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Attachment 7.d.viii. - Appendices G -Drainage Study
TABLE OF CONTENTS SECTION l -VICINITY MAP SECTION 2 -INTRODUCTION SECTION 3 -PURPOSE OF THIS STUDY SECTION 4 -PROJECT INFORMATION HYDROLOGY STUDY 4.1 Existing Condition ........................................................................................... .. 4.2 Proposed Condition .................................................... .. 4.3 Summary ..................................................... . SECTION 5 -DESIGN CRITERIA AND METHODOLOGY SECTION 6-HYDROLOGY DESIGN MODELS SECTION 7 -HYDROLOGY CALCULATIONS 7.1 7.2 7.3 Rational Method Calculations ........ . Hydrograph Calculations ........... . Detention Basin Calculations TABLE OF FIGURES APPENDIX A Tables and Charts APPENDIXB Drainage Exhibit HYDROLOGY STUDY 2 INTRODUCTION The project consists of two existing undeveloped lots, i.e., Lots 7 & 8 of Map No. 14395 . The project proposes the construction of one medical building with parking and landscape areas. This site will drain to two proposed multipurpose bioretention BMP's for treatment, hydromodification and peak flow detention. The subject report reflects the proposed precise grading and drainage as shown on precise grading plan Drawing No. --- 3 PURPOSE OF THIS STUDY The purpose of this study is to determine the proposed peak flows produced for the proposed driveway as shown on the grading plan for the Acadia Heath Care in Chula Vista as well as to determine the proposed pipe and inlet sizes. 4 PROJECT INFORMATION 4.1 Existing Condition For the existing condition a runoff coefficient of 0.65 was used to determine the existing runoff flows. The existing Q(50) at node 9 is 13.4 CFS. Likewise, The existing Q(50) at node 16 is 18.8 CFS 4.2 Proposed Condition The proposed land use for the proposed site will be commercial. A runoff coefficient of 0.85 was used to determine the proposed runoff flows. The proposed Q(50) at node 16 before detention is 17.6 CFS and the proposed Q(50) at node 31 before detention is 24.5 CFS As required on City of Chula Vista, two detention basins were designed for this project. The purpose of these basins is to temporarily store the increased runoff and release it at a rate equal or less than the existing. Hydrographs were determined using Rational Method Hydrograph Program by Rick Engineering and routed for proposed (inflow) conditions using Hydraflow Software by Inteli SOL VE, respectively. 4.3 Summary A proposed multipurpose Infiltration BMP is proposed to detain the increased proposed flows. The following is a summary of existing, before detention and detained flows, areas and C factors .. HYDROLOGY STUDY BASIN 1-PEAK FLOW TABLE (CFS) AT DETENTION BASIN STORM EXISTING PROPOSED CONDITION PROPOSED EVENT CONDITION BEFORE DETENTION CONDITION AFTER DETENTION 50-YEAR 13.4 24.5 10.7 BASIN 2-PEAK FLOW TABLE (CFS) AT DETENTION BASIN STORM EXISTING PROPOSED CONDITION PROPOSED EVENT CONDITION BEFORE DETENTION CONDITION AFTER DETENTION 50-YEAR 10.8 17.6 7.8 5 DESIGN CRITERIA AND METHODOLOGY The proposed storm flow were determined using the Rational Method Hydrology Program CIVILCADD/CIVILDESIGN which is based on the City of Chula Vista Subdivision Manual. The pipes were sized using the 50 year storm event. Hydrographs for these drainage basins were determined using Rational Method Hydrograph Program by Rick Engineering and routed for proposed (inflow) conditions using Hydraflow Software by Inteli SOL VE, respectively. HYDROLOGY STUDY 6. HYDROLOGY DESIGN MODELS A. DESIGN METHODS THE RATIONAL METHOD IS USED IN THIS HYDROLOGY STUDY; THE RATIONAL FORMULA IS AS FOLLOWS: Q = CIA, WHERE : Q= PEAK DISCHARGE IN CUBIC FEET/SECOND * C = RUNOFF COEFFICIENT (DIMENSIONLESS) I =RAINFALL INTENSITY IN INCHES/HOUR A= TRIBUTARY DRAINAGE AREA IN ACRES * 1 ACRE INCHES/HOUR= 1.008 CUBIC FEET/SEC THE OVERLAND METHOD IS ALSO USED IN THIS HYDROLOGY STUDY; THE URBAN AREAS OVERLAND FORMULA IS AS FOLLOWS: T=[ 1.8(1.1-C)(L)C 5l)]/[S(l 00)J-333 L = LENGTH OF WATERSHED C = COEFFICIENT OF RUNOFF T = TIME IN MINUTES S -DIFFERENCE IN ELEVATION DIVIDED BY DE LENGTH OF WATERSHED B. DESIGN CRITERIA -FREQUENCYS0YEARSTORM. -LAND USE PER SPECIFIC PLAN AND TENTATIVE MAP. -RAIN FALL INTENSITY PER CITY OF SAN DIEGO DRAINAGE DESIGN MANUAL, DA TED APRIL 1984 . C . REFERENCES -CITY OF CHULA VISTA SUBDIVISION MANUAL, REVISED 03/13/2012 -COUNTY OF SAN DIEGO HYDROLOGY MANUAL, JUNE 2003 -HAND BOOK OF HYDRAULICS BY BRATER & KING, SIXTH EDITION. HYDROLOGY STUDY 7 HYDROLOGY CALCULATIONS JN 18-062 Existing Condition 50 Yr City of Chula Vista Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992-2007 Version 7.3 Rational Hydrology Study Date: 03/25/19 ********* Hydrology Study Control Information********** Program License Serial Number 6303 Rational hydrology study storm event year is Map data precipitation entered: 6 hour, precipitation(inches) = 2.450 24 hour precipitation(inches) 5.000 Adjusted 6 hour precipitation (inches) P6/P24 49.0% Runoff values by rational method 2.450 50.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION**** [BARREN SLOPES -FLAT area type Initial subarea flow distance Highest elevation= 713.200(Ft.) Lowest elevation= 709.750(Ft.) l 219.000(Ft.) Elevation difference= 3.450(Ft.) Time of concentration calculated by Page 12 Section 3-400 developed areas with overland flow= 10.30 min. TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC= [1.8*(1.1-0.6500)*( 219.000A.5)/( 1.575A(l/3)]= 10.30 Rainfall intensity I= 7.44P6*TCA-0.645): I= 7.44(10.302) ( 2.450)A-0.645: Intensity= 4.050(In/Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.650 Subarea runoff= 0.974(CFS) Total initial stream area= 0. 370 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** SUBAREA FLOW ADDITION**** [BARREN SLOPES -FLAT area type Time of concentration 10.30 min. Rainfall intensity 4.050(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0.650 Subarea runoff 2.474(CFS) for 0.940(Ac.) Total runoff= 3.448(CFS) Total area= 1.3l(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= Downstream point elevation 710. 00 (Ft.) 703.00(Ft.) 1 Channel length thru subarea 404.00(Ft.} Channel base width =f, 0.000(Ft.} Slope or 'Z' of left channel bank= 100.000 Slope or 'Z' of right channel bank= 100.000 Manning's 'N' = 0.020 Maximum depth of channel 0.500(Ft.} Flow(q} thru subarea = 3.448(CFS} Depth of flow= 0.143(Ft.}, Average velocity Channel flow top width= 28.610(Ft.} Flow Velocity= l.69(Ft/s} Travel time 4.00 min. Time of concentration 14.30 min. Critical depth= 0.149(Ft.} l.685(Ft/s} JN 18-062 Existing Condition 50 Yr ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** SUBAREA FLOW ADDITION**** [BARREN SLOPES -FLAT area type Time of concentration 14.30 min. Rainfall intensity 3.278(In/Hr} for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0.650 Subarea runoff 6.520(CFS} for 3.060(Ac.} Total runoff= 9.968(CFS} Total area= 4.37(Ac.} ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= 703.00(Ft.} Downstream point elevation 700.00(Ft.} Channel length thru subarea 150.00(Ft.} Channel base width 3.500(Ft.} Slope or 'Z' of left channel bank= 0.000 Slope or 'Z' of right channel bank= 0.000 Manning's 'N' = 0.015 Maximum depth of channel 0.500(Ft.} Flow(q} thru subarea = 9.968(CFS} Depth of flow= 0.419(Ft.}, Average velocity Channel flow top width= 3.500(Ft.} Flow Velocity= 6.B0(Ft/s} Travel time 0.37 min. Time of concentration 14.67 min. Critical depth= 0.633(Ft.} 6.798(Ft/s} ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 16.000 **** SUBAREA FLOW ADDITION**** [BARREN SLOPES -FLAT area type Time of concentration 14.67 min. Rainfall intensity 3.225(In/Hr} for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0.650 Subarea runoff 0.859(CFS} for 0.410(Ac.} Total runoff= 10.827(CFS} Total area= 4.78(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 17.000 **** PIPEFLOW TRAVEL TIME (User specified size} **** 2 Upstream point/station elevation= 687.42(Ft.} Downstream point/station elevation 685.30(Ft.} Pipe length 77.00(Ft.} Manning's N = 0.012 No. of pipes= 1 Required pipe flow 10.827(CFS} Given pipe size= 18.00(In.} Calculated individual pipe flow 10.827(CFS} Normal flow depth in pipe= 9.77(In.} Flow top width inside pipe= 17.93(In.) Critical Depth= 15.15(In.} Pipe flow velocity= 11.05(Ft/s} Travel time through pipe= 0.12 min. Time of concentration (TC} = 14.78 min. JN 18-062 Existing Condition 50 Yr ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 **** INITIAL AREA EVALUATION**** [BARREN SLOPES -FLAT area type Initial subarea flow distance 245.000(Ft.} Highest elevation= 717.000(Ft.} Lowest elevation= 712.000(Ft.} Elevation difference= 5.000(Ft.} Time of concentration calculated by Page 12 Section 3-400 developed areas with overland flow= 10.00 min. TC= [1.8*(1.l-C}*distance(Ft.}A.5)/(% slopeA(l/3)] TC= [1.8*(1.1-0.6500)*( 245.000A.5}/( 2.041A(l/3}]= 10.00 Rainfall intensity I= 7.44P6*TCA-0.645}: I= 7.44(9.995)( 2.450)A-0.645: Intensity= 4.129(In/Hr} for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA} is C 0.650 Subarea runoff= 0.966(CFS} Total initial stream area= 0.360(Ac.} ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 **** SUBAREA FLOW ADDITION**** [BARREN SLOPES -FLAT area type Time of concentration 10.00 min. Rainfall intensity 4.129(In/Hr} for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0.650 Subarea runoff 5.690(CFS} for 2.120(Ac.} Total runoff= 6.656(CFS} Total area= 2.48(Ac.} ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 7.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= 712.00(Ft.} Downstream point elevation 704.50(Ft.} Channel length thru subarea 430.00(Ft.} Channel base width 0.000(Ft.} Slope or 'Z' of left channel bank= 100.000 Slope or 'Z' of right channel bank= 100.000 Manning's 'N' = 0.020 Maximum depth of channel 0.500(Ft.} Flow(q} thru subarea = 6.656(CFS} Depth of flow= 0.183(Ft.}, Average velocity Channel flow top width= 36.567(Ft.} 3 1. 991 (Ft/s} Flow Velocity= l.99(Ft/s) Travel time 3.60 min. Time of concentration 13.59 min . Critical depth= 0.193(Ft.) JN 18-062 Existing Condition 50 Yr ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 8.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= 704.50(Ft.) Downstream point elevation 702.50(Ft.) Channel length thru subarea 135.00(Ft.) Channel base width 3.500(Ft.) Slope or 'Z' of left channel bank= 0.000 Slope or 'Z' of right channel bank= 0.000 Manning's 'N' = 0.015 Maximum depth of channel 0.500(Ft.) Flow(q) thru subarea = 6.656(CFS) Depth of flow= 0.356(Ft.), Average velocity Channel flow top width= 3.500(Ft.) Flow Velocity= 5.35(Ft/s) Travel time 0.42 min. Time of concentration 14.02 min. Critical depth= 0.484(Ft.) 5.349(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 9.000 **** SUBAREA FLOW ADDITION**** [BARREN SLOPES -FLAT area type Time of concentration 14.02 min. Rainfall intensity 3.320(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0.650 Subarea runoff 0.928(CFS) for 0.430(Ac.) Total runoff= 7.584(CFS) Total area= 2.91(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 9.000 **** SUBAREA FLOW ADDITION**** [BARREN SLOPES -FLAT area type Time of concentration 14.02 min. Rainfall intensity 3.320(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0.650 Subarea runoff 5.784(CFS) for 2.680(Ac.) Total runoff= 13.368(CFS) Total area= 5.59(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 36.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= 690.00(Ft.) Downstream point/station elevation 685.40(Ft.) Pipe length 82.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow 13.368(CFS) Given pipe size= 18.00(In.) Calculated individual pipe flow 13.368(CFS) Normal flow depth in pipe= 9.40(In.) Flow top width inside pipe= 17.98(In.) 4 Critical Depth= 16.35(In.) Pipe flow velocity 14.33(Ft/s) Travel time through pipe= 0.10 min. Time of concentration (TC) 14.11 min. End of computations, total study area= 5 10. 3 7 0 (Ac. ) JN 18-062 Existing Condition 50 Yr HYDROLOGY STUDY 7.1 RATIONAL METHOD CALCULATIONS JN 18-062 Proposed Condition SO Yr City of Chula Vista Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992-2007 Version 7.3 Rational Hydrology Study Date: 03/24/19 ********* Hydrology Study Control Information********** Program License Serial Number 6303 Rational hydrology study storm event year is Map data precipitation entered: 6 hour, precipitation(inches) = 2.450 24 hour precipitation(inches) 5.000 Adjusted 6 hour precipitation (inches) P6/P24 49.0% Runoff values by rational method 2.450 50.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION**** [COMMERCIAL area type Initial subarea flow distance 404.000(Ft.) Highest elevation= 713.230(Ft.) Lowest elevation= 710.350(Ft.) Elevation difference= 2.880(Ft.) Time of concentration calculated by Page 12 Section 3-400 developed areas with overland flow= 10.13 min. TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC= [l.8*(1.1-0.8500)*( 404.000A.5)/( 0.713A(l/3}]= 10.13 Rainfall intensity I= 7.44P6*TCA-0.645): I= 7.44 (10.125) ( 2.450)A-0.645: Intensity= 4.095(In/Hr) for a 50.0 year storm F.ffective runoff coefficient used for area (Q=KCIA) is C 0.850 Subarea runoff= 1.914(CFS) Total initial stream area= 0.550(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= 706.00(Ft.) Downstream point/station elevation 702.68(Ft.) Pipe length 90.97(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow 1.914(CFS) Given pipe size= 8.00(In.) Calculated individual pipe flow 1.914(CFS) Normal flow depth in pipe= 5.56(In.) Flow top width inside pipe= 7.37(In.) Critical Depth= 7.44(In.) Pipe flow velocity= 7.39(Ft/s) Travel time through pipe= 0.21 min. Time of concentration (TC) = 10.33 min. 1 JN 18-062 Proposed Condition 50 Yr ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** SUBAREA FLOW ADDITION**** 10.33 min. [COMMERCIAL area type Time of concentration Rainfall intensity Runoff coefficient Subarea runoff 4.042(In/Hr) for a 50.0 year storm used for sub-area, Rational method,Q=KCIA, C l.649(CFS) for 0.480(Ac.) Total runoff= 3. 564 (CFS) Total area = 1. 03 (Ac.) 0.850 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 1 Stream flow area= 1.030(Ac.) Runoff from this stream 3.564(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 10.33 min. 4.042(In/Hr) Stream No. Flow rate TC (CFS) (min) Rainfall Intensity (In/Hr) 1 Qrnax(l) 3.564 10.33 1. 000 * 1.000 * Total of 1 streams to confluence: 4.042 3.564) + Flow rates before confluence point: 3. 564 Maximum flow rates at confluence using above data: 3.564 Area of streams before confluence: 1.030 Results of confluence: Total flow rate= 3.564(CFS) Time of concentration 10.330 min. 3.564 Effective stream area after confluence 1. 030 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 **** INITIAL AREA EVALUATION**** [COMMERCIAL area type Initial subarea flow distance Highest elevation= 707.870(Ft.) Lowest elevation= 707.500(Ft.) l 7 5 . 5 3 0 ( Ft . ) Elevation difference= 0.370(Ft.) Time of concentration calculated by Page 12 Section 3-400 developed areas with overland flow= 4.96 min. TC= [1.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC= [1.8*(1.1-0.8500)*( 75.530A.5)/( 0.490A(l/3)]= 4.96 Setting time of concentration to 5 minutes Rainfall intensity I= 7.44P6*TCA-0.645): I= 7.44(5.000) ( 2.450)A-0.645: Intensity= 6.455(In/Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.850 Subarea runoff= 1.207(CFS) 2 Total initial stream area 0.220(Ac.) JN 18-062 Proposed Condition SO Yr ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= 704.50(Ft.) Downstream point/station elevation 704.05(Ft.) Pipe length 89.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow l.207(CFS) Given pipe size= 10.00(In.) Calculated individual pipe flow l.207(CFS) Normal flow depth in pipe= 6.61(In.) Flow top width inside pipe= 9.47(In.) Critical Depth= 5.88(In.) Pipe flow velocity= 3.15(Ft/s) Travel time through pipe= 0.47 min. Time of concentration (TC) = 5.47 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 7.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= 704.05(Ft.) Downstream point/station elevation 703.58(Ft.) Pipe length 95.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow 1.207(CFS) Given pipe size= 10.00(In.) Calculated individual pipe flow 1.207(CFS) Normal flow depth in pipe= 6.66(In.) Flow top width inside pipe= 9.43(In.) Critical Depth= 5.88(In.) Pipe flow velocity= 3.13(Ft/s) Travel time through pipe= 0.51 min. Time of concentration (TC) = 5.98 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 7.000 **** SUBAREA FLOW ADDITION**** [COMMERCIAL area type Time of concentration 5.98 min. Rainfall intensity 5.753(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0.850 Subarea runoff 0.440(CFS) for 0.090(Ac.) Total runoff = 1. 64 7 (CFS) Total area = 0. 31 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 7.000 **** SUBAREA FLOW ADDITION**** 5.98 min. [COMMERCIAL area type Time of concentration Rainfall intensity Runoff coefficient Subarea runoff 5.753(In/Hr) for a 50.0 year storm used for sub-area, Rational method,Q=KCIA, C 0.978(CFS) for 0.200(Ac.) Total runoff= 2. 625 (CFS) Total area = 0.51 (Ac.) 3 0.850 JN 18-062 Proposed Condition 50 Yr ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 8.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= 703.58(Ft.) Downstream point/station elevation 702.96(Ft.) Pipe length 124.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow 2.625(CFS) Given pipe size= 15.00(In.) Calculated individual pipe flow 2.625(CFS) Normal flow depth in pipe= 8.16(In.) Flow top width inside pipe= 14.94(In.) Critical Depth= 7.79(In.) Pipe flow velocity= 3.85(Ft/s) Travel time through pipe= 0.54 min. Time of concentration (TC) = 6.51 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 8.000 **** SUBAREA FLOW ADDITION**** 6.51 min. [COMMERCIAL area type Time of concentration Rainfall intensity Runoff coefficient Subarea runoff 5.443(In/Hr) for a 50.0 year storm used for sub-area, Rational method,Q=KCIA, C = 0.850 2.59l(CFS) for 0.560(Ac.) Total runoff= 5. 216 (CFS) Total area = 1.07 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= 702.96(Ft.) Downstream point/station elevation 702.68(Ft.) Pipe length 38.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow 5.216(CFS) Given pipe size= 18.00(In.) Calculated individual pipe flow 5.216(CFS) Normal flow depth in pipe= 9.82(In.) Flow top width inside pipe= 17.93(In.) Critical Depth= 10.56(In.) Pipe flow velocity= 5.29(Ft/s) Travel time through pipe= 0.12 min. Time of concentration (TC) = 6.63 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 3.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 2 Stream flow area= 1.070(Ac.) Runoff from this stream 5.216(CFS) Time of concentration= Rainfall intensity= Summary of stream data: Stream No. Flow rate (CFS) 6.63 min. 5.379(In/Hr) TC (min) 4 Rainfall Intensity (In/Hr) 1 3.564 10.33 4.042 2 5.216 6.63 5.379 Qmax(l) 1. 000 * 1. 000 * 3.564) + 0.751 * 1. 000 * 5. 216) + = 7.483 Qmax(2) 1. 000 * 0.642 * 3.564) + 1. 000 * 1. 000 * 5. 216) + 7.504 Total of 2 streams to confluence: Flow rates before confluence point: 3.564 5.216 Maximum flow rates at confluence using above data: 7.483 7.504 Area of streams before confluence: 1.030 1.070 Results of confluence: Total flow rate= 7.504(CFS) Time of concentration 6.633 min. Effective stream area after confluence 2.lO0(Ac.) JN 18-062 Proposed Condition SO Yr ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 9.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= 702.68(Ft.) Downstream point/station elevation 702.00(Ft.) Pipe length 96.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow 7.504(CFS) Given pipe size= 18.00(In.) Calculated individual pipe flow 7.504(CFS) Normal flow depth in pipe= 12.73(In.) Flow top width inside pipe= 16.38(In.) Critical Depth= 12.73(In.) Pipe flow velocity= 5.61(Ft/s) Travel time through pipe= 0.29 min. Time of concentration (TC) = 6.92 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 9.000 **** SUBAREA FLOW ADDITION**** 6.92 min. [COMMERCIAL area type Time of concentration Rainfall intensity Runoff coefficient Subarea runoff 5.235(In/Hr) for a 50.0 year storm used for sub-area, Rational method,Q=KCIA, C 0.445(CFS) for 0.l00(Ac.) Total runoff= 7.949(CFS) Total area= 2.20(Ac.) 0.850 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 10.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= 702.00(Ft.) Downstream point/station elevation 700.55(Ft.) Pipe length 146.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow 7.949(CFS) Given pipe size= 18.00(In.) Calculated individual pipe flow 7.949(CFS) Normal flow depth in pipe= ll.73(In.) 5 Flow top width inside pipe 17.15(In.) Critical Depth= 13.ll(In.) Pipe flow velocity= 6.52(Ft/s) Travel time through pipe= 0.37 min. Time of concentration (TC) = 7.29 min . JN 18-062 Proposed Condition SO Yr ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 10.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 1 Stream flow area= 2.200(Ac.) Runoff from this stream 7.949(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 7.29 min. 5.06l(In/Hr) Stream No. Flow rate TC (CFS) (min) Rainfall Intensity (In/Hr) 1 Qrnax(l) 7.949 7.29 1. 000 * 1. 000 * Total of 1 streams to confluence: 5.061 7.949) + Flow rates before confluence point: 7.949 Maximum flow rates at confluence using above data: 7.949 Area of streams before confluence: 2.200 Results of confluence: Total flow rate= 7.949(CFS) Time of concentration 7.291 min. 7.949 Effective stream area after confluence 2.200(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11 .000 to Point/Station 12.000 **** INITIAL AREA EVALUATION**** [COMMERCIAL area type Initial subarea flow distance Highest elevation= 704.840(Ft.) Lowest elevation= 703.800(Ft.) l 2 0 8 . 0 0 0 ( Ft . ) Elevation difference= l.040(Ft.) Time of concentration calculated by Page 12 Section 3-400 developed areas with overland flow= 8.18 min. TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)) TC= [l.8*(1.1-0.8500)*( 208.000A.5)/( 0.500A(l/3))= 8.18 Rainfall intensity I= 7.44P6*TCA-0.645): I= 7.44(8.177) ( 2.450)A-0.645: Intensity= 4.700(In/Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.850 Subarea runoff= l.438(CFS) Total initial stream area= 0.360(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 13.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** 6 Upstream point/station elevation= 703.80(Ft.) Downstream point/station elevation 703.50(Ft.) Pipe length 60.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow l.438(CFS) Given pipe size= 10.00(In.) Calculated individual pipe flow 1.438(CFS) Normal flow depth in pipe= 7.62(In.) Flow top width inside pipe= 8.52(In.) Critical Depth= 6.45(In.) Pipe flow velocity= 3.23(Ft/s) Travel time through pipe= 0.31 min. Time of concentration (TC) = 8.49 min. JN 18-062 Proposed Condition 50 Yr ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 13.000 **** SUBAREA FLOW ADDITION**** 8.49 min. [COMMERCIAL area type Time of concentration Rainfall intensity Runoff coefficient Subarea runoff 4.589(In/Hr) for a 50.0 year storm used for sub-area, Rational method,Q=KCIA, C 0.390(CFS) for 0.l00(Ac.) Total runoff= 1.828(CFS) Total area= 0. 46 (Ac.) 0.850 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station 14.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= 703.50(Ft.) Downstream point/station elevation 702.50(Ft.) Pipe length 144.54(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow 1.828(CFS) Given pipe size= 12.00(In.) Calculated individual pipe flow 1.828(CFS) Normal flow depth in pipe= 6.82(In.) Flow top width inside pipe= 11.89(In.) Critical Depth= 6.91(In.) Pipe flow velocity= 1.97(~t/s) Travel time through pipe= 0.61 min. Time of concentration (TC) = 9.09 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station 14.000 **** SUBAREA FLOW ADDITION**** 9.09 min. [COMMERCIAL area type Time of concentration Rainfall intensity Runoff coefficient Subarea runoff 4.389(In/Hr) for a 50.0 year storm used for sub-area, Rational method,Q=KCIA, C 1.64l(CFS) for 0.440(Ac.) Total runoff= 3.470(CFS) Total area= 0. 90 (Ac.) 0.850 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 10.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation 7 702. 50 (Ft.) 700.55 (Ft.) Pipe length 131.65(Ft.) Manning's N = 0.013 No. of pipes 1 Required pipe flow 3.470(CFS) Given pipe size= 12.00(In.) Calculated individual pipe flow 3.470(CFS) Normal flow depth in pipe= 8.12(In.) Flow top width inside pipe= 11.23(In.) Critical Depth= 9.55(In.) Pipe flow velocity= 6.13(Ft/s) Travel time through pipe= 0.36 min. Time of concentration (TC) = 9.45 min. JN 18-062 Proposed Condition SO Yr ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 10.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 2 Stream flow area= 0.900(Ac.) Runoff from this stream 3.470(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 9.45 min. 4.28l(In/Hr) Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 7.949 7.29 5.061 2 3.470 9.45 4.281 Qmax(l) 1. 000 * 1. 000 * 7. 94 9) + 1. 000 * 0. 771 * 3.470) + 10. 626 Qmax(2) 0.846 * 1. 000 * 7. 94 9) + 1. 000 * 1.000 * 3.470) + 10.194 Total of 2 streams to confluence: Flow rates before confluence point: 7.949 3.470 Maximum flow rates at confluence using above data: 10.626 10.194 Area of streams before confluence: 2.200 0.900 Results of confluence: Total flow rate= 10.626(CFS) Time of concentration 7.291 min. Effective stream area after confluence 3.lO0(Ac .) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 15.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= 700.55(Ft.) Downstream point/station elevation 697.96(Ft.) Pipe length 118.38(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow 10.626(CFS) Given pipe size= 18.00(In.) Calculated individual pipe flow 10.626(CFS) Normal flow depth in pipe= 10.92(In.) Flow top width inside pipe= 17.58(In.) Critical Depth= 15.02(In.) Pipe flow velocity= 9.46(Ft/s) 8 Travel time through pipe Time of concentration (TC) 0.21 min. 7.50 min. JN 18-062 Proposed Condition SO Yr ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 15.000 **** SUBAREA FLOW ADDITION**** 7.50 min. [COMMERCIAL area type Time of concentration Rainfall intensity Runoff coefficient Subarea runoff 4.970(In/Hr) for a 50.0 year storm used for sub-area, Rational method,Q=KCIA, C l.225(CFS) for 0.290(Ac.) Total runoff= 11. 851 (CFS) Total area = 3. 39 (Ac.) 0.850 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 15.000 **** SUBAREA FLOW ADDITION**** 7.50 min. [COMMERCIAL area type Time of concentration Rainfall intensity Runoff coefficient Subarea runoff 4.970(In/Hr) for a 50.0 year storm used for sub-area, Rational method,Q=KCIA, C 2.577(CFS) for 0.610(Ac.) Total runoff= 14.428(CFS) Total area= 4. 00 (Ac.) 0.850 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 16.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= 697.96(Ft.) Downstream point/station elevation 696.00(Ft.) Pipe length 98.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow 14.428(CFS) Given pipe size= 18.00(In.) Calculated individual pipe flow 14.428(CFS) Normal flow depth in pipe= 14.30(In.) Flow top width inside pipe= 14.55(In.) Critical Depth= 16.7l(In.) Pipe flow velocity= 9.58(Ft/s) Travel time through pipe= 0.17 min. Time of concentration (TC) = 7.67 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 16.000 **** SUBAREA FLOW ADDITION**** 7.67 min. [COMMERCIAL area type Time of concentration Rainfall intensity Runoff coefficient Subarea runoff 4.898(In/Hr) for a 50.0 year storm used for sub-area, Rational method,Q=KCIA, C l.540(CFS) for 0.370(Ac.) Total runoff= 15.969(CFS) Total area= 4. 37 (Ac.) 0.850 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 16.000 **** SUBAREA FLOW ADDITION**** [COMMERCIAL area type 9 Time of concentration= 7.67 min. Rainfall intensity Runoff coefficient Subarea runoff Total runoff= 4.898(In/Hr) for a 50.0 year storm used for sub-area, Rational method,Q=KCIA, C 0.458(CFS) for 0.ll0(Ac.) 16.427 (CFS) Total area= 4. 4 8 (Ac.) JN 18-062 Proposed Condition SO Yr 0.850 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 16.000 **** SUBAREA FLOW ADDITION**** 7.67 min. [COMMERCIAL area type Time of concentration Rainfall intensity Runoff coefficient Subarea runoff 4.898(In/Hr) for a 50.0 year storm used for sub-area, Rational method,Q=KCIA, C 1.207(CFS) for 0.290(Ac.) Total runoff= 17. 634 (CFS) Total area = 4. 77 (Ac.) 0.850 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 17.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= 687.42(Ft.) Downstream point/station elevation 685.30(Ft.) Pipe length 75.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow 17.634(CFS) Given pipe size= 18.00(In.) Calculated individual pipe flow 17.634(CFS) Normal flow depth in pipe= 14.72(In.) Flow top width inside pipe= 13.90(In.) Critical depth could not be calculated. Pipe flow velocity= ll.39(Ft/s) Travel time through pipe 0.11 min. Time of concentration (TC) = 7.78 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 18.000 **** INITIAL AREA EVALUATION**** [COMMERCIAL area type Initial subarea flow distance Highest elevation= 713.230(Ft.) Lowest elevation= 712.220(Ft.) l 147.000(Ft.) Elevation difference= 1.0l0(Ft.) Time of concentration calculated by Page 12 Section 3-400 developed areas with overland flow= 6.18 min. TC= [1.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC= [1.8*(1.1-0.8500)*( 147.000A.5)/( 0.687A(l/3)]= 6.18 Rainfall intensity I= 7.44P6*TCA-0.645): I= 7.44(6.183) ( 2.450)A-0.645: Intensity= 5.629(In/Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.850 Subarea runoff= 1.005(CFS) Total initial stream area= 0. 210 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 19.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= 7 0 8 • 2 0 ( Ft . ) 10 Downstream point/station elevation= 702.54(Ft.) Pipe length 133.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow l.005(CFS) Given pipe size= 8.00(In.) Calculated individual pipe flow l.005(CFS) Normal flow depth in pipe= 3.53(In.) Flow top width inside pipe= 7.95(In.) Critical Depth= 5.7l(In.) Pipe flow velocity= 6.76(Ft/s) Travel time through pipe= 0.33 min. Time of concentration (TC) = 6.51 min. JN 18-062 Proposed Condition SO Yr ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 19.000 **** SUBAREA FLOW ADDITION**** 6.51 min. [COMMERCIAL area type Time of concentration Rainfall intensity Runoff coefficient Subarea runoff 5.444(In/Hr) for a 50.0 year storm used for sub-area, Rational method,Q=KCIA, C 5.275(CFS) for l.140(Ac.) Total runoff= 6.280(CFS) Total area= 1. 35 (Ac.) 0.850 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 19.000 **** SUBAREA FLOW ADDITION**** 6.51 min. [COMMERCIAL area type Time of concentration Rainfall intensity Runoff coefficient Subarea runoff 5.444(In/Hr) for a 50.0 year storm used for sub-area, Rational method,Q=KCIA, C 0.416(CFS) for 0.090(Ac.) Total runoff= 6.697(CFS) Total area= 1. 44 (Ac.) 0.850 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 19.000 **** SUBAREA FLOW ADDITION**** [COMMERCIAL area type Time of concentration 6.51 min. Rainfall intensity 5.444(In/Hr) for a 50.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C 0.850 Subarea runoff 0.185(CFS) for 0.040(Ac.) Total runoff= 6.882(CFS) Total area= l.48(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.000 to Point/Station 20.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= 702.54(Ft.) Downstream point/station elevation 702.33(Ft.) Pipe length 27.93(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow 6.882(CFS) Given pipe size= 18.00(In.) Calculated individual pipe flow 6.882(CFS) Normal flow depth in pipe= ll.70(In.) Flow top width inside pipe= 17.17(In.) Critical Depth= 12.19(In.) Pipe flow velocity= 5.67(Ft/s) 11 Travel time through pipe Time of concentration (TC) 0.08 min. 6.59 min . JN 18-062 Proposed Condition SO Yr ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.000 to Point/Station 20.000 **** SUBAREA FLOW ADDITION**** 6.59 min. [COMMERCIAL area type Time of concentration Rainfall intensity Runoff coefficient Subarea runoff 5.400(In/Hr) for a 50.0 year storm used for sub-area, Rational method,Q=KCIA, C 0.780(CFS) for 0.170(Ac.) Total runoff= 7. 662 (CFS) Total area = 1. 65 (Ac.) 0.850 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 21.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= 702.33(Ft.) Downstream point/station elevation 701.33(Ft.) Pipe length 118.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow 7.662(CFS) Given pipe size= 18.00(In.) Calculated individual pipe flow 7.662(CFS) Normal flow depth in pipe= 12.09(In.) Flow top width inside pipe= 16.90(In.) Critical Depth= 12.87(In.) Pipe flow velocity= 6.07(Ft/s) Travel time through pipe= 0.32 min. Time of concentration (TC) = 6.92 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 21.000 **** SUBAREA FLOW ADDITION**** 6.92 min. [COMMERCIAL area type Time of concentration Rainfall intensity Runoff coefficient Subarea runoff 5.236(In/Hr) for a 50.0 year storm used for sub-area, Rational method,Q=KCIA, C 0.445(CFS) for 0.l00(Ac.) Total runoff= 8 .107 (CFS) Total area = 1. 75 (Ac.) 0.850 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 22.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= 701.33(Ft.) Downstream point/station elevation 700.33(Ft.) Pipe length 127.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow 8.107(CFS) Given pipe size= 18.00(In.) Calculated individual pipe flow 8.107(CFS) Normal flow depth in pipe= 12.98(In.) Flow top width inside pipe= 16.14(In.) Critical Depth= 13.23(In.) Pipe flow velocity= 5.94(Ft/s) Travel time through pipe= 0.36 min. Time of concentration (TC) = 7.27 min. 12 JN 18-062 Proposed Condition SO Yr ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 22.000 **** SUBAREA FLOW ADDITION**** 7.27 min. [COMMERCIAL area type Time of concentration Rainfall intensity Runoff coefficient Subarea runoff 5.069(In/Hr) for a 50.0 year storm used for sub-area, Rational method,Q=KCIA, C 1.680(CFS} for 0.390(Ac.} Total runoff= 9.787(CFS} Total area= 2 .14 (Ac.} 0.850 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 22.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 1 Stream flow area= 2.140(Ac.} Runoff from this stream 9.787(CFS} Time of concentration= Rainfall intensity= Summary of stream data: 7.27 min. 5.069(In/Hr} Stream No. Flow rate TC (CFS} (min} Rainfall Intensity (In/Hr} 1 Qmax(l} 9.787 7.27 1. 000 * 1. 000 * Total of 1 streams to confluence: 5.069 9. 787) + Flow rates before confluence point: 9.787 Maximum flow rates at confluence using above data: 9.787 Area of streams before confluence: 2.140 Results of confluence: Totnl flow rate= 9.787(CFS} Time of concentration 7.274 min. 9.787 Effective stream area after confluence 2 .140 (Ac .} ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station 24.000 **** INITIAL AREA EVALUATION**** [COMMERCIAL area type Initial subarea flow distance Highest elevation= 708.880(Ft.} Lowest elevation= 707.740(Ft.} l 57.170(Ft.} Elevation difference= 1.140(Ft.} Time of concentration calculated by Page 12 Section 3-400 developed areas with overland flow= 2.70 min. TC= [1.8*(1.l-C)*distance(Ft.}".5)/(% slope"(l/3)] TC= [1.8*(1.1-0.8500)*( 57.170".5}/( 1.994"(1/3)]= 2.70 Setting time of concentration to 5 minutes Rainfall intensity I= 7.44P6*TC"-0.645): I= 7.44(5.000) ( 2.450)"-0.645: Intensity 6.455(In/Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA} is C 0.850 13 Subarea runoff= 0.549(CFS) Total initial stream area= 0.100 (Ac.) JN 18-062 Proposed Condition SO Yr ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 24.000 to Point/Station 25.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= 706.24(Ft.) Downstream point/station elevation 705.50(Ft.) Pipe length 148.77(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow 0.549(CFS) Given pipe size= 8.00(In.) Calculated individual pipe flow 0.549(CFS) Normal flow depth in pipe= 4.66(In.) Flow top width inside pipe= 7.89(In.) Critical Depth= 4.17(In.) Pipe flow velocity= 2.59(Ft/s) Travel time through pipe= 0.96 min. Time of concentration (TC) = 5.96 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 25.000 to Point/Station 26.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= 705.50(Ft.) Downstream point/station elevation 704.09(Ft.) Pipe length 112.12(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow 0.549(CFS) Given pipe size= 12.00(In.) Calculated individual pipe flow 0.549(CFS) Normal flow depth in pipe= 3.0l(In.) Flow top width inside pipe= 10.40(In.) Critical Depth= 3.68(In.) Pipe flow velocity= 3.57(Ft/s) Travel time through pipe= 0.52 min. Time of concentration (TC) = 6.48 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 25.000 to Point/Station 26.000 **** SUBAREA FLOW ADDITION**** 6.48 min. [COMMERCIAL area type Time of concentration Rainfall intensity Runoff coefficient Subarea runoff 5.461(In/Hr) for a 50.0 year storm used for sub-area, Rational method,Q=KCIA, C 3.ll0(CFS) for 0.670(Ac.) Total runoff= 3. 659 (CFS) Total area = 0. 77 (Ac.) 0.850 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 26.000 to Point/Station 22.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= 704.09(Ft.) Downstream point/station elevation 700.3l(Ft.) Pipe length 138.32(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow 3.659(CFS) Given pipe size= 12.00(In.) Calculated individual pipe flow 3.659(CFS) Normal flow depth in pipe= 6.84(In.) 14 Flow top width inside pipe ll.88(In.} Critical Depth= 9.79(In.} Pipe flow velocity= 7.90(Ft/s} Travel time through pipe= 0.29 min. Time of concentration (TC} = 6.77 min. JN 18-062 Proposed Condition 50 Yr ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 26.000 to Point/Station 22.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 2 Stream flow area= 0.770(Ac.} Runoff from this stream 3.659(CFS} Time of concentration= Rainfall intensity= Summary of stream data: 6.77 min. 5.308(In/Hr} Stream No. Flow rate (CFS} TC (min} Rainfall Intensity (In/Hr} 1 9.787 7.27 5.069 2 3.659 6.77 5.308 Qmax(l} 1. 000 * 1. 000 * 9.787) + 0.955 * 1. 000 * 3. 659) + 13. 281 Qmax(2} 1. 000 * 0.931 * 9.787) + 1. 000 * 1. 000 * 3. 659) + 12. 771 Total of 2 streams to confluence: Flow rates before confluence point: 9.787 3.659 Maximum flow rates at confluence using above data: 13.281 12.771 Area of streams before confluence: 2.140 0.770 Results of confluence: Total flow rate= 13.281(CFS} Time of concentration 7.274 min. Effective stream area after confluence 2. 910 (Ac.} ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 30.000 **** PIPEFLOW TRAVEL TIME (User specified size} **** Upstream point/station elevation= 700.31(Ft.} Downstream point/station elevation 698.52(Ft.} Pipe length 118.67(Ft.} Manning's N = 0.013 No. of pipes= 1 Required pipe flow 13.281(CFS) Given pipe size= 18.00(In.) Calculated individual pipe flow 13.281(CFS} Normal flow depth in pipe= 18.00(In.} Flow top width inside pipe= 0.00(In.) Critical Depth= 16.33(In.} Pipe flow velocity= 7.30(Ft/s) Travel time through pipe= 0.27 min. Time of concentration (TC} = 7.54 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 15 Process from Point/Station 22.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: l in normal stream number 1 Stream flow area= 2.910(Ac.) Runoff from this stream 13.28l(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 7.54 min. 4. 951 (In/Hr) Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 13.281 Qmax ( 1) 1. 000 * 7.54 1.000 * 4.951 13.281) + Total of 1 streams to confluence: Flow rates before confluence point: 13. 281 13.281 Maximum flow rates at confluence using above data: 13.281 Area of streams before confluence: 2.910 Results of confluence: Total flow rate= 13.28l(CFS) Time of concentration 7.544 min. Effective stream area after confluence 2. 910 (Ac.) JN 18-062 Proposed Condition SO Yr 30.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 27.000 to Point/Station 28.000 **** INITIAL AREA EVALUATION**** [COMMERCIAL area type Initial subarea flow distance Highest elevation= 708.390(Ft.) Lowest elevation= 705.670(Ft.) l 218.000(Ft.) Elevation difference= 2.720(Ft.) Time of concentration calculated by Page 12 Section 3-400 developed areas with overland flow= 6.17 min. TC= [1.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)) TC= [l.8*(1.1-0.8500)*( 218.000A.5)/( l.248A(l/3))= Rainfall intensity I= 7.44P6*TCA-0.645): I= 7.44(6.172) ( 2.450)A-0.645: Intensity= 5.635(In/Hr) for a 50.0 year storm 6.17 Effective runoff coefficient used for area (Q=KCIA) is C Subarea runoff= 1.58l(CFS) Total initial stream area= 0.330(Ac.) 0.850 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 28.000 to Point/Station 29.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= 701.67(Ft.) Downstream point/station elevation 699.63(Ft.) Pipe length 49.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow 1.58l(CFS) Given pipe size= 8.00(In.) Calculated individual pipe flow 1.58l(CFS) Normal flow depth in pipe= 4.66(In.) 16 Flow top width inside pipe 7.89(In.) Critical Depth= 7.0l(In.) Pipe flow velocity= 7.50(Ft/s) Travel time through pipe= 0.11 min. Time of concentration (TC) = 6.28 min. JN 18-062 Proposed Condition SO Yr ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 28.000 to Point/Station 29.000 **** SUBAREA FLOW ADDITION**** 6.28 min. [COMMERCIAL area type Time of concentration Rainfall intensity Runoff coefficient Subarea runoff 5.572(In/Hr) for a 50.0 year storm used for sub-area, Rational method,Q=KCIA, C 0.663(CFS) for 0.140(Ac.) Total runoff= 2.244(CFS) Total area= 0. 47 (Ac.) 0.850 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 29.000 to Point/Station 30.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= 699.63(Ft.) Downstream point/station elevation 698.52(Ft.) Pipe length 21.50(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow 2.244(CFS) Given pipe size= 8.00(In.) Calculated individual pipe flow 2.244(CFS) Normal flow depth in pipe= 5.S0(In.) Flow top width inside pipe= 7.42(In.) Critical depth could not be calculated. Pipe flow velocity= 8.77(Ft/s) Travel time through pipe 0.04 min. Time of concentration (TC) = 6.32 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 29.000 to Point/Station 30.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 1 in normal stream number 2 Stream flow area= 0.470(Ac.) Runoff from this stream 2.244(CFS) Time of concentration= 6.32 min. Rainfall intensity= 5.549(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 13.281 7 .54 4.951 2 2.244 6 .32 5.549 Qmax(l) 1. 000 * 1. 000 * 13.281) + 0.892 * 1. 000 * 2.244) + 15.283 Qmax(2) 1. 000 * 0.838 * 13.281) + 1. 000 * 1. 000 * 2.244) + 13. 372 Total of 2 streams to confluence: Flow rates before confluence point : 17 13. 281 2.244 Maximum flow rates at confluence using above data: 15.283 13.372 Area of streams before confluence: 2.910 0.470 Results of confluence: Total flow rate= 15.283(CFS) Time of concentration 7.544 min. Effective stream area after confluence 3.380(Ac.) JN 18-062 Proposed Condition SO Yr ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 31.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= 698.52(Ft.) Downstream point/station elevation 697.00(Ft.) Pipe length 82.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow 15.283(CFS) Given pipe size= 24.00(In.) Calculated individual pipe flow 15.283(CFS) Normal flow depth in pipe= ll.95(In.) Flow top width inside pipe= 24.00(In.) Critical Depth= 16.9l(In.) Pipe flow velocity= 9.79(Ft/s) Travel time through pipe= 0.14 min. Time of concentration (TC) = 7.68 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 31.000 **** SUBAREA FLOW ADDITION**** 7.68 min. [COMMERCIAL area type Time of concentration Rainfall intensity Runoff coefficient Subarea runoff 4.892(In/Hr) for a 50.0 year storm used for sub-area, Rational method,Q=KCIA, C l.663(CFS) for 0.400(Ac.) Total runoff= 16.947 (CFS) Total area= 3. 78 (Ac.) 0.850 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 31.000 **** SUBAREA FLOW ADDITION**** 7.68 min. [COMMERCIAL area type Time of concentration Rainfall intensity Runoff coefficient Subarea runoff 4.892(In/Hr) for a 50.0 year storm used for sub-area, Rational method,Q=KCIA, C 1.08l(CFS) for 0.260(Ac.) Total runoff= 18.028(CFS) Total area= 4. 04 (Ac.) 0.850 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 31.000 **** SUBAREA FLOW ADDITION**** 7.68 min. [COMMERCIAL area type Time of concentration Rainfall intensity Runoff coefficient Subarea runoff 4.892(In/Hr) for a 50.0 year storm used for sub-area, Rational method,Q=KCIA, C 0.125(CFS) for 0.030(Ac.) Total runoff= 18.153(CFS) Total area= 4. 07 (Ac.) 18 0.850 JN 18-062 Proposed Condition SO Yr ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 31.000 **** SUBAREA FLOW ADDITION**** 7.68 min. [COMMERCIAL area type Time of concentration Rainfall intensity Runoff coefficient Subarea runoff 4.892(In/Hr) for a 50.0 year storm used for sub-area, Rational method,Q=KCIA, C 1.539(CFS) for 0.370(Ac.) Total runoff= 19.69l(CFS) Total area= 4.44(Ac.) 0.850 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 31.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed : In Main Stream number: 1 Stream flow area= 4.440(Ac.) Runoff from this stream 19.69l(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 7.68 min. 4.892(In/Hr) Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 Qmax(l) 19.691 1. 000 * 7.68 1. 000 * 4.892 19.691) + Total of 1 main streams to confluence: Flow rates before confluence point: 19.691 19.691 Maximum flow rates at confluence using above data : 19.691 Area of streams before confluence: 4.440 Results of confluence: Total flow rate= 19.69l(CFS) Time of concentration 7.684 min. Effective stream area after confluence 4. 440 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 27.000 to Point/Station 32.000 **** INITIAL AREA EVALUATION**** [COMMERCIAL area type Initial subarea flow distance Highest elevation= 708.390(Ft.) Lowest elevation= 704.830(Ft.) l 210.000(Ft.) Elevation difference= 3.560(Ft.) Time of concentration calculated by Page 12 Section 3-400 developed areas with overland flow= 5.47 min. TC= (l.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC= [l.8*(1.1-0.8500)*( 210.000".5)/( l.695A(l/3)]= 5.47 Rainfall intensity I= 7.44P6*TCA-0.645): 19 I= 7.44(5.469)( 2.450)"-0.645: Intensity= 6.092(In/Hr) for a 50.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C Subarea runoff= 1.812(CFS) Total initial stream area= 0.350(Ac.) 0.850 JN 18-062 Proposed Condition SO Yr ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 33.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= 701.02(Ft.) Downstream point/station elevation 698.14(Ft.) Pipe length 38.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow 1.812(CFS) Given pipe size= 12.00(In.) Calculated individual pipe flow 1.812(CFS) Normal flow depth in pipe= 3.49(In.) Flow top width inside pipe= 10.90(In.) Critical Depth= 6.87(In.) Pipe flow velocity= 9.53(Ft/s) Travel time through pipe= 0.07 min. Time of concentration (TC) = 5.54 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 33.000 **** SUBAREA FLOW ADDITION**** 5.54 min. [COMMERCIAL area type Time of concentration Rainfall intensity Runoff coefficient Subarea runoff 6.045(In/Hr) for a 50.0 year storm used for sub-area, Rational method,Q=KCIA, C 0.617(CFS) for 0.120(Ac.) Total runoff= 2.429(CFS) Total area= 0. 47 (Ac.) 0.850 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 33.000 **** SUBAREA FLOW ADDITION**** 5.54 min. [COMMERCIAL area type Time of concentration Rainfall intensity Runoff coefficient Subarea runoff 6.045(In/Hr) for a 50.0 year storm used for sub-area, Rational method,Q=KCIA, C 1.953(CFS) for 0.380(Ac.) Total runoff= 4. 382 (CFS) Total area = 0.85(Ac.) 0.850 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 34.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= 698.14(Ft.) Downstream point/station elevation 697.18(Ft.) Pipe length 76.30(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow 4.382(CFS) Given pipe size= 15.00(In.) Calculated individual pipe flow 4.382(CFS) Normal flow depth in pipe= 8.41(In.) Flow top width inside pipe= 14.89(In.) Critical Depth= 10.18(In.) Pipe flow velocity= 6.18(Ft/s) 20 Travel time through pipe Time of concentration (TC) 0 .21 min. 5.74 min. JN 18-062 Proposed Condition SO Yr ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 34.000 **** SUBAREA FLOW ADDITION**** 5.74 min. [COMMERCIAL area type Time of concentration Rainfall intensity Runoff coefficient Subarea runoff 5.904(In/Hr) for a 50.0 year storm used for sub-area, Rational method,Q=KCIA, C l.405(CFS) for 0.280(Ac.) Total runoff= 5.787 (CFS) Total area= l.13(Ac.) 0.850 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 34.000 to Point/Station 31.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= 697.18(Ft.) Downstream point/station elevation 697.00(Ft.) Pipe length 14.92(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow 5.787(CFS) Given pipe size= 15.00(In.) Calculated individual pipe flow 5.787(CFS) Normal flow depth in pipe= 10.29(In.) Flow top width inside pipe= 13.92(In.) Critical Depth= ll.68(In.) Pipe flow velocity= 6.44(Ft/s) Travel time through pipe= 0.04 min. Time of concentration (TC) = 5.78 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 34.000 to Point/Station 31.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= l.130(Ac.) Runoff from this stream 5.787(CFS) Time of concentration= 5.78 min. Rainfall intensity= 5.879(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 19.691 7.68 4.892 2 5.787 5.78 5.879 Qmax(l) 1. 000 * 1. 000 * 19.691) + 0.832 * 1. 000 * 5.787) + 24.507 Qmax(2) 1.000 * 0.752 * 19.691) + 1.000 * 1. 000 * 5.787) + 20.598 Total of 2 main streams to confluence: Flow rates before confluence point: 19.691 5.787 Maximum flow rates at confluence using above data: 21 24.507 20.598 Area of streams before confluence: 4.440 1.130 Results of confluence: Total flow rate= 24.507(CFS) Time of concentration 7.684 min. Effective stream area after confluence 5. 570 (Ac.) JN 18-062 Proposed Condition 50 Yr ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 35.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= 692.97(Ft.) Downstream point/station elevation 689.12(Ft.) Pipe length 70.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow 24.507(CFS) Given pipe size= 18.00(In.) Calculated individual pipe flow 24.507(CFS) Normal flow depth in pipe= 14.67(In.) Flow top width inside pipe= 13.98(In.) Critical depth could not be calculated. Pipe flow velocity= 15.89(Ft/s) Travel time through pipe 0.07 min. Time of concentration (TC) = 7.76 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 36.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= 698.12(Ft.) Downstream point/station elevation 685.40(Ft.) Pipe length 60.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow 24.507(CFS) Given pipe size= 18.00(In.) Calculated individual pipe flow 24.507(CFS) Normal flow depth in pipe= 9.07(In.) Flow top width inside pipe= 18.00(In.) Critical depth could not be calculated. Pipe flow velocity= 27.46(Ft/s) Travel time through pipe 0.04 min. Time of concentration (TC) 7.79 min. End of computations, total study area= 10.340 (Ac.) 22 HYDROLOGY STUDY 7.2 HYDROGRAPH CALCULATIONS Hydrograph Report Hydraflow Hydrographs by lntelisolve v9 .23 Hyd. No. 1 INFLOW HYDROGRAPH 1 Hydrograph type = Manual Storm frequency = 50 yrs Time interval = 8 min Q (cfs) 28.00 24.00 20.00 16.00 12.00 8 .00 4.00 0.00 ,, 0 .0 1.1 -HydNo.1 - - Peak discharge Time to peak Hyd. volume INFLOW HYDROGRAPH 1 Hyd. No. 1 --50 Year -- -- ~ -- ,- ~ / '---- 2.1 3 .2 4 .3 5.3 Monday, Mar 25, 2019 = 24.50 cfs = 248 min = 41,856 cuft ' a (cfs) 28 .00 24.00 20.00 16.00 12.00 8 .00 4.00 0.00 6.4 Time (hrs) RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 3/25/2019 HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 8 MIN . 6 HOUR RAINFALL 2.45 INCHES BASIN AREA 5.57 ACRES RUNOFF COEFFICIENT 0.85 PEAK DISCHARGE 24.5 CFS TIME (MIN)= 0 TIME (MIN) = 8 TIME (MIN)= 16 TIME (MIN) = 24 TIME (MIN) = 32 TIME (MIN) = 40 TIME (MIN) = 48 TIME (MIN) = 56 TIME (MIN) = 64 TIME (MIN) = 72 TIME (MIN) = 80 TIME (MIN) = 88 TIME (MIN) = 96 TIME (MIN)= 104 TIME (MIN)= 112 TIME (MIN)= 120 TIME (MIN) = 128 TIME (MIN)= 136 TIME (MIN)= 144 TIME (MIN)= 152 TIME (MIN)= 160 TIME (MIN)= 168 TIME (MIN)= 176 TIME (MIN) = 184 TIME (MIN)= 192 TIME (MIN) = 200 TIME (MIN) = 208 TIME (MIN)= 216 TIME (MIN) = 224 TIME (MIN) = 232 TIME (MIN) = 240 TIME (MIN) = 248 TIME (MIN) = 256 TIME (MIN) = 264 TIME (MIN) = 272 TIME (MIN) = 280 TIME (MIN) = 288 TIME (MIN) = 296 TIME (MIN) = 304 TIME (MIN) = 312 TIME (MIN)= 320 TIME (MIN) = 328 TIME (MIN) = 336 TIME (MIN) = 344 TIME (MIN) = 352 TIME (MIN) = 360 TIME (MIN) = 368 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 .7 DISCHARGE (CFS) = 0 .7 DISCHARGE (CFS) = 0 .7 DISCHARGE (CFS)= 0.7 DISCHARGE (CFS) = 0 .8 DISCHARGE (CFS) = 0 .8 DISCHARGE (CFS) = 0 .8 DISCHARGE (CFS) = 0.8 DISCHARGE (CFS) = 0.8 DISCHARGE (CFS) = 0 .9 DISCHARGE (CFS) = 0 .9 DISCHARGE (CFS) = 0.9 DISCHARGE (CFS) = 1 DISCHARGE (CFS) = 1 DISCHARGE (CFS) = 1 DISCHARGE (CFS)= 1.1 DISCHARGE (CFS)= 1.1 DISCHARGE (CFS) = 1.2 DISCHARGE (CFS) = 1.3 DISCHARGE (CFS) = 1.3 DISCHARGE (CFS)= 1.4 DISCHARGE (CFS) = 1.5 DISCHARGE (CFS) = 1.7 DISCHARGE (CFS) = 1.8 DISCHARGE (CFS) = 2 DISCHARGE (CFS) = 2.2 DISCHARGE (CFS) = 2.7 DISCHARGE (CFS) = 3 DISCHARGE (CFS) = 4 .5 DISCHARGE (CFS) = 4.4 DISCHARGE (CFS) = 24.5 DISCHARGE (CFS) = 3 .6 DISCHARGE (CFS) = 2.4 DISCHARGE (CFS) = 1.9 DISCHARGE (CFS) = 1.6 DISCHARGE (CFS)= 1.4 DISCHARGE (CFS)= 1.2 DISCHARGE (CFS) = 1.1 DISCHARGE (CFS) = 1 DISCHARGE (CFS) = 0.9 DISCHARGE (CFS) = 0 .9 DISCHARGE (CFS) = 0 .8 DISCHARGE (CFS) = 0.8 DISCHARGE (CFS) = 0 .7 DISCHARGE (CFS)= 0 .7 DISCHARGE (CFS) = 0 o'AOAI lt6 / Hydrograph Report Hydraflow Hydrographs by lntelisolve v9.23 Hyd. No. 1 BMP2 Hydrograph type = Manual Storm frequency = 50 yrs Time interval = 8 min a (cfs) 18.00 15.00 12.00 - BMP2 Hyd. No. 1 --50 Year Peak discharge Time to peak Hyd. volume - - --- ------- 9.00 - 6.00 ---- 3.00 ---1 -- --V \____ ---- 0.00 / 0.0 1.1 2.1 3.2 4.3 5.3 -HydNo.1 Monday, Mar 25, 2019 = 17.63 cfs = 248 min = 35,774 cuff - ' - a (cfs) 18.00 15.00 12.00 9.00 6.00 3.00 0.00 6.4 Time (hrs) HYDROLOGY STUDY 7.3 DETENTION BASIN CALCULATIONS 1 Watershed Model Schematic Hydraflow Hydrographs by lntelisolve v9.23 1 -INFLOW HYDROGRAPH 1 ... ~ .:-~e ... 2 -OUTFLOW HYDROGRAPH 1 ... Project: 18-062 BMP1 .gpw I Monday, Mar 25, 2019 2 Hydrograph Return Period Recap Hydraflow Hydrographs by lntelisolve v9.23 Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph No. type Hyd(s) description (origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1 Manual -·---------------------~-------24.50 --INFLOW HYDROGRAPH 1 2 Reservoir 1 ----· ----------------10.72 --OUTFLOW HYDROGRAPH 1 Proj. file: 18-062 BMP1 .gpw Monday, Mar 25, 2019 3 Hydrograph Summary Report Hydraflow Hydrographs by lntelisolve v9.23 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval peak volume hyd(s) elevation strge used description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Manual 24.50 8 248 41,856 --------INFLOW HYDROGRAPH 1 2 Reservoir 10.72 8 256 41,135 1 699.86 30,194 OUTFLOW HYDROGRAPH 1 18-062 BMP1 .gpw Return Period: 50 Year Monda~ Mar25,2019 Hydrograph Report Hydraflow Hydrographs by lntelisolve v9.23 Hyd. No. 1 INFLOW HYDROGRAPH 1 Hydrograph type Storm frequency Time interval = Manual = 50 yrs = 8 min Hydrograph Discharge Table Time --Outflow (min cfs) 8 16 24 32 40 48 56 64 72 80 88 96 104 112 120 128 136 144 152 160 168 176 184 192 200 208 216 224 232 240 248 256 264 272 280 288 296 304 312 320 328 336 0.700 0.700 0.700 0.700 0.800 0.800 0.800 0.800 0.800 0.900 0.900 0.900 1.000 1.000 1.000 1.100 1.100 1.200 1.300 1.300 1.400 1.500 1.700 1.800 2.000 2.200 2.700 3.000 4.500 4.400 24.50 << 3.600 2.400 1.900 1.600 1.400 1.200 1.100 1.000 0.900 0.900 0.800 Time --Outflow (min cfs) 344 0.800 352 0.700 360 0.700 ... End Peak discharge Time to peak Hyd. volume 4 Monday, Mar 25, 2019 = 24.50 cfs = 248 min = 41,856 cuft ( Printed values>= 1.00% of Qp.) Hydrograph Report 5 Hydraflow Hydrographs by lntelisolve v9.23 Monday, Mar 25, 2019 Hyd. No. 2 OUTFLOW HYDROGRAPH 1 Hydrograph type = Reservoir Peak discharge = 10.72 cfs Storm frequency = 50 yrs Time to peak = 256 min Time interval = 8 min Hyd. volume = 41,135 cuft Inflow hyd . No. = 1 -INFLOW HYDROGRAPH 1 Reservoir name = BMP1 Max. Elevation = 699.86 fl Max. Storage = 30,194 cuft Storage Indication method used . Hydrograph Discharge Table ( Printed values>= 1.00% of Qp,) Time Inflow Elevation ClvA Clv B ClvC PfRsr WrA WrB WrC WrD Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 248 24.50 << 699.09 1.215 0.069 0.624 0.693 256 3.600 699.63 << 10.65 0.071 10.65 10.72 << 264 2.400 699 .34 4.245 0.070 4.232 4.302 272 1.900 699 .25 2.654 0.069 2.646 2.715 280 1.600 699.20 2.230 0.069 2 .066 2 .136 288 1.400 699 .18 1.952 0.069 1.685 1.754 296 1.200 699 .16 1.753 0.069 1.412 1.481 304 1 .100 699.14 1.607 0.069 1.213 1.282 312 1.000 699.13 1.506 0.069 1.074 1.143 320 0.900 699.12 . 1.421 0 .069 0.958 1.027 328 0.900 699 .12 1 .365 0 .069 0.882 0 .951 336 0 .800 699.11 1.321 0.069 0 .822 0.890 344 0 .800 699.11 1.281 0.069 0.767 0.836 352 0.700 699.10 1.244 0.069 0.716 0.784 360 0.700 699.10 1.215 0.069 0 .672 0.741 368 0.000 699.08 1.215 0.068 0 .573 0.641 376 0.000 699.04 1.215 0.068 0.410 0.478 384 0.000 699.01 1.215 0.068 0.289 0.357 392 0.000 698.99 1.215 0.068 0.198 0.266 400 0.000 698.98 1.215 0.068 0.131 0.199 408 0.000 698.97 1.215 0.068 0.080 0.148 416 0 .000 698 .96 1.215 0.068 0.043 0.110 ... End Hydrograph Report Hydraflow Hydrographs by lntelisolve v9.23 Hyd. No. 1 INFLOW HYDROGRAPH 1 Hydrograph type = Manual Storm frequency = 50 yrs Time interval = 8 min Q (cfs) 28.00 24.00 20.00 16.00 12.00 8.00 4.00 0.00 - , 0 64 -HydNo.1 Peak discharge Time to peak Hyd. volume INFLOW HYDROGRAPH 1 Hyd. No. 1 --50 Year - - ,.. --/ "-- 128 192 256 320 4 Monday, Mar 25, 2019 = 24.50 cfs = 248 min = 41,856 cuft "- Q (cfs) 28.00 24.00 20.00 16.00 12.00 8.00 4.00 0.00 384 Time (min) Hydrograph Report Hydraflow Hydrographs by lntelisolve v9.23 Hyd. No. 2 OUTFLOW HYDROGRAPH 1 Hydrograph type = Reservoir Storm frequency = 50 yrs Time interval = 8 min Inflow hyd. No. = 1 -INFLOW HYDROGRAPH 1 Reservoir name = BMP 1 Storage Indication method used. Peak discharge Time to peak Hyd. volume Max. Elevation Max. Storage Q (cfs) 28.00 OUTFLOW HYDROGRAPH 1 Hyd. No. 2 --50 Year 24.00 20.00 ----- ---- 16.00 ---- 12.00 - --- -- 8.00 4.00 l j- f ----,,,,,. ~ - 0.00 - !II I ITfl11 "1 I I I I I I I I I I I I I I.iii ..... 0 64 128 192 256 320 384 = = = = = 5 Monday, Mar 25, 2019 10.72 cfs 256 min 41,135 cuft 699.86 ft 30,194 cuft - - Q (cfs) 28.00 24.00 20.00 16.00 12.00 8.00 4.00 0.00 448 -HydNo.2 -Hyd No.1 I! I I 11 I I II Total storage used = 30,194 cuft Time (min) 2 Hydrograph Return Period Recap Hydraflow Hydrographs by lntelisolve v9 .23 Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph No. type Hyd(s) description (origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1 Manual -------------------17.63 --·---BMP2 2 Reservoir 1 ------·-------------7.834 -··---OUTFLOW HYDROGRAPH 2 Proj. file: 18-062 BMP2.gpw Monday, Mar 25, 2019 3 Hydrograph Summary Report Hydraflow Hydrographs by lntelisolve v9 .23 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval peak volume hyd(s) elevation strge used description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Manual 17.63 8 248 35,774 -·----·--BMP2 2 Reservoir 7.834 8 256 35,742 1 698.54 26,037 OUTFLOW HYDROGRAPH 2 18-062 BMP2.gpw Return Period: 50 Year Monday, Mar 25, 2019 Hydrograph Report Hydraflow Hydrographs by lntelisolve v9.23 Hyd. No. 1 BMP2 Hydrograph type Storm frequency Time interval = Manual = 50 yrs = 8 min Hydrograph Discharge Table Time --Outflow (hrs cfs) 0.13 0.27 0.40 0.53 0.67 0.80 0.93 1.07 1.20 1.33 1.47 1.60 1.73 1.87 2.00 2.13 2.27 2.40 2.53 2.67 2.80 2.93 3.07 3.20 3.33 3.47 3.60 3.73 3.87 4.00 4.13 4.27 4.40 4.53 4.67 4.80 4.93 5.07 5.20 5.33 5.47 5.60 0.600 0.600 0.600 0.600 0.700 0.700 0.700 0.700 0.700 0.700 0.800 0.800 0.800 0.800 0.900 0.900 1.000 1.000 1.100 1.100 1.200 1.300 1.400 1.500 1.700 1.900 2.300 2.600 3.800 7.100 17.63 << 3.100 2.100 1.600 1.300 1.200 1.000 0.900 0.900 0.800 0.800 0.700 Time --Outflow (hrs cfs) 5.73 0.700 5.87 0.600 6.00 0.600 ... End Peak discharge Time to peak Hyd. volume 4 Monday, Mar 25, 2019 = 17.63 cfs = 4.13 hrs = 35,774 cuft ( Printed values>= 1.00% of Op.) Hydrograph Report 5 Hydraflow Hydrographs by lntelisolve v9 .23 Monday, Mar 25, 2019 Hyd. No. 2 OUTFLOW HYDROGRAPH 2 Hydrograph type = Reservoir Peak discharge = 7.834 cfs Storm frequency = 50 yrs Time to peak = 4 .27 hrs Time interval = 8 min Hyd. volume = 35,742 cuft Inflow hyd. No . = 1 -BMP 2 Reservoir name = BMP2 Max. Elevation = 698 .54 ft Max. Storage = 26,037 cuft Storage Indication method used. Outflow includes exfiltration. Hydrograph Discharge Table ( Printed values >= 1.00% of Qp) Time Inflow Elevation ClvA Clv B Clv C PfRsr WrA WrB WrC WrD Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 3.73 2 .600 696.02 9 .660 0 .057 0.023 0.080 3.87 3 .800 696 .34 9 .660 0.059 0 .023 0.082 4.00 7.100 696 .88 9.660 0 .062 0 .023 0.085 4.13 17.63 << 697.98 9.660 0.068 0.023 0.091 4.27 3.100 698 .39 << 9.660 0.070 7.741 0.023 7.834 << 4.40 2.100 698.21 9.660 0.069 3.008 0.023 3.101 4 .53 1.600 698.15 9 .660 0.069 2.167 0.023 2.259 4 .67 1.300 698.12 9 .660 0.069 1.665 0.023 1.756 4.80 1.200 698.10 9.660 0.068 1.349 0.023 1.441 4.93 1.000 698.08 9 .660 0.068 1.137 0.023 1 .229 5.07 0.900 698.07 9 .660 0.068 0.964 0.023 1 .055 5 .20 0.900 698.06 9.660 0.068 0.867 0 .023 0.959 5 .33 0 .800 698.06 9.660 0 .068 0.800 0 .023 0.891 5 .47 0.800 698 .05 9 .660 0.068 0 .743 0 .023 0.834 5.60 0.700 698 .05 9 .660 0.068 0.691 0.023 0.782 5.73 0.700 698.05 9.660 0.068 0.640 0.023 0.731 5.87 0.600 698.04 9.660 0.068 0.589 0.023 0.681 6.00 0.600 698.04 9.660 0.068 0.539 0.023 0.630 6.13 0.000 698.02 9 .660 0.068 0.334 0.023 0.425 6.27 0.000 698.00 9.660 0.068 0.069 0.023 0.161 6.40 0.000 698.00 9.660 0.068 0.023 0.091 6.53 0.000 697.99 9.660 0.068 0.023 0.091 6.67 0.000 697.98 9.660 0.068 0.023 0 .091 6 .80 0 .000 697.97 9 .660 0 .068 0 .023 0 .091 6 .93 0.000 697 .97 9.660 0 .068 0.023 0.091 7.07 0.000 697.96 9.660 0.068 0.023 0.091 7.20 0.000 697.95 9.660 0.068 0.023 0.091 7.33 0.000 697.95 9.660 0.068 0.023 0.091 7.47 0.000 697.94 9 .660 0.068 0.023 0.091 7.60 0.000 697.93 9.660 0.068 0.023 0.091 7 .73 0.000 697.93 9.660 0.068 0.023 0.091 7.87 0.000 697.92 9.660 0.068 0.023 0.091 8 .00 0.000 697.91 9.660 0.068 0.023 0.091 8.13 0 .000 697.90 9.660 0 .068 0.023 0 .091 8.27 0.000 697.90 9 .660 0 .067 0 .023 0 .090 8.40 0.000 697.89 9 .660 0 .067 0.023 0.090 8.53 0.000 697 .88 9.660 0.067 0.023 0.090 8.67 0.000 697.88 9.660 0.067 0.023 0 .090 8.80 0.000 697.87 9.660 0.067 0.023 0 .090 8.93 0.000 697.86 9.660 0.067 0.023 0.090 Continues on next page ... 6 OUTFLOW HYDROGRAPH 2 Hydrograph Discharge Table Time Inflow Elevation ClvA Clv B ClvC PfRsr WrA WrB WrC WrD Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 9.07 0.000 697.86 9.660 0.067 0.023 0.090 9.20 0.000 697.85 9.660 0.067 0.023 0.090 9.33 0.000 697.84 9.660 0.067 0.023 0.090 9.47 0.000 697.83 9.660 0.067 0.023 0.090 9.60 0.000 697.83 9.660 0.067 0.023 0.090 9.73 0.000 697.82 9.660 0.067 0.023 0.090 9.87 0.000 697.81 9.660 0.067 0.023 0.090 10.00 0.000 697.81 9.660 0.067 0.023 0.090 10.13 0.000 697.80 9.660 0.067 0.023 0.090 10.27 0.000 697.79 9.660 0.067 0.023 0.090 10.40 0.000 697.79 9.660 0.067 0.023 0.090 10.53 0.000 697.78 9.660 0.067 0.023 0.090 10.67 0.000 697.77 9.660 0.067 0.023 0.090 10.80 0.000 697.76 9.660 0.067 0.023 0.090 10.93 0.000 697.76 9.660 0.067 0.023 0.090 11.07 0.000 697.75 9.660 0.067 0.023 0.090 11.20 0.000 697.74 9.660 0.067 0.023 0.090 11.33 0.000 697.74 9.660 0.067 0.023 0.090 11.47 0.000 697.73 9.660 0.067 0.023 0.090 11.60 0.000 697.72 9.660 0.067 0.023 0.090 11.73 0.000 697.72 9.660 0.067 0.023 0.090 11.87 0.000 697.71 9.660 0.067 0.023 0.090 12.00 0.000 697.70 9.660 0.066 0.023 0.089 12.13 0.000 697.69 9.660 0.066 0.023 0.089 12.27 0.000 697.69 9.660 0.066 0.023 0.089 12.40 0.000 697.68 9.660 0.066 0.023 0.089 12.53 0.000 697.67 9.660 0.066 0.023 0.089 12.67 0.000 697.67 9.660 0.066 0.023 0.089 12.80 0.000 697.66 9.660 0.066 0.023 0.089 12.93 0.000 697.65 9.660 0.066 0.023 0.089 13.07 0.000 697.65 9.660 0.066 0.023 0.089 13.20 0.000 697.64 9.660 0.066 0.023 0.089 13.33 0.000 697.63 9.660 0.066 0.023 0.089 13.47 0.000 697.63 9.660 0.066 0.023 0.089 13.60 0.000 697.62 9.660 0.066 0.023 0.089 13.73 0.000 697.61 9.660 0.066 0.023 0.089 13.87 0.000 697.60 9.660 0.066 0.023 0.089 14.00 0.000 697.60 9.660 0.066 0.023 0.089 14.13 0.000 697.59 9.660 0.066 0.023 0.089 14.27 0.000 697.58 9.660 0.066 0.023 0.089 14.40 0.000 697.58 9.660 0.066 0.023 0.089 14.53 0.000 697.57 9.660 0.066 0.023 0.089 14.67 0.000 697.56 9.660 0.066 0.023 0.089 14.80 0.000 697.56 9.660 0.066 0.023 0.089 14.93 0.000 697.55 9.660 0.066 0.023 0.089 15.07 0.000 697.54 9.660 0.066 0.023 0.089 15.20 0.000 697.54 9.660 0.066 0.023 0.089 15.33 0.000 697.53 9.660 0.066 0.023 0.089 15.47 0.000 697.52 9.660 0.066 0.023 0.089 15.60 0.000 697.51 9.660 0.066 0.023 0.089 15.73 0.000 697.51 9.660 0.065 0.023 0.088 15.87 0.000 697.50 9.660 0.065 0.023 0.088 16.00 0.000 697.49 9.660 0.065 0.023 0.088 Continues on next page ... 7 OUTFLOW HYDROGRAPH 2 Hydrograph Discharge Table Time Inflow Elevation ClvA ClvB ClvC PfRsr WrA WrB WrC WrD Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 16.13 0.000 697.48 9.660 0.065 0.023 0.088 16.27 0.000 697.47 9.660 0.065 0.023 0.088 16.40 0.000 697.47 9.660 0.065 0.023 0.088 16.53 0.000 697.46 9.660 0.065 0.023 0.088 16.67 0.000 697.45 9.660 0.065 0.023 0.088 16.80 0.000 697.44 9.660 0.065 0.023 0.088 16.93 0.000 697.43 9.660 0.065 0.023 0.088 17.07 0.000 697.42 9.660 0.065 0.023 0.088 17.20 0.000 697.41 9.660 0.065 0.023 0.088 17.33 0.000 697.40 9.660 0.065 0.023 0.088 17.47 0.000 697.39 9.660 0.065 0.023 0.088 17.60 0.000 697.39 9.660 0.065 0.023 0.088 17.73 0.000 697.38 9.660 0.065 0.023 0.088 17.87 0.000 697.37 9.660 0.065 0.023 0.088 18.00 0.000 697.36 9.660 0.065 0.023 0.088 18.13 0.000 697.35 9.660 0.065 0.023 0.088 18.27 0.000 697.34 9.660 0.065 0.023 0.088 18.40 0.000 697.33 9.660 0.065 0.023 0.088 18.53 0.000 697.32 9.660 0.064 0.023 0.087 18.67 0.000 697.32 9.660 0.064 0.023 0.087 18.80 0.000 697.31 9.660 0.064 0.023 0.087 18.93 0.000 697.30 9.660 0.064 0.023 0.087 19.07 0.000 697.29 9.660 0.064 0.023 0.087 19.20 0.000 697.28 9.660 0.064 0.023 0.087 19.33 0.000 697.27 9.660 0.064 0.023 0.087 19.47 0.000 697.26 9.660 0.064 0.023 0.087 19.60 0.000 697.25 9.660 0.064 0.023 0.087 19.73 0.000 697.24 9.660 0.064 0.023 0.087 19.87 0.000 697.24 9.660 0.064 0.023 0.087 20.00 0.000 697.23 9.660 0.064 0.023 0.087 20.13 0.000 697.22 9.660 0.064 0.023 0.087 20.27 0.000 697.21 9.660 0.064 0.023 0.087 20.40 0.000 697.20 9.660 0.064 0.023 0.087 20.53 0.000 697.19 9.660 0.064 0.023 0.087 20.67 0.000 697.18 9.660 0.064 0.023 0.087 20.80 0.000 697.17 9.660 0.064 0.023 0.087 20.93 0.000 697.17 9.660 0.064 0.023 0.087 21.07 0.000 697.16 9.660 0.064 0.023 0.087 21.20 0.000 697.15 9.660 0.064 0.023 0.087 21.33 0.000 697.14 9.660 0.063 0.023 0.086 21.47 0.000 697.13 9.660 0.063 0.023 0.086 21.60 0.000 697.12 9.660 0.063 0.023 0.086 21.73 0.000 697.11 9.660 0.063 0.023 0.086 21.87 0.000 697.10 9.660 0.063 0.023 0.086 22.00 0.000 697.10 9.660 0.063 0.023 0.086 22.13 0.000 697.09 9.660 0.063 0.023 0.086 22.27 0.000 697.08 9.660 0.063 0.023 0.086 22.40 0.000 697.07 9.660 0.063 0.023 0.086 22.53 0.000 697.06 9.660 0.063 0.023 0.086 22.67 0.000 697.05 9.660 0.063 0.023 0.086 22.80 0.000 697.04 9.660 0.063 0.023 0.086 22.93 0.000 697.04 9.660 0.063 0.023 0.086 23.07 0.000 697.03 9.660 0.063 0.023 0.086 Continues on next page ... 8 OUTFLOW HYDROGRAPH 2 Hydrograph Discharge Table Time Inflow Elevation ClvA Clv B Clv C PfRsr WrA WrB WrC WrD Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 23 .20 0.000 697.02 9 .660 0.063 0.023 0 .086 23 .33 0.000 697.01 9.660 0.063 0.023 0.086 23.47 0.000 697 .00 9 .660 0.063 0.023 0.086 23.60 0.000 696 .99 9 .660 0.063 0.023 0 .086 23.73 0 .000 696 .98 9 .660 0 .063 0 .023 0 .086 23 .87 0 .000 696.97 9 .660 0 .063 0 .023 0.086 24.00 0.000 696.97 9 .660 0 .063 0.023 0.086 24 .13 0.000 696.96 9 .660 0.063 0.023 0 .086 24 .27 0.000 696.95 9 .660 0.062 0.023 0.085 24.40 0.000 696.94 9 .660 0.062 0.023 0.085 24.53 0.000 696.93 9.660 0.062 0.023 0.085 24.67 0.000 696.92 9 .660 0.062 0.023 0.085 24 .80 0.000 696.91 9.660 0.062 0.023 0.085 24 .93 0.000 696.91 9.660 0.062 0.023 0 .085 25.07 0.000 696 .90 9.660 0.062 0 .023 0 .085 25 .20 0 .000 696 .89 9 .660 0 .062 0 .023 0 .085 25.33 0 .000 696 .88 9 .660 0.062 0.023 0.085 25.47 0 .000 696.87 9 .660 0.062 0.023 0.085 25 .60 0 .000 696.86 9.660 0.062 0.023 0.085 25 .73 0.000 696.85 9.660 0.062 0.023 0 .085 25.87 0.000 696.85 9 .660 0.062 0.023 0.085 26 .00 0.000 696.84 9 .660 0.062 0.023 0.085 26.13 0.000 696.83 9.660 0.062 0.023 0 .085 26.27 0.000 696.82 9.660 0.062 0.023 0.085 26.40 0.000 696.81 9.660 0.062 0.023 0.085 26 .53 0.000 696 .80 9.660 0.062 0.023 0.085 26.67 0 .000 696.79 9 .660 0.062 0 .023 0 .085 26.80 0 .000 696 .79 9 .660 0.062 0 .023 0.085 26.93 0.000 696 .78 9 .660 0.061 0.023 0 .085 27.07 0.000 696.77 9 .660 0.061 0.023 0.084 27 .20 0.000 696.76 9 .660 0.061 0.023 0.084 27.33 0.000 696.75 9.660 0.061 0.023 0.084 27.47 0.000 696 .74 9 .660 0.061 0.023 0.084 27.60 0.000 696.73 9.660 0.061 0.023 0.084 27.73 0.000 696.73 9 .660 0.061 0.023 0.084 27 .87 0.000 696.72 9.660 0 .061 0.023 0 .084 28 .00 0.000 696.71 9 .660 0 .061 0 .023 0 .084 28 .13 0 .000 696 .70 9.660 0 .061 0 .023 0 .084 28.27 0.000 696 .69 9 .660 0 .061 0.023 0 .084 28.40 0.000 696.68 9 .660 0.061 0.023 0.084 28 .53 0.000 696.68 9 .660 0.061 0.023 0 .084 28 .67 0.000 696.67 9.660 0.061 0.023 0.084 28.80 0 .000 696.66 9.660 0.061 0.023 0.084 28.93 0.000 696.65 9 .660 0.061 0.023 0.084 29 .07 0.000 696.64 9 .660 0.061 0.023 0.084 29.20 0.000 696.63 9 .660 0 .061 0.023 0 .084 29 .33 0.000 696.62 9 .660 0 .061 0.023 0 .084 29 .47 0.000 696 .62 9 .660 0 .061 0 .023 0 .084 29 .60 0.000 696 .61 9 .660 0 .061 0 .023 0 .084 29 .73 0.000 696 .60 9.660 0.060 0.023 0.083 29 .87 0 .000 696 .59 9.660 0.060 0.023 0.083 30 .00 0.000 696 .58 9.660 0.060 0.023 0.083 30 .13 0.000 696.57 9.660 0.060 0.023 0.083 Continues on next page ... 9 OUTFLOW HYDROGRAPH 2 Hydrograph Discharge Table Time Inflow Elevation ClvA Clv B ClvC PfRsr WrA WrB WrC WrD Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 30.27 0.000 696.57 9.660 0.060 0.023 0.083 30.40 0.000 696.56 9.660 0.060 0.023 0.083 30.53 0.000 696.55 9.660 0.060 0.023 0.083 30.67 0.000 696.54 9.660 0.060 0.023 0.083 30.80 0.000 696.53 9.660 0.060 0.023 0.083 30.93 0.000 696.52 9.660 0.060 0.023 0.083 31.07 0.000 696.52 9.660 0.060 0.023 0.083 31.20 0.000 696.51 9.660 0.060 0.023 0.083 31.33 0.000 696.50 9.660 0.060 0.023 0.083 31.47 0.000 696.49 9.660 0.060 0.023 0.083 31.60 0.000 696.48 9.660 0.060 0.023 0.083 31.73 0.000 696.47 9.660 0.060 0.023 0.083 31.87 0.000 696.47 9.660 0.060 0.023 0.083 32.00 0.000 696.46 9.660 0.060 0.023 0.083 32.13 0.000 696.45 9.660 0.060 0.023 0.083 32.27 0.000 696.44 9.660 0.060 0.023 0.083 32.40 0.000 696.43 9.660 0.060 0.023 0.083 32.53 0.000 696.42 9.660 0.059 0.023 0.082 32.67 0.000 696.42 9.660 0.059 0.023 0.082 32.80 0.000 696.41 9.660 0.059 0.023 0.082 32.93 0.000 696.40 9.660 0.059 0.023 0.082 33.07 0.000 696.39 9.660 0.059 0.023 0.082 33.20 0.000 696.38 9.660 0.059 0.023 0.082 33.33 0.000 696.37 9.660 0.059 0.023 0.082 33.47 0.000 696.37 9.660 0.059 0.023 0.082 33.60 0.000 696.36 9.660 0.059 0.023 0.082 33.73 0.000 696.35 9.660 0.059 0.023 0.082 33.87 0.000 696.34 9.660 0.059 0.023 0.082 34.00 0.000 696.33 9.660 0.059 0.023 0.082 34.13 0.000 696.32 9.660 0.059 0.023 0.082 34.27 0.000 696.32 9.660 0.059 0.023 0.082 34.40 0.000 696.31 9.660 0.059 0.023 0.082 34.53 0.000 696.30 9.660 0.059 0.023 0.082 34.67 0.000 696.29 9.660 0.059 0.023 0.082 34.80 0.000 696.28 9.660 0.059 0.023 0.082 34.93 0.000 696.27 9.660 0.059 0.023 0.082 35.07 0.000 696.27 9.660 0.059 0.023 0.082 35.20 0.000 696.26 9.660 0.059 0.023 0.082 35.33 0.000 696.25 9.660 0.058 0.023 0.081 35.47 0.000 696.24 9.660 0.058 0.023 0.081 35.60 0.000 696.23 9.660 0.058 0.023 0.081 35.73 0.000 696.23 9.660 0.058 0.023 0.081 35.87 0.000 696.22 9.660 0.058 0.023 0.081 36.00 0.000 696.21 9.660 0.058 0.023 0.081 36.13 0.000 696.20 9.660 0.058 0.023 0.081 36.27 0.000 696.19 9.660 0.058 0.023 0.081 36.40 0.000 696.18 9.660 0.058 0.023 0.081 36.53 0.000 696.18 9.660 0.058 0.023 0.081 36.67 0.000 696.17 9.660 0.058 0.023 0.081 36.80 0.000 696.16 9.660 0.058 0.023 0.081 36.93 0.000 696.15 9.660 0.058 0.023 0.081 37.07 0.000 696.14 9.660 0.058 0.023 0.081 37.20 0.000 696.14 9.660 0.058 0.023 0.081 Continues on next page ... 10 OUTFLOW HYDROGRAPH 2 Hydrograph Discharge Table Time Inflow Elevation ClvA Clv B ClvC PfRsr WrA WrB WrC WrD Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 37.33 0.000 696.13 9.660 0.058 0.023 0.081 37.47 0.000 696.12 9.660 0.058 0.023 0.081 37.60 0.000 696.11 9.660 0.058 0.023 0.081 37.73 0.000 696.10 9.660 0.058 0.023 0.081 37.87 0.000 696.09 9.660 0.058 0.023 0.081 38.00 0.000 696.09 9.660 0.057 0.023 0.080 38.13 0.000 696.08 9.660 0.057 0.023 0.080 38.27 0.000 696.07 9.660 0.057 0.023 0.080 38.40 0.000 696.06 9.660 0.057 0.023 0.080 38.53 0.000 696.05 9.660 0.057 0.023 0.080 38.67 0.000 696.05 9.660 0.057 0.023 0.080 38.80 0.000 696.04 9.660 0.057 0.023 0.080 38.93 0.000 696.03 9.660 0.057 0.023 0.080 39.07 0.000 696.02 9.660 0.057 0.023 0.080 39.20 0.000 696.01 9.660 0.057 0.023 0.080 39.33 0.000 696.01 9.660 0.057 0.023 0.080 39.47 0.000 696.00 9.660 0.057 0.023 0.080 39.60 0.000 695.99 9.660 0.057 0.023 0.080 39.73 0.000 695.98 9.660 0.057 -·----0.023 0.080 39.87 0.000 695.97 9.660 0.057 0.023 0.080 40.00 0.000 695.96 9.660 0.057 0.023 0.080 40.13 0.000 695.94 9.660 0.057 0.023 0.080 40.27 0.000 695.93 9.660 0.057 0.023 0.080 40.40 0.000 695.92 9.660 0.057 0.023 0.080 40.53 0.000 695.91 9.660 0.056 0.023 0.079 40.67 0.000 695.90 9.660 0.056 0.023 0.079 40.80 0.000 695.89 9.660 0.056 0.023 0.079 40.93 0.000 695.88 9.660 0.056 0.023 0.079 41.07 0.000 695.87 9.660 0.056 0.023 0.079 41.20 0.000 695.86 9.660 0.056 0.023 0.079 41.33 0.000 695.85 9.660 0.056 0.023 0.079 41.47 0.000 695.84 9.660 0.056 0.023 0.079 41.60 0.000 695.83 9.660 0.056 0.023 0.079 41.73 0.000 695.82 9.660 0.056 0.023 0.079 41.87 0.000 695.81 9.660 0.056 0.023 0.079 42.00 0.000 695.80 9.660 0.056 0.023 0.079 42.13 0.000 695.79 9.660 0.056 0.023 0.079 42.27 0.000 695.78 9.660 0.056 0.023 0.079 42.40 0.000 695.77 9.660 0.056 0.023 0.079 42.53 0.000 695.76 9.660 0.056 0.023 0.079 42.67 0.000 695.75 9.660 0.055 0.023 0.078 42.80 0.000 695.74 9.660 0.055 0.023 0.078 ... End Pond Report Hydraflow Hydrographs by lntelisolve v9 .23 Pond No. 1 -BMP 2 Pond Data Trapezoid • Bottom L x W = 184.0 x 20.0 ft, Side slope = 0.00:1, Bottom elev. = 689.50 ft, Depth = 5.00 ft, Voids= 40 .00% Contours• User-defined contour areas. Conic method used for volume calculation. Begining Elevation= 696.00 ft Stage I Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Iner. Storage (cuff) Total storage (cuff) 0 .00 689.50 3,680 0 0 0 .50 690.00 3,680 736 736 1.00 690.50 3,680 736 1,472 1.50 691.00 3,680 736 2,208 2 .00 691.50 3,680 736 2,944 2 .50 692.00 3,680 736 3,680 3 .00 692.50 3,680 736 4,416 3.50 693.00 3,680 736 5,152 4 .00 693.50 3,680 736 5,888 4 .50 694.00 3,680 736 6,624 5 .00 694.50 3,680 736 7,360 6.50 696.00 3,688 5,525 12,885 8 .00 697.50 5,918 7,138 20,024 8 .50 698.00 6,431 3,086 23,110 10.50 700.00 8,541 14,921 38,030 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [BJ [C] Rise (in) = 18.00 1.00 0.00 0.00 Crest Len (ft) = 9.42 0.00 0.00 Span (in) = 18.00 1.00 0.00 0.00 Crest El. (ft) = 698.00 0.00 0.00 No. Barrels = 1 1 0 0 WeirCoeff. = 3.33 3.33 3.33 Invert El. (ft) = 687.42 691 .2 5 0.00 0.00 Weir Type = Riser Length (ft) = 10.00 0 .00 0.00 0.00 Multi-Stage = Yes No No Slope(%) = 2.00 0 .00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0 .60 0.60 Exfil.(in/hr) = 0.270 (by Contour) Multi-Stage = n/a No No No TW Elev. (ft) = 0.00 11 Monday, Mar 25, 2019 [D] 0.00 0.00 3.33 No Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for orifice conditions (ic) and submergence (s) Stage I Storage I Discharge Table Stage Storage Elevation ClvA ClvB ClvC PrfRsr WrA WrB WrC WrD Exfil User Total ft cuff ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0 .00 0 689.50 0 .00 0.00 0.00 0.000 0.000 0.50 736 690.00 9 .66 oc 0.00 0.00 0.023 0 .023 1.00 1,472 690 .50 9.66 oc 0.00 0 .00 0 .023 0 .023 1.50 2,208 691 .00 9.66 oc 0 .00 0 .00 0 .023 0 .023 2.00 2,944 691 .50 9.66 oc 0.01 ic 0.00 0.023 0.035 2.50 3,680 692.00 9 .66 oc 0 .02 ic 0 .00 0.023 0 .045 3 .00 4,416 692.50 9 .66 oc 0.03 ic 0.00 0.023 0.052 3 .50 5,152 693.00 9 .66 oc 0.03 ic 0.00 0.023 0 .057 4 .00 5,888 693.50 9 .66 oc 0.04ic 0.00 0.023 0 .062 4 .50 6,624 694.00 9.66 oc 0.04ic 0.00 0.023 0 .066 5.00 7,360 694.50 9.66 oc 0.05 ic 0.00 0.023 0 .070 6.50 12,885 696.00 9 .66 oc 0.06 ic 0.00 0.023 0.080 8.00 20,024 697.50 9 .66 oc 0.07 ic 0.00 0.023 0.088 8 .50 23,110 698.00 9 .66 oc 0.07 ic 0.00 0.023 0.091 10.50 38,030 700.00 29.17 ic 0.08 ic 29.16 s 0.023 29.26 Hydrograph Report Hydraflow Hydrographs by lntelisolve v9.23 Hyd. No. 1 BMP2 Hydrograph type = Manual Storm frequency = 50 yrs Time interval = 8 min Q (cfs) 18.00 15.00 12.00 9.00 6.00 3.00 0.00 - - - - / 0.0 1.1 -HydNo.1 BMP2 Hyd. No. 1 --50 Year - - ,. ) ----V 2.1 3.2 - - Peak discharge Time to peak Hyd. volume - - \.__ - 4.3 5.3 4 Monday, Mar 25, 2019 = 17.63 cfs = 4.13 hrs = 35,774 cuft - ' - Q (cfs) 18.00 15.00 12.00 9.00 6.00 3.00 0.00 6.4 Time (hrs) Hydrograph Report Hydraflow Hydrographs by lntelisolve v9.23 Hyd. No. 2 OUTFLOW HYDROGRAPH 2 Hydrograph type = Reservoir Peak discharge Storm frequency = 50 yrs Time to peak Time interval = 8 min Hyd. volume Inflow hyd . No. = 1 -BMP 2 Max. Elevation Reservoir name = BMP2 Max. Storage Storage Indication method used . Outflow includes exfiltration . a (cfs) 18 .00 15 .00 12.00 9.00 6.00 3.00 - OUTFLOW HYDROGRAPH 2 Hyd . No . 2 --50 Year - - = = = = = 5 Monday, Mar 25, 2019 - - 7.834 cfs 4.27 hrs 35,742 cuft 698.54 ft 26,037 cuft - a (cfs) 18.00 15.00 12 .00 9.00 6.00 3.00 ~ ,~~ 0.00 0.00 0 2 4 6 9 11 13 15 17 19 21 23 26 28 30 32 34 36 38 41 43 45 -HydNo.2 -HydNo.1 Ii 11111111 Total storage used= 26,037 cuft Time (hrs) HYDROLOGY STUDY APPENDIX A -TABLES AND CHARTS 'I j SUBDIVISION MANUAL SECTION 3: GENERAL DESIGN CRITERIA Section 3-200 Page 9 Revised 03-13-2012 calculations. The following guidelines shall be used for work in the City of Chula Vista. (1) The following Manning "n" factors are to be used: a) b) Pipe CMP, fully bituminous coated CMP, fully asphalt paved CMP, invert asphalt paved RCP,AII Cast in place PVC & HOPE, ALL Channel P.C .C., formed, no finish P.C.C., trowel finish P.C.C., float finish Gunite, no finish Gunite, trowel finish n 0.024 (Not allowed in City maintained system) 0.018 (Not allowed in City maintained system) 0 .023 (Not allowed in City maintained system) 0.013 0 .014 0.012 n 0 .015 0 .013 0.014 0.019 0.015 c) "n" factors for other materials or type of construction shall be as approved by the City Engineer. (2) Public storm drain pipes shall be reinforced concrete pipe (RCP) unless otherwise stated below or approved by the City Engineer. Corrugated metal pipe (CMP) shall not be used unless specifically approved by the City Engineer. (3) Minimum pipe diameter shall be 18" (46cm), minimum "D" load rating for RCP within the right of way shall be 1500. (4) Storm drainage must be enclosed within a closed conduit for design runoff within a street right of way or City easement that can be carried in a 42" (107cm) diameter pipe or less. (5) Minimum grade of storm drains and culverts shall be 0.5%. (6) Maximum grade for RCP storm drains shall be 40%. PVC pipe may be used for grades greater than 40%. (7) Type A storm drain cleanouts shall have a minimum 6" clearance between the outside wall of pipe and inside of cleanout structure. Also, the maximum allowable skew shall not exceed 20 degrees and limit the size of pipe to 39" without an engineering detail. Any pipes that are 39" or larger shall have an engineering detail. HYDROLOGY STUDY APPENDIX B -DRAINAGE EXHIBIT