODPLAIN= .20 -------------------- LENGTH = 755.00 (m) <------ DATA FOR SECTION ( 5.1) ------> Distance Elevation Manning .00 96.11 .0500 20.00 94.40 .0500 26.11 94.50 .0500 41.69 94.46 .0500 63.51 94.43 .0500 84.67 94.49 .0500 95.48 94.36 .0500 97.74 94.00 .0500 98.05 93.97 .0500 / .0350 Main Channel 100.34 92.82 .0350 Main Channel 101.54 92.82 .0350 Main Channel 102.74 92.82 .0350 Main Channel 105.50 94.20 .0350 / .0500 Main Channel 127.01 94.35 .0500 142.12 94.50 .0500 148.38 94.57 .0500 478.41 94.70 .0500 518.31 95.00 .0500 <---------------------------- TRAVEL TIME TABLE ---------------------------> DEPTH ELEV X-VOLUME S-VOLUME FLOW RATE VELOCITY TRAV.TIME D x V (m) (m) (cu.m.) (cu.m.) (cms) (m/s) (min) (m2/s) .115 92.934 .228E+03 .866E+01 .085 .282 44.64 .032 .230 93.049 .495E+03 .377E+02 .279 .425 29.64 .097 .344 93.164 .803E+03 .915E+02 .567 .534 23.58 .184 .459 93.278 .115E+04 .175E+03 .952 .625 20.13 .287 .574 93.393 .154E+04 .292E+03 1.435 .705 17.84 .405 .689 93.508 .196E+04 .448E+03 2.022 .778 16.18 .535 .803 93.623 .243E+04 .646E+03 2.717 .844 14.90 .678 .918 93.737 .294E+04 .892E+03 3.526 .907 13.88 .833 1.033 93.852 .348E+04 .119E+04 4.453 .966 13.03 .998 1.148 93.967 .407E+04 .155E+04 5.505 1.022 12.31 1.173 1.262 94.082 .472E+04 .197E+04 6.816 1.090 11.54 1.376 1.377 94.197 .546E+04 .249E+04 8.277 1.145 10.99 1.577 1.492 94.311 .697E+04 .344E+04 10.201 1.105 11.38 1.649 1.607 94.426 .100E+05 .533E+04* 12.793 .964 13.05 1.549 1.722 94.541 .188E+05 .107E+05* 17.484 .704 17.87 1.212 1.836 94.656 .373E+05 .227E+05* 25.001 .506 24.86 .929 1.951 94.770 .757E+05 .489E+05* 45.905 .458 27.49 .893 2.066 94.885 .117E+06 .803E+05* 78.833 .507 24.81 1.048 2.181 95.000 .160E+06 .116E+06* 121.087 .570 22.08 1.243 X-VOLUME= Total X-Section volume over given CHANNEL LENGTH at specified DEPTH. S-VOLUME= Volume that can be stored in channel at specified ELEVATION. (*) Actual value may be less due to limited CHANNEL LENGTH for given SLOPE. <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 4:VG1 727.40 10.080 113.92251.107 1.485 1.108 OUTFLOW: ID= 5:VGR2-1 727.40 10.070 114.08251.107 1.479 1.110 ------------------------------------------------------------------------------- 399:0024----------------------------------------------------------------------- ---------------------- | CALIB NASHYD | Area (ha)= 63.10 Curve Number (CN)=95.00 | 06:VG-2 DT= 5.00 | Ia (mm)= 2.800 # of Linear Res.(N)= 3.00 ---------------------- U.H. Tp(hrs)= 1.600 Unit Hyd Qpeak (cms)= 1.506 PEAK FLOW (cms)= 1.225 (i) TIME TO PEAK (hrs)= 110.333 RUNOFF VOLUME (mm)= 251.908 TOTAL RAINFALL (mm)= 267.434 RUNOFF COEFFICIENT = .942 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- 399:0025----------------------------------------------------------------------- -------------------- | ROUTE CHANNEL | Routing time step (min) = 5.00 | IN> 06:VG-2 | Number of SEGMENTS = 3 | OUT< 07:PerN | Slopes (%), CHANNEL= .20 FLOODPLAIN= .20 -------------------- LENGTH = 550.00 (m) <------ DATA FOR SECTION ( 1.1) ------> Distance Elevation Manning .00 94.40 .0500 70.00 94.00 .0500 / .0350 Main Channel 71.00 93.50 .0350 Main Channel 72.00 94.00 .0350 / .0500 Main Channel 77.00 94.40 .0500 <---------------------------- TRAVEL TIME TABLE ---------------------------> DEPTH ELEV X-VOLUME S-VOLUME FLOW RATE VELOCITY TRAV.TIME D x V (m) (m) (cu.m.) (cu.m.) (cms) (m/s) (min) (m2/s) .045 93.545 .227E+01 .470E-01 .000 .095 96.31 .004 .091 93.591 .909E+01 .376E+00 .002 .151 60.67 .014 .136 93.636 .205E+02 .127E+01 .007 .198 46.30 .027 .182 93.682 .364E+02 .301E+01 .016 .240 38.22 .044 .227 93.727 .568E+02 .587E+01 .029 .278 32.94 .063 .273 93.773 .818E+02 .101E+02 .047 .314 29.17 .086 .318 93.818 .111E+03 .161E+02 .071 .348 26.32 .111 .364 93.864 .145E+03 .240E+02 .101 .381 24.08 .138 .409 93.909 .184E+03 .342E+02 .138 .412 22.26 .168 .455 93.955 .227E+03 .470E+02 .183 .442 20.75 .201 .500 94.000 .275E+03 .625E+02 .235 .471 19.47 .235 .550 94.050 .459E+03 .115E+03 .337 .404 22.71 .222 .600 94.100 .901E+03 .246E+03 .526 .321 28.53 .193 .650 94.150 .160E+04 .473E+03 .851 .292 31.35 .190 .700 94.200 .256E+04 .814E+03 1.350 .290 31.59 .203 .750 94.250 .377E+04 .129E+04 2.058 .300 30.56 .225 .800 94.300 .525E+04 .191E+04 3.007 .315 29.08 .252 .850 94.350 .698E+04 .270E+04 4.227 .333 27.51 .283 .900 94.400 .897E+04 .367E+04 5.746 .352 26.01 .317 X-VOLUME= Total X-Section volume over given CHANNEL LENGTH at specified DEPTH. S-VOLUME= Volume that can be stored in channel at specified ELEVATION. <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 6:VG-2 63.10 1.225 110.33251.908 .688 .291 OUTFLOW: ID= 7:PerN 63.10 1.214 110.83251.908 .686 .291 ------------------------------------------------------------------------------- 399:0026----------------------------------------------------------------------- ---------------------- | CALIB NASHYD | Area (ha)= 9.88 Curve Number (CN)=95.00 | 08:VG-3 DT= 5.00 | Ia (mm)= 2.500 # of Linear Res.(N)= 3.00 ---------------------- U.H. Tp(hrs)= .500 Unit Hyd Qpeak (cms)= .755 PEAK FLOW (cms)= .201 (i) TIME TO PEAK (hrs)= 109.000 RUNOFF VOLUME (mm)= 252.208 TOTAL RAINFALL (mm)= 267.434 RUNOFF COEFFICIENT = .943 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- 399:0027----------------------------------------------------------------------- ---------------------- | CALIB STANDHYD | Area (ha)= 24.60 | 09:VG-4 DT= 5.00 | Total Imp(%)= 50.00 Dir. Conn.(%)= 40.00 ---------------------- IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 12.30 12.30 Dep. Storage (mm)= .80 1.50 Average Slope (%)= .30 1.50 Length (m)= 1000.00 35.00 Mannings n = .013 .250 Max.eff.Inten.(mm/hr)= 7.41 .00 over (min) 40.00 5.00 Storage Coeff. (min)= 41.32 (ii) .00 (ii) Unit Hyd. Tpeak (min)= 40.00 40.00 Unit Hyd. peak (cms)= .03 .00 *TOTALS* PEAK FLOW (cms)= .20 .00 .201 (iii) TIME TO PEAK (hrs)= 109.08 .00 109.083 RUNOFF VOLUME (mm)= 266.58 .00 106.654 TOTAL RAINFALL (mm)= 267.43 267.43 267.434 RUNOFF COEFFICIENT = 1.00 .00 .399 *** NOTE: The pervious area has no runoff. (i) HORTONS EQUATION SELECTED FOR PERVIOUS LOSSES: Fo (mm/hr)= 76.20 K (1/hr)= 4.14 Fc (mm/hr)= 13.20 Cum.Inf. (mm)= .00 (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- 399:0028----------------------------------------------------------------------- -------------------- | ADD HYD (perths) | ID: NHYD AREA QPEAK TPEAK R.V. DWF -------------------- (ha) (cms) (hrs) (mm) (cms) ID1 05:VGR2-1 727.40 10.070 114.08 251.11 .000 +ID2 07:PerN 63.10 1.214 110.83 251.91 .000 +ID3 08:VG-3 9.88 .201 109.00 252.21 .000 +ID4 09:VG-4 24.60 .201 109.08 106.65 .000 ====================================================== SUM 01:perths 824.98 11.124 113.42 246.87 .000 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ------------------------------------------------------------------------------- 399:0029----------------------------------------------------------------------- -------------------- | SAVE HYD | AREA (ha)= 824.980 | ID=01 (perths) | QPEAK (cms)= 11.124 (i) | DT= 5.00 PCYC=-1 | TPEAK (hrs)= 113.417 -------------------- VOLUME (mm)= 246.875 Filename: Z:\PROJ\709(03~1\DESIGN\SWMHYMO\HGL\VGSPR~1\H-perths.399 Comments: perthst (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- 399:0030----------------------------------------------------------------------- ---------------------- | CALIB NASHYD | Area (ha)= 34.40 Curve Number (CN)=95.00 | 02:VG-5 DT= 5.00 | Ia (mm)= 3.000 # of Linear Res.(N)= 3.00 ---------------------- U.H. Tp(hrs)= 2.300 Unit Hyd Qpeak (cms)= .571 PEAK FLOW (cms)= .633 (i) TIME TO PEAK (hrs)= 111.333 RUNOFF VOLUME (mm)= 251.709 TOTAL RAINFALL (mm)= 267.434 RUNOFF COEFFICIENT = .941 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- 399:0031----------------------------------------------------------------------- -------------------- | ROUTE CHANNEL | Routing time step (min) = 5.00 | IN> 02:VG-5 | Number of SEGMENTS = 3 | OUT< 03:PerS | Slopes (%), CHANNEL= .20 FLOODPLAIN= .20 -------------------- LENGTH = 550.00 (m) <------ DATA FOR SECTION ( 1.1) ------> Distance Elevation Manning .00 94.40 .0500 70.00 94.00 .0500 / .0350 Main Channel 71.00 93.50 .0350 Main Channel 72.00 94.00 .0350 / .0500 Main Channel 77.00 94.40 .0500 <---------------------------- TRAVEL TIME TABLE ---------------------------> DEPTH ELEV X-VOLUME S-VOLUME FLOW RATE VELOCITY TRAV.TIME D x V (m) (m) (cu.m.) (cu.m.) (cms) (m/s) (min) (m2/s) .045 93.545 .227E+01 .470E-01 .000 .095 96.31 .004 .091 93.591 .909E+01 .376E+00 .002 .151 60.67 .014 .136 93.636 .205E+02 .127E+01 .007 .198 46.30 .027 .182 93.682 .364E+02 .301E+01 .016 .240 38.22 .044 .227 93.727 .568E+02 .587E+01 .029 .278 32.94 .063 .273 93.773 .818E+02 .101E+02 .047 .314 29.17 .086 .318 93.818 .111E+03 .161E+02 .071 .348 26.32 .111 .364 93.864 .145E+03 .240E+02 .101 .381 24.08 .138 .409 93.909 .184E+03 .342E+02 .138 .412 22.26 .168 .455 93.955 .227E+03 .470E+02 .183 .442 20.75 .201 .500 94.000 .275E+03 .625E+02 .235 .471 19.47 .235 .550 94.050 .459E+03 .115E+03 .337 .404 22.71 .222 .600 94.100 .901E+03 .246E+03 .526 .321 28.53 .193 .650 94.150 .160E+04 .473E+03 .851 .292 31.35 .190 .700 94.200 .256E+04 .814E+03 1.350 .290 31.59 .203 .750 94.250 .377E+04 .129E+04 2.058 .300 30.56 .225 .800 94.300 .525E+04 .191E+04 3.007 .315 29.08 .252 .850 94.350 .698E+04 .270E+04 4.227 .333 27.51 .283 .900 94.400 .897E+04 .367E+04 5.746 .352 26.01 .317 X-VOLUME= Total X-Section volume over given CHANNEL LENGTH at specified DEPTH. S-VOLUME= Volume that can be stored in channel at specified ELEVATION. <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2:VG-5 34.40 .633 111.33251.709 .616 .311 OUTFLOW: ID= 3:PerS 34.40 .627 111.83251.709 .615 .312 ------------------------------------------------------------------------------- 399:0032----------------------------------------------------------------------- -------------------- | ADD HYD (arbuck) | ID: NHYD AREA QPEAK TPEAK R.V. DWF -------------------- (ha) (cms) (hrs) (mm) (cms) ID1 01:perths 824.98 11.124 113.42 246.87 .000 +ID2 03:PerS 34.40 .627 111.83 251.71 .000 ====================================================== SUM 02:arbuck 859.38 11.709 113.42 247.07 .000 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ------------------------------------------------------------------------------- 399:0033----------------------------------------------------------------------- -------------------- | SAVE HYD | AREA (ha)= 859.380 | ID=02 (arbuck) | QPEAK (cms)= 11.709 (i) | DT= 5.00 PCYC=-1 | TPEAK (hrs)= 113.417 -------------------- VOLUME (mm)= 247.068 Filename: Z:\PROJ\709(03~1\DESIGN\SWMHYMO\HGL\VGSPR~1\H-arbuck.399 Comments: arbuck (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- 399:0034----------------------------------------------------------------------- -------------------- | ROUTE CHANNEL | Routing time step (min) = 5.00 | IN> 02:arbuck | Number of SEGMENTS = 3 | OUT< 09:VGR2-2 | Slopes (%), CHANNEL= .15 FLOODPLAIN= .15 -------------------- LENGTH = 520.00 (m) <------ DATA FOR SECTION ( 5.2) ------> Distance Elevation Manning 1.87 94.00 .0500 3.26 93.82 .0500 25.32 93.59 .0500 40.32 93.59 .0500 53.15 93.49 .0500 65.27 92.99 .0500 / .0350 Main Channel 67.31 92.06 .0350 Main Channel 69.39 91.93 .0350 Main Channel 69.99 92.03 .0350 Main Channel 70.75 92.68 .0350 Main Channel 72.03 93.00 .0350 / .0500 Main Channel 78.14 93.00 .0500 87.57 92.83 .0500 98.82 93.00 .0500 131.96 93.34 .0500 152.55 93.32 .0500 220.70 93.53 .0500 262.64 93.98 .0500 274.22 94.00 .0500 286.88 94.00 .0500 297.86 93.98 .0500 314.39 94.09 .0500 317.39 95.09 .0500 <---------------------------- TRAVEL TIME TABLE ---------------------------> DEPTH ELEV X-VOLUME S-VOLUME FLOW RATE VELOCITY TRAV.TIME D x V (m) (m) (cu.m.) (cu.m.) (cms) (m/s) (min) (m2/s) .106 92.036 .642E+02 .436E+01 .019 .157 55.29 .017 .212 92.142 .217E+03 .295E+02 .122 .293 29.56 .062 .318 92.248 .392E+03 .799E+02 .301 .399 21.72 .127 .424 92.354 .586E+03 .159E+03 .545 .484 17.91 .205 .530 92.460 .800E+03 .272E+03 .856 .556 15.58 .295 .636 92.566 .103E+04 .422E+03 1.233 .620 13.97 .395 .742 92.672 .129E+04 .612E+03 1.680 .679 12.77 .503 .848 92.778 .157E+04 .852E+03* 2.149 .713 12.16 .605 .954 92.884 .198E+04 .121E+04* 2.722 .714 12.13 .681 1.060 92.990 .306E+04 .208E+04* 3.599 .612 14.16 .649 1.172 93.102 .532E+04 .400E+04* 5.452 .533 16.27 .624 1.284 93.214 .842E+04 .693E+04* 8.293 .512 16.92 .658 1.397 93.327 .123E+05 .110E+05* 11.694 .493 17.57 .689 1.509 93.439 .192E+05 .185E+05* 16.640 .451 19.20 .681 1.621 93.551 .284E+05 .296E+05* 24.873 .455 19.06 .737 1.733 93.663 .401E+05 .446E+05* 37.251 .483 17.94 .837 1.846 93.776 .533E+05 .630E+05* 53.379 .521 16.64 .961 1.958 93.888 .676E+05 .848E+05* 73.195 .563 15.39 1.103 2.070 94.000 .827E+05 .110E+06* 89.305 .562 15.43 1.163 X-VOLUME= Total X-Section volume over given CHANNEL LENGTH at specified DEPTH. S-VOLUME= Volume that can be stored in channel at specified ELEVATION. (*) Actual value may be less due to limited CHANNEL LENGTH for given SLOPE. <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 2:arbuck 859.38 11.709 113.42247.068 1.397 .493 OUTFLOW: ID= 9:VGR2-2 859.38 11.663 113.83247.068 1.393 .494 ------------------------------------------------------------------------------- 399:0035----------------------------------------------------------------------- ---------------------- | CALIB NASHYD | Area (ha)= 94.20 Curve Number (CN)=95.00 | 01:VG-6 DT= 5.00 | Ia (mm)= 2.900 # of Linear Res.(N)= 3.00 ---------------------- U.H. Tp(hrs)= 3.200 Unit Hyd Qpeak (cms)= 1.124 PEAK FLOW (cms)= 1.594 (i) TIME TO PEAK (hrs)= 112.417 RUNOFF VOLUME (mm)= 251.809 TOTAL RAINFALL (mm)= 267.434 RUNOFF COEFFICIENT = .942 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- 399:0036----------------------------------------------------------------------- *# ROUTE CHANNEL IDout=[2], NHYD=["VG-6"], IDin=[1], *# RDT=[5](min), *# CHLGTH=[600](m), CHSLOPE=[0.18](%), *# FPSLOPE=[0.18](%), *# SECNUM=[2.1], NSEG=[3] *# ( SEGROUGH, SEGDIST (m))=[0.05,700 -0.035,703 0.05,1000] N *# ( DISTANCE (m), ELEVATION (m))=[0, 94.6] *# [700, 94.5] *# [701.4, 94.1] *# [701.6, 94.1] *# [703, 94.5] *# [1000, 95.1] *# SAVE HYD ID=[2], # OF PCYCLES=[-1], ICASEsh=[1] *# HYD_COMMENT=["VG-6"] ---------------------- | CALIB NASHYD | Area (ha)= 39.20 Curve Number (CN)=95.00 | 02:VG-7 DT= 5.00 | Ia (mm)= 3.500 # of Linear Res.(N)= 3.00 ---------------------- U.H. Tp(hrs)= 2.900 Unit Hyd Qpeak (cms)= .516 PEAK FLOW (cms)= .683 (i) TIME TO PEAK (hrs)= 112.083 RUNOFF VOLUME (mm)= 251.210 TOTAL RAINFALL (mm)= 267.434 RUNOFF COEFFICIENT = .939 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- 399:0037----------------------------------------------------------------------- -------------------- | SAVE HYD | AREA (ha)= 39.200 | ID=02 (VG-7 ) | QPEAK (cms)= .683 (i) | DT= 5.00 PCYC=-1 | TPEAK (hrs)= 112.083 -------------------- VOLUME (mm)= 251.210 Filename: Z:\PROJ\709(03~1\DESIGN\SWMHYMO\HGL\VGSPR~1\H-VG-7.399 Comments: VG-7 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- 399:0038----------------------------------------------------------------------- *#***************************************************************************** *# "JR-1" Added February 16, 2010 *#***************************************************************************** ---------------------- | CALIB NASHYD | Area (ha)= 32.60 Curve Number (CN)=95.00 | 03:JR-1 DT= 5.00 | Ia (mm)= 3.500 # of Linear Res.(N)= 3.00 ---------------------- U.H. Tp(hrs)= 1.100 Unit Hyd Qpeak (cms)= 1.132 PEAK FLOW (cms)= .650 (i) TIME TO PEAK (hrs)= 109.583 RUNOFF VOLUME (mm)= 251.210 TOTAL RAINFALL (mm)= 267.434 RUNOFF COEFFICIENT = .939 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- 399:0039----------------------------------------------------------------------- -------------------- | ADD HYD (EX-1 ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF -------------------- (ha) (cms) (hrs) (mm) (cms) ID1 02:VG-7 39.20 .683 112.08 251.21 .000 +ID2 03:JR-1 32.60 .650 109.58 251.21 .000 ====================================================== SUM 04:EX-1 71.80 1.277 110.83 251.21 .000 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ------------------------------------------------------------------------------- 399:0040----------------------------------------------------------------------- -------------------- | SAVE HYD | AREA (ha)= 71.800 | ID=04 (EX-1 ) | QPEAK (cms)= 1.277 (i) | DT= 5.00 PCYC=-1 | TPEAK (hrs)= 110.833 -------------------- VOLUME (mm)= 251.210 Filename: Z:\PROJ\709(03~1\DESIGN\SWMHYMO\HGL\VGSPR~1\H-EX-1.399 Comments: EX-1 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- 399:0041----------------------------------------------------------------------- -------------------- | ROUTE CHANNEL | Routing time step (min) = 5.00 | IN> 04:EX-1 | Number of SEGMENTS = 3 | OUT< 05:VG-7 | Slopes (%), CHANNEL= .10 FLOODPLAIN= .10 -------------------- LENGTH = 625.00 (m) <------ DATA FOR SECTION ( 5.3) ------> Distance Elevation Manning .00 95.45 .0500 5.00 95.35 .0500 7.10 94.70 .0500 7.60 94.70 .0500 / .0350 Main Channel 7.90 94.35 .0350 Main Channel 10.90 94.35 .0350 Main Channel 11.20 94.70 .0350 / .0500 Main Channel 11.70 94.70 .0500 13.80 95.35 .0500 18.80 95.45 .0500 <---------------------------- TRAVEL TIME TABLE ---------------------------> DEPTH ELEV X-VOLUME S-VOLUME FLOW RATE VELOCITY TRAV.TIME D x V (m) (m) (cu.m.) (cu.m.) (cms) (m/s) (min) (m2/s) .050 94.400 .951E+02 .380E+01 .018 .120 86.59 .006 .100 94.450 .193E+03 .154E+02 .058 .188 55.55 .019 .150 94.500 .293E+03 .352E+02 .113 .242 43.13 .036 .200 94.550 .396E+03 .634E+02 .183 .288 36.18 .058 .250 94.600 .502E+03 .100E+03 .264 .329 31.67 .082 .300 94.650 .611E+03 .147E+03 .358 .366 28.46 .110 .350 94.700 .722E+03 .202E+03 .462 .400 26.05 .140 .412 94.762 .909E+03 .300E+03 .628 .432 24.13 .178 .475 94.825 .111E+04 .423E+03 .822 .462 22.55 .219 .537 94.887 .133E+04 .573E+03 1.044 .490 21.26 .263 .600 94.950 .157E+04 .752E+03 1.294 .516 20.18 .310 .662 95.012 .182E+04 .963E+03* 1.571 .540 19.27 .358 .725 95.075 .208E+04 .121E+04* 1.878 .563 18.49 .408 .787 95.137 .237E+04 .149E+04* 2.214 .585 17.81 .461 .850 95.200 .266E+04 .181E+04* 2.580 .605 17.21 .514 .912 95.262 .298E+04 .217E+04* 2.977 .625 16.67 .570 .975 95.325 .331E+04 .258E+04* 3.405 .643 16.19 .627 1.037 95.387 .369E+04 .307E+04* 3.686 .624 16.70 .647 1.100 95.450 .431E+04 .379E+04* 4.093 .594 17.53 .654 X-VOLUME= Total X-Section volume over given CHANNEL LENGTH at specified DEPTH. S-VOLUME= Volume that can be stored in channel at specified ELEVATION. (*) Actual value may be less due to limited CHANNEL LENGTH for given SLOPE. <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 4:EX-1 71.80 1.277 110.83251.210 .596 .514 OUTFLOW: ID= 5:VG-7 71.80 1.274 111.08251.210 .593 .513 ------------------------------------------------------------------------------- 399:0042----------------------------------------------------------------------- ---------------------- | CALIB NASHYD | Area (ha)= 1.30 Curve Number (CN)=95.00 | 06:MD DT= 5.00 | Ia (mm)= 2.600 # of Linear Res.(N)= 3.00 ---------------------- U.H. Tp(hrs)= 1.000 Unit Hyd Qpeak (cms)= .050 PEAK FLOW (cms)= .026 (i) TIME TO PEAK (hrs)= 109.417 RUNOFF VOLUME (mm)= 252.108 TOTAL RAINFALL (mm)= 267.434 RUNOFF COEFFICIENT = .943 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- 399:0043----------------------------------------------------------------------- -------------------- | ADD HYD (MAT-A ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF -------------------- (ha) (cms) (hrs) (mm) (cms) ID1 01:VG-6 94.20 1.594 112.42 251.81 .000 +ID2 05:VG-7 71.80 1.274 111.08 251.21 .000 +ID3 06:MD 1.30 .026 109.42 252.11 .000 ====================================================== SUM 07:MAT-A 167.30 2.852 111.83 251.56 .000 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ------------------------------------------------------------------------------- 399:0044----------------------------------------------------------------------- -------------------- | SAVE HYD | AREA (ha)= 167.300 | ID=07 (MAT-A ) | QPEAK (cms)= 2.852 (i) | DT= 5.00 PCYC=-1 | TPEAK (hrs)= 111.833 -------------------- VOLUME (mm)= 251.556 Filename: Z:\PROJ\709(03~1\DESIGN\SWMHYMO\HGL\VGSPR~1\H-MAT-A.399 Comments: MAT-A (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- 399:0045----------------------------------------------------------------------- -------------------- | ROUTE CHANNEL | Routing time step (min) = 5.00 | IN> 07:MAT-A | Number of SEGMENTS = 3 | OUT< 08:MOORE | Slopes (%), CHANNEL= .10 FLOODPLAIN= .10 -------------------- LENGTH = 600.00 (m) <------ DATA FOR SECTION ( 2.1) ------> Distance Elevation Manning .00 95.23 .0500 5.00 95.13 .0500 7.43 94.32 .0500 8.43 94.30 .0500 / .0350 Main Channel 8.98 93.75 .0350 Main Channel 11.98 93.75 .0350 Main Channel 12.53 94.30 .0350 / .0500 Main Channel 13.53 94.32 .0500 15.96 95.13 .0500 20.96 95.23 .0500 <---------------------------- TRAVEL TIME TABLE ---------------------------> DEPTH ELEV X-VOLUME S-VOLUME FLOW RATE VELOCITY TRAV.TIME D x V (m) (m) (cu.m.) (cu.m.) (cms) (m/s) (min) (m2/s) .069 93.819 .127E+03 .725E+01 .031 .148 67.74 .010 .138 93.888 .259E+03 .297E+02 .099 .229 43.73 .031 .206 93.956 .397E+03 .682E+02 .194 .293 34.14 .060 .275 94.025 .540E+03 .124E+03 .313 .347 28.79 .096 .344 94.094 .690E+03 .198E+03 .454 .395 25.30 .136 .413 94.162 .845E+03 .290E+03 .617 .438 22.82 .181 .481 94.231 .101E+04 .403E+03 .800 .477 20.94 .230 .550 94.300 .117E+04 .537E+03 1.003 .514 19.47 .282 .635 94.385 .148E+04 .781E+03* 1.334 .542 18.45 .344 .719 94.469 .182E+04 .109E+04* 1.727 .570 17.55 .410 .804 94.554 .219E+04 .146E+04* 2.178 .598 16.73 .480 .888 94.638 .258E+04 .191E+04* 2.687 .625 16.00 .555 .973 94.723 .300E+04 .243E+04* 3.254 .651 15.36 .633 1.057 94.807 .344E+04 .303E+04* 3.880 .676 14.79 .715 1.142 94.892 .391E+04 .372E+04* 4.568 .700 14.28 .799 1.226 94.976 .441E+04 .451E+04* 5.317 .723 13.83 .887 1.311 95.061 .493E+04 .539E+04* 6.129 .746 13.41 .977 1.395 95.145 .549E+04 .638E+04* 6.839 .748 13.37 1.044 1.480 95.230 .634E+04 .781E+04* 7.393 .700 14.28 1.036 X-VOLUME= Total X-Section volume over given CHANNEL LENGTH at specified DEPTH. S-VOLUME= Volume that can be stored in channel at specified ELEVATION. (*) Actual value may be less due to limited CHANNEL LENGTH for given SLOPE. <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 7:MAT-A 167.30 2.852 111.83251.556 .913 .632 OUTFLOW: ID= 8:MOORE 167.30 2.844 111.75251.557 .912 .632 ------------------------------------------------------------------------------- 399:0046----------------------------------------------------------------------- -------------------- | SAVE HYD | AREA (ha)= 167.300 | ID=08 (MOORE ) | QPEAK (cms)= 2.844 (i) | DT= 5.00 PCYC=-1 | TPEAK (hrs)= 111.750 -------------------- VOLUME (mm)= 251.557 Filename: Z:\PROJ\709(03~1\DESIGN\SWMHYMO\HGL\VGSPR~1\H-MOORE.399 Comments: Moore (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- 399:0047----------------------------------------------------------------------- ---------------------- | CALIB NASHYD | Area (ha)= 10.30 Curve Number (CN)=95.00 | 07:VG-8 DT= 5.00 | Ia (mm)= 2.600 # of Linear Res.(N)= 3.00 ---------------------- U.H. Tp(hrs)= 1.100 Unit Hyd Qpeak (cms)= .358 PEAK FLOW (cms)= .206 (i) TIME TO PEAK (hrs)= 109.583 RUNOFF VOLUME (mm)= 252.108 TOTAL RAINFALL (mm)= 267.434 RUNOFF COEFFICIENT = .943 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- 399:0048----------------------------------------------------------------------- ---------------------- | CALIB STANDHYD | Area (ha)= 11.40 | 03:VG-9 DT= 5.00 | Total Imp(%)= 50.00 Dir. Conn.(%)= 40.00 ---------------------- IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 5.70 5.70 Dep. Storage (mm)= .80 1.50 Average Slope (%)= .30 1.50 Length (m)= 530.00 50.00 Mannings n = .013 .250 Max.eff.Inten.(mm/hr)= 7.41 .00 over (min) 30.00 5.00 Storage Coeff. (min)= 28.23 (ii) .00 (ii) Unit Hyd. Tpeak (min)= 30.00 30.00 Unit Hyd. peak (cms)= .04 .00 *TOTALS* PEAK FLOW (cms)= .09 .00 .094 (iii) TIME TO PEAK (hrs)= 109.00 .00 109.000 RUNOFF VOLUME (mm)= 266.60 .00 106.654 TOTAL RAINFALL (mm)= 267.43 267.43 267.434 RUNOFF COEFFICIENT = 1.00 .00 .399 *** NOTE: The pervious area has no runoff. (i) HORTONS EQUATION SELECTED FOR PERVIOUS LOSSES: Fo (mm/hr)= 76.20 K (1/hr)= 4.14 Fc (mm/hr)= 13.20 Cum.Inf. (mm)= .00 (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- 399:0049----------------------------------------------------------------------- -------------------- | STORE HYD | AREA (ha)= 84.670 | ID=04 (POND1 ) | QPEAK (cms)= .978 -------------------- TPEAK (hrs)= 110.000 VOLUME (mm)= 318.325 TIME FLOW | TIME FLOW | TIME FLOW | TIME FLOW | TIME FLOW hrs cms | hrs cms | hrs cms | hrs cms | hrs cms .00 .00 | 48.00 .23 | 96.00 .27 |144.00 .27 |192.00 .26 .33 .00 | 48.33 .23 | 96.33 .27 |144.33 .27 |192.33 .26 .67 .00 | 48.67 .23 | 96.67 .27 |144.67 .27 |192.67 .26 1.00 .00 | 49.00 .23 | 97.00 .27 |145.00 .27 |193.00 .26 1.33 .00 | 49.33 .23 | 97.33 .26 |145.33 .26 |193.33 .26 1.67 .00 | 49.67 .23 | 97.67 .26 |145.67 .26 |193.67 .26 2.00 .00 | 50.00 .23 | 98.00 .26 |146.00 .26 |194.00 .26 2.33 .00 | 50.33 .23 | 98.33 .26 |146.33 .26 |194.33 .26 2.67 .00 | 50.67 .23 | 98.67 .26 |146.67 .26 |194.67 .26 3.00 .00 | 51.00 .23 | 99.00 .26 |147.00 .26 |195.00 .26 3.33 .00 | 51.33 .23 | 99.33 .26 |147.33 .26 |195.33 .26 3.67 .00 | 51.67 .23 | 99.67 .26 |147.67 .26 |195.67 .26 4.00 .00 | 52.00 .23 |100.00 .26 |148.00 .26 |196.00 .26 4.33 .00 | 52.33 .23 |100.33 .26 |148.33 .26 |196.33 .26 4.67 .01 | 52.67 .23 |100.67 .26 |148.67 .26 |196.67 .26 5.00 .01 | 53.00 .23 |101.00 .26 |149.00 .26 |197.00 .26 5.33 .01 | 53.33 .23 |101.33 .26 |149.33 .26 |197.33 .26 5.67 .01 | 53.67 .23 |101.67 .26 |149.67 .26 |197.67 .26 6.00 .01 | 54.00 .23 |102.00 .26 |150.00 .26 |198.00 .26 6.33 .01 | 54.33 .23 |102.33 .26 |150.33 .26 |198.33 .26 6.67 .01 | 54.67 .23 |102.67 .26 |150.67 .26 |198.67 .26 7.00 .01 | 55.00 .23 |103.00 .26 |151.00 .26 |199.00 .26 7.33 .02 | 55.33 .23 |103.33 .27 |151.33 .26 |199.33 .26 7.67 .02 | 55.67 .23 |103.67 .29 |151.67 .26 |199.67 .26 8.00 .02 | 56.00 .24 |104.00 .32 |152.00 .27 |200.00 .26 8.33 .02 | 56.33 .24 |104.33 .36 |152.33 .27 |200.33 .26 8.67 .03 | 56.67 .24 |104.67 .41 |152.67 .29 |200.67 .26 9.00 .03 | 57.00 .24 |105.00 .45 |153.00 .30 |201.00 .26 9.33 .03 | 57.33 .24 |105.33 .51 |153.33 .32 |201.33 .26 9.67 .04 | 57.67 .24 |105.67 .56 |153.67 .34 |201.67 .27 10.00 .04 | 58.00 .24 |106.00 .62 |154.00 .36 |202.00 .28 10.33 .05 | 58.33 .24 |106.33 .67 |154.33 .38 |202.33 .29 10.67 .05 | 58.67 .25 |106.67 .72 |154.67 .40 |202.67 .29 11.00 .06 | 59.00 .25 |107.00 .77 |155.00 .42 |203.00 .30 11.33 .07 | 59.33 .25 |107.33 .82 |155.33 .44 |203.33 .31 11.67 .07 | 59.67 .25 |107.67 .86 |155.67 .46 |203.67 .32 12.00 .08 | 60.00 .25 |108.00 .89 |156.00 .48 |204.00 .33 12.33 .09 | 60.33 .25 |108.33 .92 |156.33 .49 |204.33 .34 12.67 .09 | 60.67 .26 |108.67 .94 |156.67 .50 |204.67 .35 13.00 .10 | 61.00 .26 |109.00 .96 |157.00 .51 |205.00 .36 13.33 .11 | 61.33 .26 |109.33 .97 |157.33 .52 |205.33 .36 13.67 .11 | 61.67 .26 |109.67 .98 |157.67 .53 |205.67 .37 14.00 .12 | 62.00 .27 |110.00 .98 |158.00 .53 |206.00 .37 14.33 .13 | 62.33 .29 |110.33 .97 |158.33 .53 |206.33 .38 14.67 .13 | 62.67 .30 |110.67 .96 |158.67 .53 |206.67 .38 15.00 .14 | 63.00 .32 |111.00 .95 |159.00 .53 |207.00 .38 15.33 .14 | 63.33 .33 |111.33 .93 |159.33 .53 |207.33 .38 15.67 .14 | 63.67 .34 |111.67 .90 |159.67 .52 |207.67 .38 16.00 .15 | 64.00 .35 |112.00 .87 |160.00 .51 |208.00 .37 16.33 .15 | 64.33 .36 |112.33 .84 |160.33 .50 |208.33 .37 16.67 .15 | 64.67 .36 |112.67 .80 |160.67 .49 |208.67 .36 17.00 .16 | 65.00 .36 |113.00 .76 |161.00 .47 |209.00 .36 17.33 .16 | 65.33 .36 |113.33 .72 |161.33 .46 |209.33 .35 17.67 .16 | 65.67 .36 |113.67 .67 |161.67 .44 |209.67 .34 18.00 .16 | 66.00 .35 |114.00 .63 |162.00 .42 |210.00 .34 18.33 .16 | 66.33 .34 |114.33 .58 |162.33 .40 |210.33 .33 18.67 .16 | 66.67 .33 |114.67 .53 |162.67 .38 |210.67 .32 19.00 .16 | 67.00 .32 |115.00 .49 |163.00 .37 |211.00 .31 19.33 .16 | 67.33 .31 |115.33 .45 |163.33 .35 |211.33 .30 19.67 .16 | 67.67 .30 |115.67 .42 |163.67 .34 |211.67 .30 20.00 .16 | 68.00 .30 |116.00 .40 |164.00 .33 |212.00 .29 20.33 .16 | 68.33 .29 |116.33 .38 |164.33 .32 |212.33 .29 20.67 .16 | 68.67 .29 |116.67 .36 |164.67 .31 |212.67 .28 21.00 .16 | 69.00 .28 |117.00 .34 |165.00 .30 |213.00 .28 21.33 .16 | 69.33 .28 |117.33 .33 |165.33 .30 |213.33 .28 21.67 .16 | 69.67 .28 |117.67 .32 |165.67 .29 |213.67 .27 22.00 .16 | 70.00 .27 |118.00 .31 |166.00 .29 |214.00 .27 22.33 .16 | 70.33 .27 |118.33 .31 |166.33 .28 |214.33 .27 22.67 .16 | 70.67 .27 |118.67 .30 |166.67 .28 |214.67 .27 23.00 .17 | 71.00 .27 |119.00 .29 |167.00 .28 |215.00 .27 23.33 .17 | 71.33 .27 |119.33 .29 |167.33 .27 |215.33 .26 23.67 .17 | 71.67 .26 |119.67 .28 |167.67 .27 |215.67 .26 24.00 .17 | 72.00 .26 |120.00 .28 |168.00 .27 |216.00 .26 24.33 .17 | 72.33 .26 |120.33 .28 |168.33 .27 |216.33 .26 24.67 .17 | 72.67 .26 |120.67 .27 |168.67 .26 |216.67 .26 25.00 .17 | 73.00 .26 |121.00 .27 |169.00 .26 |217.00 .26 25.33 .17 | 73.33 .26 |121.33 .27 |169.33 .26 |217.33 .26 25.67 .17 | 73.67 .26 |121.67 .27 |169.67 .26 |217.67 .26 26.00 .17 | 74.00 .26 |122.00 .27 |170.00 .26 |218.00 .26 26.33 .17 | 74.33 .26 |122.33 .26 |170.33 .26 |218.33 .26 26.67 .17 | 74.67 .26 |122.67 .26 |170.67 .26 |218.67 .26 27.00 .18 | 75.00 .26 |123.00 .26 |171.00 .26 |219.00 .26 27.33 .18 | 75.33 .26 |123.33 .26 |171.33 .26 |219.33 .26 27.67 .18 | 75.67 .26 |123.67 .26 |171.67 .26 |219.67 .26 28.00 .18 | 76.00 .26 |124.00 .26 |172.00 .26 |220.00 .26 28.33 .18 | 76.33 .26 |124.33 .26 |172.33 .26 |220.33 .26 28.67 .18 | 76.67 .26 |124.67 .26 |172.67 .26 |220.67 .26 29.00 .18 | 77.00 .26 |125.00 .26 |173.00 .26 |221.00 .26 29.33 .18 | 77.33 .26 |125.33 .26 |173.33 .26 |221.33 .26 29.67 .18 | 77.67 .26 |125.67 .26 |173.67 .26 |221.67 .26 30.00 .18 | 78.00 .26 |126.00 .26 |174.00 .26 |222.00 .26 30.33 .18 | 78.33 .26 |126.33 .26 |174.33 .26 |222.33 .26 30.67 .18 | 78.67 .26 |126.67 .26 |174.67 .26 |222.67 .26 31.00 .18 | 79.00 .26 |127.00 .26 |175.00 .26 |223.00 .26 31.33 .18 | 79.33 .26 |127.33 .26 |175.33 .26 |223.33 .26 31.67 .19 | 79.67 .26 |127.67 .27 |175.67 .26 |223.67 .26 32.00 .19 | 80.00 .27 |128.00 .29 |176.00 .26 |224.00 .26 32.33 .19 | 80.33 .28 |128.33 .31 |176.33 .26 |224.33 .26 32.67 .19 | 80.67 .29 |128.67 .33 |176.67 .27 |224.67 .26 33.00 .19 | 81.00 .31 |129.00 .36 |177.00 .27 |225.00 .26 33.33 .19 | 81.33 .34 |129.33 .39 |177.33 .28 |225.33 .27 33.67 .20 | 81.67 .36 |129.67 .42 |177.67 .29 |225.67 .28 34.00 .20 | 82.00 .39 |130.00 .45 |178.00 .31 |226.00 .29 34.33 .20 | 82.33 .42 |130.33 .48 |178.33 .32 |226.33 .30 34.67 .20 | 82.67 .44 |130.67 .51 |178.67 .33 |226.67 .31 35.00 .20 | 83.00 .47 |131.00 .54 |179.00 .35 |227.00 .32 35.33 .20 | 83.33 .50 |131.33 .57 |179.33 .36 |227.33 .34 35.67 .20 | 83.67 .52 |131.67 .60 |179.67 .38 |227.67 .35 36.00 .21 | 84.00 .54 |132.00 .62 |180.00 .39 |228.00 .36 36.33 .21 | 84.33 .56 |132.33 .64 |180.33 .40 |228.33 .37 36.67 .21 | 84.67 .57 |132.67 .66 |180.67 .41 |228.67 .38 37.00 .21 | 85.00 .59 |133.00 .67 |181.00 .42 |229.00 .39 37.33 .21 | 85.33 .60 |133.33 .68 |181.33 .43 |229.33 .40 37.67 .22 | 85.67 .60 |133.67 .69 |181.67 .43 |229.67 .41 38.00 .22 | 86.00 .61 |134.00 .69 |182.00 .44 |230.00 .41 38.33 .22 | 86.33 .61 |134.33 .69 |182.33 .44 |230.33 .41 38.67 .22 | 86.67 .61 |134.67 .68 |182.67 .44 |230.67 .41 39.00 .22 | 87.00 .60 |135.00 .68 |183.00 .44 |231.00 .41 39.33 .23 | 87.33 .59 |135.33 .67 |183.33 .44 |231.33 .41 39.67 .23 | 87.67 .58 |135.67 .65 |183.67 .43 |231.67 .41 40.00 .23 | 88.00 .57 |136.00 .64 |184.00 .43 |232.00 .41 40.33 .23 | 88.33 .56 |136.33 .62 |184.33 .42 |232.33 .40 40.67 .23 | 88.67 .54 |136.67 .60 |184.67 .41 |232.67 .39 41.00 .23 | 89.00 .52 |137.00 .58 |185.00 .40 |233.00 .39 41.33 .23 | 89.33 .50 |137.33 .55 |185.33 .39 |233.33 .38 41.67 .23 | 89.67 .48 |137.67 .52 |185.67 .38 |233.67 .37 42.00 .23 | 90.00 .46 |138.00 .50 |186.00 .37 |234.00 .36 42.33 .23 | 90.33 .44 |138.33 .47 |186.33 .36 |234.33 .35 42.67 .23 | 90.67 .41 |138.67 .44 |186.67 .34 |234.67 .33 43.00 .23 | 91.00 .39 |139.00 .41 |187.00 .33 |235.00 .32 43.33 .23 | 91.33 .37 |139.33 .39 |187.33 .32 |235.33 .31 43.67 .23 | 91.67 .35 |139.67 .37 |187.67 .31 |235.67 .31 44.00 .23 | 92.00 .34 |140.00 .35 |188.00 .31 |236.00 .30 44.33 .23 | 92.33 .33 |140.33 .34 |188.33 .30 |236.33 .29 44.67 .23 | 92.67 .32 |140.67 .33 |188.67 .29 |236.67 .29 45.00 .23 | 93.00 .31 |141.00 .32 |189.00 .29 |237.00 .28 45.33 .23 | 93.33 .30 |141.33 .31 |189.33 .28 |237.33 .28 45.67 .23 | 93.67 .30 |141.67 .30 |189.67 .28 |237.67 .28 46.00 .23 | 94.00 .29 |142.00 .30 |190.00 .28 |238.00 .27 46.33 .23 | 94.33 .29 |142.33 .29 |190.33 .27 |238.33 .27 46.67 .23 | 94.67 .28 |142.67 .29 |190.67 .27 |238.67 .27 47.00 .23 | 95.00 .28 |143.00 .28 |191.00 .27 |239.00 .27 47.33 .23 | 95.33 .28 |143.33 .28 |191.33 .27 |239.33 .27 47.67 .23 | 95.67 .27 |143.67 .28 |191.67 .27 |239.67 .26 ------------------------------------------------------------------------------- 399:0050----------------------------------------------------------------------- -------------------- | ADD HYD (Fortun) | ID: NHYD AREA QPEAK TPEAK R.V. DWF -------------------- (ha) (cms) (hrs) (mm) (cms) ID1 03:VG-9 11.40 .094 109.00 106.65 .000 +ID2 04:POND1 84.67 .978 110.00 318.32 .000 +ID3 07:VG-8 10.30 .206 109.58 252.11 .000 +ID4 08:MOORE 167.30 2.844 111.75 251.56 .000 +ID5 09:VGR2-2 859.38 11.663 113.83 247.07 .000 ====================================================== SUM 01:Fortun 1133.05 15.219 113.17 251.67 .000 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ------------------------------------------------------------------------------- 399:0051----------------------------------------------------------------------- -------------------- | SAVE HYD | AREA (ha)= 1133.050 | ID=01 (Fortun) | QPEAK (cms)= 15.219 (i) | DT= 5.00 PCYC=-1 | TPEAK (hrs)= 113.167 -------------------- VOLUME (mm)= 251.671 Filename: Z:\PROJ\709(03~1\DESIGN\SWMHYMO\HGL\VGSPR~1\H-Fortun.399 Comments: Fortune (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- 399:0052----------------------------------------------------------------------- -------------------- | ROUTE CHANNEL | Routing time step (min) = 5.00 | IN> 01:Fortun | Number of SEGMENTS = 3 | OUT< 03:VGR2-3 | Slopes (%), CHANNEL= .20 FLOODPLAIN= .20 -------------------- LENGTH = 750.00 (m) <------ DATA FOR SECTION ( 5.3) ------> Distance Elevation Manning .00 93.50 .0500 3.22 93.00 .0500 / .0350 Main Channel 20.87 92.50 .0350 Main Channel 42.19 92.00 .0350 Main Channel 47.84 92.00 .0350 / .0500 Main Channel 48.60 92.50 .0500 50.14 93.00 .0500 72.67 93.53 .0500 77.80 93.50 .0500 <---------------------------- TRAVEL TIME TABLE ---------------------------> DEPTH ELEV X-VOLUME S-VOLUME FLOW RATE VELOCITY TRAV.TIME D x V (m) (m) (cu.m.) (cu.m.) (cms) (m/s) (min) (m2/s) .080 92.080 .447E+03 .120E+02 .123 .206 60.69 .017 .161 92.161 .111E+04 .593E+02 .447 .303 41.27 .049 .241 92.241 .198E+04 .159E+03 1.000 .378 33.03 .091 .321 92.321 .307E+04 .329E+03 1.817 .444 28.17 .143 .402 92.402 .437E+04 .585E+03 2.931 .503 24.86 .202 .482 92.482 .589E+04 .946E+03 4.378 .558 22.41 .269 .562 92.562 .761E+04 .143E+04 6.234 .615 20.34 .346 .642 92.643 .951E+04 .204E+04 8.485 .669 18.69 .430 .723 92.723 .116E+05 .280E+04 11.139 .720 17.37 .520 .803 92.803 .139E+05 .372E+04 14.217 .768 16.28 .617 .883 92.883 .163E+05 .481E+04 17.742 .814 15.36 .719 .964 92.964 .190E+05 .610E+04 21.736 .858 14.57 .827 1.044 93.044 .218E+05 .760E+04 26.638 .915 13.67 .955 1.124 93.124 .249E+05 .934E+04 32.568 .980 12.75 1.102 1.205 93.205 .282E+05 .113E+05 39.119 1.039 12.03 1.252 1.285 93.285 .318E+05 .136E+05 46.280 1.092 11.45 1.403 1.365 93.365 .356E+05 .162E+05 54.061 1.140 10.97 1.556 1.446 93.446 .396E+05 .191E+05 62.478 1.183 10.57 1.710 1.526 93.526 .439E+05 .223E+05* 71.200 1.216 10.28 1.855 X-VOLUME= Total X-Section volume over given CHANNEL LENGTH at specified DEPTH. S-VOLUME= Volume that can be stored in channel at specified ELEVATION. (*) Actual value may be less due to limited CHANNEL LENGTH for given SLOPE. <---- hydrograph ----> <-pipe / channel-> AREA QPEAK TPEAK R.V. MAX DEPTH MAX VEL (ha) (cms) (hrs) (mm) (m) (m/s) INFLOW : ID= 1:Fortun 1133.05 15.219 113.17251.671 .826 .780 OUTFLOW: ID= 3:VGR2-3 1133.05 15.179 113.33251.671 .822 .778 ------------------------------------------------------------------------------- 399:0053----------------------------------------------------------------------- ---------------------- | CALIB STANDHYD | Area (ha)= 20.30 | 02:VG-10 DT= 5.00 | Total Imp(%)= 50.00 Dir. Conn.(%)= 40.00 ---------------------- IMPERVIOUS PERVIOUS (i) Surface Area (ha)= 10.15 10.15 Dep. Storage (mm)= .80 1.50 Average Slope (%)= .30 1.50 Length (m)= 560.00 50.00 Mannings n = .013 .250 Max.eff.Inten.(mm/hr)= 7.41 .00 over (min) 30.00 5.00 Storage Coeff. (min)= 29.18 (ii) .00 (ii) Unit Hyd. Tpeak (min)= 30.00 30.00 Unit Hyd. peak (cms)= .04 .00 *TOTALS* PEAK FLOW (cms)= .17 .00 .167 (iii) TIME TO PEAK (hrs)= 109.00 .00 109.000 RUNOFF VOLUME (mm)= 266.59 .00 106.654 TOTAL RAINFALL (mm)= 267.43 267.43 267.434 RUNOFF COEFFICIENT = 1.00 .00 .399 *** NOTE: The pervious area has no runoff. (i) HORTONS EQUATION SELECTED FOR PERVIOUS LOSSES: Fo (mm/hr)= 76.20 K (1/hr)= 4.14 Fc (mm/hr)= 13.20 Cum.Inf. (mm)= .00 (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- 399:0054----------------------------------------------------------------------- -------------------- | ADD HYD (VG ) | ID: NHYD AREA QPEAK TPEAK R.V. DWF -------------------- (ha) (cms) (hrs) (mm) (cms) ID1 02:VG-10 20.30 .167 109.00 106.65 .000 +ID2 03:VGR2-3 1133.05 15.179 113.33 251.67 .000 ====================================================== SUM 09:VG 1153.35 15.258 113.25 249.12 .000 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ------------------------------------------------------------------------------- 399:0055----------------------------------------------------------------------- -------------------- | SAVE HYD | AREA (ha)= 1153.350 | ID=09 (VG ) | QPEAK (cms)= 15.258 (i) | DT= 5.00 PCYC=-1 | TPEAK (hrs)= 113.250 -------------------- VOLUME (mm)= 249.119 Filename: Z:\PROJ\709(03~1\DESIGN\SWMHYMO\HGL\VGSPR~1\VG.399 Comments: Flow from Van Gaal at Jock River (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- 399:0056----------------------------------------------------------------------- ******************************************************************************* * Jock River ******************************************************************************* ---------------------- | CALIB NASHYD | Area (ha)= 4.86 Curve Number (CN)=95.00 | 03:JR-2 DT= 5.00 | Ia (mm)= 2.500 # of Linear Res.(N)= 3.00 ---------------------- U.H. Tp(hrs)= .800 Unit Hyd Qpeak (cms)= .232 PEAK FLOW (cms)= .098 (i) TIME TO PEAK (hrs)= 109.167 RUNOFF VOLUME (mm)= 252.208 TOTAL RAINFALL (mm)= 267.434 RUNOFF COEFFICIENT = .943 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- 399:0057----------------------------------------------------------------------- ---------------------- | CALIB NASHYD | Area (ha)= 6.86 Curve Number (CN)=95.00 | 04:JR-3 DT= 5.00 | Ia (mm)= 2.500 # of Linear Res.(N)= 3.00 ---------------------- U.H. Tp(hrs)= .200 Unit Hyd Qpeak (cms)= 1.310 PEAK FLOW (cms)= .140 (i) TIME TO PEAK (hrs)= 109.000 RUNOFF VOLUME (mm)= 252.208 TOTAL RAINFALL (mm)= 267.434 RUNOFF COEFFICIENT = .943 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- 399:0058----------------------------------------------------------------------- -------------------- | STORE HYD | AREA (ha)= 45.530 | ID=06 (POND2 ) | QPEAK (cms)= .473 -------------------- TPEAK (hrs)= 111.000 VOLUME (mm)= 364.561 TIME FLOW | TIME FLOW | TIME FLOW | TIME FLOW | TIME FLOW hrs cms | hrs cms | hrs cms | hrs cms | hrs cms .00 .00 | 48.00 .15 | 96.00 .16 |144.00 .17 |192.00 .15 .33 .00 | 48.33 .15 | 96.33 .16 |144.33 .16 |192.33 .15 .67 .00 | 48.67 .15 | 96.67 .16 |144.67 .16 |192.67 .15 1.00 .00 | 49.00 .15 | 97.00 .16 |145.00 .16 |193.00 .15 1.33 .00 | 49.33 .15 | 97.33 .15 |145.33 .16 |193.33 .15 1.67 .00 | 49.67 .15 | 97.67 .15 |145.67 .16 |193.67 .15 2.00 .00 | 50.00 .15 | 98.00 .15 |146.00 .15 |194.00 .15 2.33 .00 | 50.33 .15 | 98.33 .15 |146.33 .15 |194.33 .15 2.67 .00 | 50.67 .14 | 98.67 .15 |146.67 .15 |194.67 .15 3.00 .01 | 51.00 .14 | 99.00 .15 |147.00 .15 |195.00 .14 3.33 .01 | 51.33 .14 | 99.33 .15 |147.33 .15 |195.33 .14 3.67 .01 | 51.67 .14 | 99.67 .15 |147.67 .15 |195.67 .14 4.00 .01 | 52.00 .14 |100.00 .15 |148.00 .15 |196.00 .14 4.33 .01 | 52.33 .14 |100.33 .15 |148.33 .15 |196.33 .14 4.67 .01 | 52.67 .14 |100.67 .14 |148.67 .15 |196.67 .14 5.00 .02 | 53.00 .14 |101.00 .14 |149.00 .15 |197.00 .14 5.33 .02 | 53.33 .14 |101.33 .14 |149.33 .14 |197.33 .14 5.67 .03 | 53.67 .14 |101.67 .14 |149.67 .14 |197.67 .14 6.00 .04 | 54.00 .14 |102.00 .14 |150.00 .14 |198.00 .14 6.33 .04 | 54.33 .14 |102.33 .15 |150.33 .14 |198.33 .14 6.67 .05 | 54.67 .14 |102.67 .15 |150.67 .15 |198.67 .14 7.00 .06 | 55.00 .14 |103.00 .16 |151.00 .15 |199.00 .14 7.33 .06 | 55.33 .15 |103.33 .17 |151.33 .15 |199.33 .14 7.67 .07 | 55.67 .15 |103.67 .18 |151.67 .16 |199.67 .15 8.00 .07 | 56.00 .16 |104.00 .19 |152.00 .16 |200.00 .15 8.33 .08 | 56.33 .16 |104.33 .21 |152.33 .17 |200.33 .15 8.67 .09 | 56.67 .17 |104.67 .23 |152.67 .18 |200.67 .16 9.00 .10 | 57.00 .17 |105.00 .24 |153.00 .18 |201.00 .16 9.33 .10 | 57.33 .18 |105.33 .26 |153.33 .19 |201.33 .16 9.67 .11 | 57.67 .19 |105.67 .28 |153.67 .20 |201.67 .17 10.00 .12 | 58.00 .19 |106.00 .30 |154.00 .21 |202.00 .17 10.33 .13 | 58.33 .20 |106.33 .32 |154.33 .21 |202.33 .18 10.67 .14 | 58.67 .21 |106.67 .34 |154.67 .22 |202.67 .18 11.00 .15 | 59.00 .21 |107.00 .35 |155.00 .23 |203.00 .18 11.33 .15 | 59.33 .22 |107.33 .37 |155.33 .23 |203.33 .19 11.67 .16 | 59.67 .23 |107.67 .39 |155.67 .24 |203.67 .19 12.00 .17 | 60.00 .23 |108.00 .41 |156.00 .25 |204.00 .20 12.33 .18 | 60.33 .24 |108.33 .42 |156.33 .25 |204.33 .20 12.67 .18 | 60.67 .24 |108.67 .43 |156.67 .26 |204.67 .20 13.00 .19 | 61.00 .24 |109.00 .44 |157.00 .26 |205.00 .21 13.33 .19 | 61.33 .25 |109.33 .45 |157.33 .27 |205.33 .21 13.67 .20 | 61.67 .25 |109.67 .46 |157.67 .27 |205.67 .21 14.00 .20 | 62.00 .25 |110.00 .47 |158.00 .27 |206.00 .21 14.33 .21 | 62.33 .25 |110.33 .47 |158.33 .28 |206.33 .21 14.67 .21 | 62.67 .26 |110.67 .47 |158.67 .28 |206.67 .21 15.00 .21 | 63.00 .26 |111.00 .47 |159.00 .28 |207.00 .21 15.33 .21 | 63.33 .26 |111.33 .47 |159.33 .28 |207.33 .21 15.67 .21 | 63.67 .25 |111.67 .46 |159.67 .27 |207.67 .21 16.00 .21 | 64.00 .25 |112.00 .46 |160.00 .27 |208.00 .21 16.33 .21 | 64.33 .25 |112.33 .45 |160.33 .27 |208.33 .21 16.67 .21 | 64.67 .25 |112.67 .44 |160.67 .27 |208.67 .21 17.00 .21 | 65.00 .24 |113.00 .43 |161.00 .26 |209.00 .20 17.33 .20 | 65.33 .24 |113.33 .41 |161.33 .26 |209.33 .20 17.67 .20 | 65.67 .23 |113.67 .40 |161.67 .25 |209.67 .20 18.00 .20 | 66.00 .23 |114.00 .38 |162.00 .24 |210.00 .19 18.33 .19 | 66.33 .22 |114.33 .36 |162.33 .24 |210.33 .19 18.67 .19 | 66.67 .21 |114.67 .34 |162.67 .23 |210.67 .19 19.00 .18 | 67.00 .21 |115.00 .32 |163.00 .22 |211.00 .18 19.33 .18 | 67.33 .20 |115.33 .30 |163.33 .21 |211.33 .18 19.67 .18 | 67.67 .20 |115.67 .29 |163.67 .21 |211.67 .17 20.00 .17 | 68.00 .19 |116.00 .27 |164.00 .20 |212.00 .17 20.33 .17 | 68.33 .19 |116.33 .26 |164.33 .19 |212.33 .17 20.67 .17 | 68.67 .18 |116.67 .25 |164.67 .19 |212.67 .16 21.00 .16 | 69.00 .18 |117.00 .24 |165.00 .18 |213.00 .16 21.33 .16 | 69.33 .17 |117.33 .23 |165.33 .18 |213.33 .16 21.67 .16 | 69.67 .17 |117.67 .22 |165.67 .18 |213.67 .16 22.00 .16 | 70.00 .17 |118.00 .21 |166.00 .17 |214.00 .16 22.33 .16 | 70.33 .16 |118.33 .21 |166.33 .17 |214.33 .15 22.67 .15 | 70.67 .16 |118.67 .20 |166.67 .17 |214.67 .15 23.00 .15 | 71.00 .16 |119.00 .20 |167.00 .16 |215.00 .15 23.33 .15 | 71.33 .16 |119.33 .19 |167.33 .16 |215.33 .15 23.67 .15 | 71.67 .16 |119.67 .19 |167.67 .16 |215.67 .15 24.00 .15 | 72.00 .15 |120.00 .18 |168.00 .16 |216.00 .15 24.33 .15 | 72.33 .15 |120.33 .18 |168.33 .16 |216.33 .15 24.67 .15 | 72.67 .15 |120.67 .17 |168.67 .15 |216.67 .15 25.00 .15 | 73.00 .15 |121.00 .17 |169.00 .15 |217.00 .15 25.33 .15 | 73.33 .15 |121.33 .17 |169.33 .15 |217.33 .15 25.67 .15 | 73.67 .15 |121.67 .16 |169.67 .15 |217.67 .15 26.00 .14 | 74.00 .15 |122.00 .16 |170.00 .15 |218.00 .14 26.33 .14 | 74.33 .15 |122.33 .16 |170.33 .15 |218.33 .14 26.67 .14 | 74.67 .15 |122.67 .16 |170.67 .15 |218.67 .14 27.00 .14 | 75.00 .15 |123.00 .16 |171.00 .15 |219.00 .14 27.33 .14 | 75.33 .15 |123.33 .15 |171.33 .15 |219.33 .14 27.67 .14 | 75.67 .14 |123.67 .15 |171.67 .15 |219.67 .14 28.00 .14 | 76.00 .14 |124.00 .15 |172.00 .14 |220.00 .14 28.33 .14 | 76.33 .14 |124.33 .15 |172.33 .14 |220.33 .14 28.67 .14 | 76.67 .14 |124.67 .15 |172.67 .14 |220.67 .14 29.00 .14 | 77.00 .14 |125.00 .15 |173.00 .14 |221.00 .14 29.33 .14 | 77.33 .14 |125.33 .15 |173.33 .14 |221.33 .14 29.67 .14 | 77.67 .14 |125.67 .15 |173.67 .14 |221.67 .14 30.00 .14 | 78.00 .14 |126.00 .15 |174.00 .14 |222.00 .14 30.33 .14 | 78.33 .14 |126.33 .15 |174.33 .14 |222.33 .14 30.67 .14 | 78.67 .14 |126.67 .15 |174.67 .14 |222.67 .14 31.00 .14 | 79.00 .15 |127.00 .15 |175.00 .15 |223.00 .14 31.33 .15 | 79.33 .15 |127.33 .16 |175.33 .15 |223.33 .15 31.67 .15 | 79.67 .16 |127.67 .17 |175.67 .15 |223.67 .15 32.00 .15 | 80.00 .17 |128.00 .18 |176.00 .15 |224.00 .15 32.33 .16 | 80.33 .17 |128.33 .18 |176.33 .16 |224.33 .15 32.67 .16 | 80.67 .18 |128.67 .20 |176.67 .16 |224.67 .16 33.00 .17 | 81.00 .19 |129.00 .21 |177.00 .17 |225.00 .16 33.33 .17 | 81.33 .20 |129.33 .22 |177.33 .17 |225.33 .17 33.67 .18 | 81.67 .21 |129.67 .23 |177.67 .18 |225.67 .17 34.00 .18 | 82.00 .22 |130.00 .24 |178.00 .18 |226.00 .18 34.33 .19 | 82.33 .23 |130.33 .25 |178.33 .19 |226.33 .18 34.67 .19 | 82.67 .24 |130.67 .26 |178.67 .20 |226.67 .19 35.00 .20 | 83.00 .25 |131.00 .27 |179.00 .20 |227.00 .19 35.33 .20 | 83.33 .26 |131.33 .28 |179.33 .21 |227.33 .20 35.67 .21 | 83.67 .26 |131.67 .29 |179.67 .21 |227.67 .20 36.00 .21 | 84.00 .27 |132.00 .30 |180.00 .22 |228.00 .21 36.33 .22 | 84.33 .28 |132.33 .31 |180.33 .22 |228.33 .21 36.67 .22 | 84.67 .29 |132.67 .32 |180.67 .22 |228.67 .22 37.00 .22 | 85.00 .29 |133.00 .33 |181.00 .23 |229.00 .22 37.33 .23 | 85.33 .30 |133.33 .33 |181.33 .23 |229.33 .22 37.67 .23 | 85.67 .30 |133.67 .34 |181.67 .23 |229.67 .22 38.00 .23 | 86.00 .31 |134.00 .34 |182.00 .23 |230.00 .22 38.33 .23 | 86.33 .31 |134.33 .34 |182.33 .24 |230.33 .23 38.67 .23 | 86.67 .31 |134.67 .35 |182.67 .24 |230.67 .23 39.00 .23 | 87.00 .31 |135.00 .35 |183.00 .24 |231.00 .23 39.33 .23 | 87.33 .31 |135.33 .34 |183.33 .24 |231.33 .23 39.67 .23 | 87.67 .31 |135.67 .34 |183.67 .24 |231.67 .23 40.00 .23 | 88.00 .30 |136.00 .34 |184.00 .23 |232.00 .22 40.33 .23 | 88.33 .30 |136.33 .33 |184.33 .23 |232.33 .22 40.67 .22 | 88.67 .30 |136.67 .33 |184.67 .23 |232.67 .22 41.00 .22 | 89.00 .29 |137.00 .32 |185.00 .23 |233.00 .22 41.33 .22 | 89.33 .28 |137.33 .31 |185.33 .22 |233.33 .21 41.67 .21 | 89.67 .27 |137.67 .30 |185.67 .22 |233.67 .21 42.00 .21 | 90.00 .27 |138.00 .29 |186.00 .21 |234.00 .21 42.33 .20 | 90.33 .26 |138.33 .28 |186.33 .21 |234.33 .20 42.67 .20 | 90.67 .25 |138.67 .27 |186.67 .20 |234.67 .20 43.00 .19 | 91.00 .24 |139.00 .26 |187.00 .20 |235.00 .19 43.33 .19 | 91.33 .23 |139.33 .24 |187.33 .19 |235.33 .19 43.67 .18 | 91.67 .22 |139.67 .24 |187.67 .19 |235.67 .18 44.00 .18 | 92.00 .21 |140.00 .23 |188.00 .18 |236.00 .18 44.33 .18 | 92.33 .21 |140.33 .22 |188.33 .18 |236.33 .17 44.67 .17 | 92.67 .20 |140.67 .21 |188.67 .17 |236.67 .17 45.00 .17 | 93.00 .19 |141.00 .21 |189.00 .17 |237.00 .17 45.33 .17 | 93.33 .19 |141.33 .20 |189.33 .17 |237.33 .16 45.67 .16 | 93.67 .18 |141.67 .19 |189.67 .17 |237.67 .16 46.00 .16 | 94.00 .18 |142.00 .19 |190.00 .16 |238.00 .16 46.33 .16 | 94.33 .18 |142.33 .18 |190.33 .16 |238.33 .16 46.67 .16 | 94.67 .17 |142.67 .18 |190.67 .16 |238.67 .16 47.00 .16 | 95.00 .17 |143.00 .18 |191.00 .16 |239.00 .15 47.33 .15 | 95.33 .17 |143.33 .17 |191.33 .15 |239.33 .15 47.67 .15 | 95.67 .16 |143.67 .17 |191.67 .15 |239.67 .15 ------------------------------------------------------------------------------- 399:0059----------------------------------------------------------------------- -------------------- | ADD HYD (JockVG) | ID: NHYD AREA QPEAK TPEAK R.V. DWF -------------------- (ha) (cms) (hrs) (mm) (cms) ID1 03:JR-2 4.86 .098 109.17 252.21 .000 +ID2 04:JR-3 6.86 .140 109.00 252.21 .000 +ID3 06:POND2 45.53 .473 111.00 364.56 .000 +ID4 09:VG 1153.35 15.258 113.25 249.12 .000 ====================================================== SUM 05:JockVG 1210.60 15.780 113.17 253.48 .000 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ------------------------------------------------------------------------------- 399:0060----------------------------------------------------------------------- -------------------- | SAVE HYD | AREA (ha)= 1210.600 | ID=05 (JockVG) | QPEAK (cms)= 15.780 (i) | DT= 5.00 PCYC=-1 | TPEAK (hrs)= 113.167 -------------------- VOLUME (mm)= 253.481 Filename: Z:\PROJ\709(03~1\DESIGN\SWMHYMO\HGL\VGSPR~1\JockVG.399 Comments: Flow From Subject Area At Jock River (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------------------------------------------------------------------- 399:0061----------------------------------------------------------------------- *#START TZERO=[0.0], METOUT=[2], NSTORM=[1], NRUN=[302] *# ["50021012.stm"] *#START TZERO=[0.0], METOUT=[2], NSTORM=[1], NRUN=[305] *# ["50051012.stm"] *#START TZERO=[0.0], METOUT=[2], NSTORM=[1], NRUN=[310] *# ["50101012.stm"] *#START TZERO=[0.0], METOUT=[2], NSTORM=[1], NRUN=[325] *# ["50251012.stm"] *#START TZERO=[0.0], METOUT=[2], NSTORM=[1], NRUN=[350] *# ["50501012.stm"] *#START TZERO=[0.0], METOUT=[2], NSTORM=[1], NRUN=[399] *# ["51001012.stm"] FINISH ------------------------------------------------------------------------------- ******************************************************************************* WARNINGS / ERRORS / NOTES ------------------------- 399:0027 CALIB STANDHYD *** NOTE: The pervious area has no runoff. 399:0048 CALIB STANDHYD *** NOTE: The pervious area has no runoff. 399:0053 CALIB STANDHYD *** NOTE: The pervious area has no runoff. Simulation ended on 2010-03-10 at 15:51:59 ===============================================================================