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HomeMy WebLinkAboutCT 02-28; La Costa Condominiums; Hydrology & Hydraulics; 2008-04-21HYDROLOGY, HYDRAULICS, AND DETENTION STUDY FOR LA COSTA CONDOMINIUMS Job No. 98-1027-5 Date: July 24,2002 Revised: October 14,2002 Revised: September 25,2003 Revised: October 14,2004 Revised: May 16,2005 Revised: August 7,2007 Revised: November 1,2007 Revised: April 21,2008 O'Day Consultants, Inc. 2710 Loker Ave West, Suite 100 Carlsbad, CA 92008-7317 Tel: (760) 931-7700 Fax:(760)931-8680 RECORD COPY Initiai Date John P. Strohminger RCE55187 Prepared by: BRL DESCRIPTION SECTION • NARRATIVE 1 INTRODUCTION DESCRIPTION OF RATIONAL METHOD PROGRAM DETENTION BASIN DESIGN PROCEDURE DETENTION BASIN RESULTS CONCLUSIONS • RATIONAL ANALYSES 2 100 YEAR EXISTING CONDITION 100 YEAR PROPOSED CONDITION 100 YEAR PROPOSED CONDITION W/ DETENTION • DETENTION BASIN SIZING CALCULATIONS 3 DETENTION BASIN GEOMETRY PROPOSED CONDITION CALCULATIONS "PLUGGED" CONDITION CALCULATIONS • INLET SIZING CALCULATIONS 4 • BROW DITCH & COBLLE SWALE CALCULATIONS 5 • RIPRAP DESIGN CALCULATIONS 6 • APPENDIX 7 VICINITY MAP RUNOFF COEFFICIENT TABLE MANNING'S ROUGHNESS COEFFICIENT TABLE ISOPLUVIAL MAPS 100 YR, 6 HR 100 YR, 24 HR SOIL GROUP MAP • HGL CALCULATIONS 8 • STORM DRAIN / HGL PROFILES 9 • MAP POCKET APPENDIX DRAINAGE MAP (100 YEAR EXISTING) DRAINAGE MAP (100 YEAR PROPOSED) G:\Accts\981027\drainage study text-80421.doc 1.1 INTRODUCTION The project site is located on La Costa Avenue, approximately one mile east of El Carnino Real. The site consists of one non-developed residential lot, approximately 8.2 acres, that fronts La Costa Avenue. Currently, the majority of the water from the site collects and discharges at a single curb outlet, on La Costa Avenue. The remaining water runs onto La Costa Avenue and flows west to a storm drain inlet, approximately 180 feet down stream. Thirty multi-family buildings, with a total of 58 units, are proposed for this project. A detention basin will be added at the south side of the site, to accommodate the excess flow. Water will collect in the detention basin before discharging into a brow ditch on the west side of the site. The site consists entirely of type D soils. 1.2 RATIONAL METHOD DESCRIPTION The rational method, as described in the 2003 San Diego County Flood Control/Hydrology manual, was used to generate surface runoff flows, which were then used to size the drainage facilities. The basic equation: Q = CIA C = runoff coefficient I = intensity (in/hr) A = Area (acres) The design storm for this project is the 100-year event; the corresponding 6-hour rainfall amount is 2.7 inches. A computer program developed by CivilCADD/Civildesign Engineering Software, ©2004 Version 7.4, is used to determine the times of concentration and corresponding intensities and flows for the various hydrological processes performed in this model. This program can also determine the street flow and pipeflow characteristics for a given segment. The rational method program is a computer aided design program where the user develops a node link model of the watershed. The node link model is created by developing independent node link models of each interior watershed and linking these sub-models together at confluence points. G:\Accts\981027\drainage study text-80421.doc The program has the capability of performing calculations for eleven different hydrologic and hydraulic processes. These processes are assigned and printed in the output. They are as follows: 1. Initial sub-area input, top of stream 2. Street flow through sub-area. Includes sub-area runoff 3. Addition of runoff from sub-area to stream 4. Street inlet and parallel street and pipeflow and area 5. Pipeflow travel time (program estimated pipe size) 6. Pipeflow travel time (user specified pipe size) 7. Improved channel time - Area add option 8. Irregular channel travel time - Area add option 9. User specified entry of data at a point 10. Confluence at downstream point in current stream 11. Confluence of main streams 1.3 HYDRAULIC GRADE LINE CALCULATION DESCRIPTION The computer program HydraFlow Storm Sewers 2005 developed by InteliSOLVE, was used to determine the hydraulic grade line for the various storm drain pipes throughout this system. This program also determines the location and size of the hydraulic jumps. The program performs an iterative process that applies Bernoulli's energy equation between the downstream and upstream ends of each line in the system. It uses Manning's equation to determine head losses due to pipe friction. Bernoulli's Energy Equation, as described below, was used to generate the hydraulic grade line, which were then used to size the storm drain pipe. Bernoulli's Energy Equation: V,2 V2 2 — + Zi + Yi = + Z2 + Y2 + HL 2g 2g Where: V = Velocity in feet per second (ft/s) g = Gravitational Constant G:\Accts\981027\drainage study text-80421.doc Z = Invert elevation (ft) Y = HGL minus the invert elevation (ft) HL = Head Loss Manning's Head loss due to friction Equation: HL = Where: hf = [Q * n / (1.486* A * R667 )]2 * Line Length Where: n = Manning's coefficient A = Cross-sectional area of flow (sf) R = Hydraulic Radius Q = Flow (cfs) 1.4 DETENTION BASIN DESIGN PROCEDURE Using the data obtained from the rational analyses for the proposed condition, a runoff hydrograph was developed to model the 100-year storm using an Excel spreadsheet, see Section 3 of this report. The hydrograph was constructed using the Qp and Tc from the rational method, and the Q/QP and T/Tp ratios from the San Diego County Hydrology Manual (TP=0.67TC). The basin geometry and outlet structure was designed and inputted into Hydraflow Hydrography 2007. The runoff hydrograph was routed into the detention basin and the program calculates the outflow hydrograph. Figure 1.1 below shows the programs options for outlet structures; see Section 3 for the detention basin geometry. A Multi-Stage Structure Inflow —- Weir A - Riser Outflow c -*-•i—# Culvert A . CrestUttgtl >l CipoleniWeir v/iwici»Weif Figure 1.1 Hydrographs 2007 nomenclature of an outlet structure. G:\Accts\981027\drainage study text-80421.doc 1.5 DETENTION BASIN RESULTS The detention basin geometry is shown on the construction drawings as well as in Section 3 of this report. The basin for this site was designed to keep the Qpeak in the proposed at or below the Qpeak in the existing condition. Using a 4" PVC outlet pipe at 10.5% slope, the Qpeak is held to <50.694 cfs, the maximum required storage of the basin is 4,484 ft . The capacity of the basin at the flowline of the emergency overflow weir is 5,106 ft3; see the Proposed Condition Calculations in this report. Assuming that the detention pond outlet structure is plugged, runoff will flow through the emergency overflow weir. The emergency overflow runoff is 0.191 cfs with a maximum depth of 0.06' which is a maximum height of 140.86 ft; see the "Plugged" Condition Calculations in this report. 1.6 CONCLUSION Three rational methods analyses were performed for this site (see Section 2); an existing condition, a proposed condition without detention, and a proposed condition with detention. In the existing condition the majority of the runoff from the site flows north to La Costa Avenue with a Qpeak = 32.08 cfs and Tc= 10.04 minutes. In the proposed condition the majority of the runoff still flows north to the La Costa Avenue storm drain system with a Qpeak = 32.41 cfs and Tc= 8.78 minutes. The proposed condition shows a negligible increase in the peak runoff. G:\Accts\981027\drainage study text-80421.doc SECTION 1 1.1 INTRODUCTION The project site is located on La Costa Avenue, approximately one mile east of El Camino Real. The site consists of one non-developed residential lot, approximately 8.2 acres, that fronts La Costa Avenue. Currently, the majority of the water from the site collects and discharges at a single curb outlet, on La Costa Avenue. The remaining water runs onto La Costa Avenue and flows west to a storm drain inlet, approximately 180 feet down stream. Thirty multi-family buildings, with a total of 58 units, are proposed for this project. A detention basin will be added at the south side of the site, to accommodate the excess flow. Water will collect in the detention basin before discharging into a brow ditch on the west side of the site. The site consists entirely of type D soils. 1.2 RATIONAL METHOD DESCRIPTION The rational method, as described in the 2003 San Diego County Flood Control/Hydrology manual, was used to generate surface runoff flows, which were then used to size the drainage facilities. The basic equation: Q = CIA C = runoff coefficient I = intensity (in/hr) A = Area (acres) The design storm for this project is the 100-year event; the corresponding 6-hour rainfall amount is 2.7 inches. A computer program developed by CivilCADD/Civildesign Engineering Software, ©2004 Version 7.4, is used to determine the times of concentration and corresponding intensities and flows for the various hydrological processes performed in this model. This program can also determine the street flow and pipeflow characteristics for a given segment. The rational method program is a computer aided design program where the user develops a node link model of the watershed. The node link model is created by developing independent node link models of each interior watershed and linking these sub-models together at confluence points. G:\Accts\981027\drainage study text-70807.doc The program has the capability of performing calculations for eleven different hydrologic and hydraulic processes. These processes are assigned and printed in the output. They are as follows: 1. Initial sub-area input, top of stream 2. Street flow through sub-area. Includes sub-area runoff - 3. Addition of runoff from sub-area to stream 4. Street inlet and parallel street and pipeflow and area 5. Pipeflow travel time (program estimated pipe size) 6. Pipeflow travel time (user specified pipe size) 7. Improved channel time - Area add option 8. Irregular channel travel time - Area add option 9. User specified entry of data at a point 10. Confluence at downstream point in current stream 11. Confluence of main streams 1.3 HYDRAULIC GRADE LINE CALCULATION DESCRIPTION The computer program HydraFlow Storm Sewers 2005 developed by InteliSOLVE, was used to determine the hydraulic grade line for the various storm drain pipes throughout this system. This program also determines the location and size of the hydraulic jumps. The program performs an iterative process that applies Bernoulli's energy equation between the downstream and upstream ends of each line in the system. It uses Manning's equation to determine head losses due to pipe friction. Bernoulli's Energy Equation, as described below, was used to generate the hydraulic grade line, which were then used to size the storm drain pipe. Bernoulli's Energy Equation: V,2 V22 — + Z! + YI = + Zz + Y2 + HL 2g 2g Where: V = Velocity in feet per second (ft/s) g = Gravitational Constant G:\Accts\981027\drainage study text-70807.doc Z = Invert elevation (ft) Y = HGL minus the invert elevation (ft) HL = Head Loss Manning's Head loss due to friction Equation: HL = (hfi + h/2) Where: hf = [Q * n / (1.486* A * R 667 )]2 * Line Length Where: n = Manning's coefficient A = Cross-sectional area of flow (sf) R = Hydraulic Radius Q = Flow (cfs) 1.4 DETENTION BASIN DESIGN PROCEDURE Using the data obtained from the rational analyses for the proposed condition, a runoff hydrograph was developed to model the 100-year storm using an Excel spreadsheet, see Section 3 of this report. The hydrograph was constructed using the Qp and Tc from the rational method, and the Q/QP and T/Tp ratios from the San Diego County Hydrology Manual (TP=0.67TC). The basin geometry and outlet structure was designed and inputted into Hydraflow Hydrographs 2007. The runoff hydrograph was routed into the detention basin and the program calculates the outflow hydrograph. Figure 1.1 below shows the programs options for outlet structures; see Section 3 for the detention basin geometry. ' " " "A MuW-Staye Structure Inflow -=—^ Weir A - Riser Outflow Culvert A CipolettiWeir Figure 1.1 Hydrographs 2007 nomenclature of an outlet structure. G:\Accts\981027\drainage study text-70807.doc 1.5 DETENTION BASIN RESULTS The detention basin geometry is shown on the construction drawings as well as in Section 3 of this report. The basin for this site was designed to keep the Qpeak in the proposed at or below the Qpeak in the existing condition. Using a 4" PVC outlet pipe .at 10.5% slope, the Qpeak is held to o0.694 cfs, the maximum required storage of the basin is 4,481 ft . The capacity of the basin at the flowline of the emergency overflow weir is 5,106 ft3; see the Proposed Condition Calculations in this report. Assuming that the detention pond outlet structure is plugged, runoff will flow through the emergency overflow weir. The emergency overflow runoff is 0.191 cfs with a maximum depth of 0.06' which is a maximum height of 140.86 ft; see the "Plugged" Condition Calculations in this report. 1.6 CONCLUSION Three rational methods analyses weraf'prefoJmed for this site (see Section 2); an existing condition, a proposed condition without detention, and a proposed condition with detention. In the existing condition the majority of the runoff from the site flows north to La Costa Avenue with a Qpeak = 32.08 cfs and Tc= 10.04 minutes. In the proposed condition the majority of the runoff still flows north to the La Costa Avenue storm drain system with a Qpeak = 32.41 cfs and Tc= 8.78 minutes. The proposed condition shows a negligible increase in the peak runoff. G:\Accts\981027\drainage study text-70807.doc SECTION 2 Existing Drainage 100 Basin '*•»«•<•'San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 05/13/05 LA COSTA CONDOS - 981027 EXISTING DRAINAGE - 100 BASIN G:\ACCTS\981027\981027EX1 ********* Hydrology Study Control Information ********** Program License Serial Number 5014 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.700 24 hour precipitation(inches) = 4.700 P6/P24 = 57.4% San Diego hydrology manual 'C' values used 100.0 Process from Point/Station 200.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less ) Impervious value, Ai = 0.300 Sub-Area C Value = 0.520 Initial subarea total flow distance Highest elevation = 219.200(Ft.) Lowest elevation = 199.500(Ft.) Elevation difference = 19.700(Ft.) INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 5.27 %, in a development type of 4.3 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 6.70 minutes (for slope value of 5.00 %) The initial area total distance of 374.00 (Ft.) entered leaves a remaining distance of 274.00 (Ft.) = 374.000(Ft.) Slope = 5.267 % G:\Accts\981027\981027EXl.DOC ****»«•Using Figure 3-4, the travel time for this distance is 1.83 minutes for a distance of 274.00 (Ft.) and a slope of 5.27 % with an elevation difference of 14.44(Ft.) from the end of the top area Tt = [11.9*length(Mi)*3)/(elevation change(Ft.))P.385 *60(min/hr) 1.827 Minutes Tt=[(11.9*0.0519A3)/( 14.44)]*.385= 1.83 Total initial area Ti = 6.70 minutes from Table 3-2 plus 1.83 minutes from the Figure 3-4 formula = 8.53 minutes Rainfall intensity (I) = 5.042(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.520 Subarea runoff = 3.198(CFS) Total initial stream area = 1.220(Ac.) Process from Point/Station 202.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 204.000 Upstream point elevation = 199.500(Ft.) Downstream point elevation = 133.000(Ft.) Channel length thru subarea = 211.000(Ft.) Channel base width = 20.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Manning's 'N' = 0.025 Maximum depth of channel = 0.100(Ft.) Flow(q) thru subarea = 3.198(CFS) Depth of flow = 0.040(Ft.), Average velocity = 3.665(Ft/s) Channel flow top width = 23.969(Ft.) Flow Velocity = 3.67(Pt/s) Travel time = 0.96 min. Time of concentration = 9.49 min. Critical depth = 0.086(Ft.) Process from Point/Station 204.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 204.000 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.220(Ac.) Runoff from this stream = 3.198(CFS) Time of concentration = 9.49 min. Rainfall intensity = 4.707(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 3.198 9.49 Qmax(1) = 1.000 * 1.000 * 4.707 3.198) + =3.198 Total of 1 streams to confluence: Flow rates before confluence point: 3.198 G:\Accts\981027\981027EXl.DOC Maximum flow rates at confluence using above data: 3.198 Area of streams before confluence: 1.220 Results of confluence: Total flow rate = 3.198(CFS) Time of concentration = 9.487 min. Effective stream area after confluence = 1.220(Ac.) Process from Point/Station 206.000 to Point/Station 208.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (10.9 DU/A or Less ) Impervious value, Ai = 0.450 Sub-Area C Value = 0.600 Initial subarea total flow distance = 120.000(Ft.) Highest elevation = 204.200(Ft.) Lowest elevation = 197.000(Ft.) Elevation difference = 7.200 (Ft.) Slope = 6.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 6.00 %, in a development type of 10.9 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 5.70 minutes (for slope value of 5.00 %) The initial area total distance of 120.00 (Ft.) entered leaves a remaining distance of 20.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.23 minutes for a distance of 20.00 (Ft.) and a slope of 6.00 % with an elevation difference of 1.20(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]*.385 *60(min/hr) 0.232 Minutes Tt=[(11.9*0.0038A3)/( 1.20)]*.385= 0.23 Total initial area Ti = 5.70 minutes from Table 3-2 plus 0.23 minutes from the Figure 3-4 formula = 5.93 minutes Rainfall intensity (I) = 6.371(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.600 Subarea runoff = 1.032(CFS) Total initial stream area = 0.270(Ac.) Process from Point/Station 208.000 to Point/Station 204.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 197. 000(Ft.) Downstream point elevation = 133.000(Ft.) Channel length thru subarea = 137.000(Ft.) Channel base width = 20.000(Ft.) G:\Accts\981027\981027EXl.DOC 1.677(CPS) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel = Manning's 'N' = 0.025 Maximum depth of channel = 0.100(Ft.) Flow(q) thru subarea = 1.677(CFS) Depth of flow = 0.024(Ft.), Average velocity = 3.272(Ft/s) Channel flow top width = 22.416(Ft.) Flow Velocity = 3.27(Ft/s) Travel time = 0.70 min. Time of concentration = 6.63 min. Critical depth = 0.058(Ft.) Adding area flow to channel User specified 'C1 value of 0.520 given for subarea Rainfall intensity = 5.930(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.520 CA = 0.380 Subarea runoff = 1.219(CFS) for 0.460(Ac.) Total runoff = 2.25KCFS) Total area = Depth of flow = 0.029(Ft.), Average velocity = Critical depth = 0.069(Ft.) 0.730(Ac.) 3.652(Ft/s) Process from Point/Station 204.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 204.000 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.730(Ac.) Runoff from this stream = 2.251(CFS) Time of concentration = 6.63 min. Rainfall intensity = 5.930(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) = Qmax(2) 3.198 2.251 1.000 * 0.794 * = 1.000 * 1.000 * 9.49 6.63 1.000 * 1.000 * 0.699 * 1.000 * 4.707 5.930 3.198) + 2.251) + 3.198) + 2.251) + 4.985 4 .486 Total of 2 streams to confluence: Flow rates before confluence point: 3.198 2.251 Maximum flow rates at confluence using above data: 4.985 4.486 Area of streams before confluence: 1.220 0.730 Results of confluence: Total flow rate = 4.985(CFS) Time of concentration = 9.487 min. G:\Accts\981027\981027EXl.DOC Effective stream area after confluence = 1.950(Ac.) Process from Point/Station 204.000 to Point/Station 210.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 133.000(Ft.) Downstream point elevation = 105.500(Ft.) Channel length thru subarea = 286.000(Ft.) Channel base width = 30.000(Ft.) Slope or 'Z' of left channel bank = 75.000 Slope or 'Z' of right channel bank = 75.000 Estimated mean flow rate at midpoint of channel = 5.657(CFS) Manning's 'N' = 0.025 Maximum depth of channel = 0.100(Ft.) Flow(q) thru subarea = 5.657(CFS) Depth of flow = 0.062(Ft.), Average velocity = 2.647(Ft/s) Channel flow top width = 39.257(Ft.) Flow Velocity = 2.65(Ft/s) Travel time = 1.80 min. Time of concentration = 11.29 min. Critical depth = 0.095(Ft.) Adding area flow to channel User specified 'C1 value of 0.630 given for subarea Rainfall intensity = 4.207(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.630 CA = 1.518 Subarea runoff = 1.403(CFS) for 0.460(Ac.) Total runoff = 6.388(CFS) Total area = 2.410(Ac.) Depth of flow = 0.066(Ft.), Average velocity = 2.760(Ft/s) Critical depth = 0.103(Ft.) Process from Point/Station 210.000 to Point/Station 210.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.410(Ac.) Runoff from this stream = 6.388(CFS) Time of concentration = 11.29 min. Rainfall intensity = 4.207(In/Hr) Process from Point/Station 212.000 to Point/Station 214.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (10.9 DU/A or Less ) Impervious value, Ai = 0.450 Sub-Area C Value = 0.600 G:\Accts\981027\981027EX1 .DOC Initial subarea total flow distance = 181.000(Ft.) Highest elevation = 226.900(Ft.) Lowest elevation = 218.200(Ft.) Elevation difference = 8.700(Ft.) Slope = 4.807 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 4.80 %, in a development type of 10.9 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 5.70 minutes (for slope value of 5.00 %) The initial area total distance of 181.00 (Ft.) entered leaves a remaining distance of 81.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.74 minutes for a distance of 81.00 (Ft.) and a slope of 4.80 % with an elevation difference of 3.89(Ft.) from the end of the top area Tt = [11.9*length(Mi)X3)/(elevation change(Ft.))]x.385 *60(min/hr) = 0.741 Minutes Tt=[(11.9*0.0153"3)/( 3.89)]*.385= 0.74 Total initial area Ti = 5.70 minutes from Table 3-2 plus 0.74 minutes from the Figure 3-4 formula = 6.44 minutes Rainfall intensity (I) = 6.042(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.600 Subarea runoff = 1.704(CFS) Total initial stream area = 0.470(Ac.) Process from Point/Station 214.000 to Point/Station 210.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 218.200(Ft.) Downstream point elevation = 105.500(Ft.) Channel length thru subarea = 702.000(Ft.) Channel base width = 30.000(Ft.) Slope or 'Z' of left channel bank = 75.000 Slope or 'Z' of right channel bank = 75.000 Estimated mean flow rate at midpoint of channel = 8.662(CFS) Manning's 'N' = 0.025 Maximum depth of channel = 0.500(Ft.) Flow(q) thru subarea = 8.662(CFS) Depth of flow = 0.068(Ft.), Average velocity = 3.626(Ft/s) Channel flow top width = 40.208(Ft.) Flow Velocity = 3.63(Ft/s) Travel time = 3.23 min. Time of concentration = 9.67 min. Critical depth = 0.123(Ft.) Adding area flow to channel User specified 'C' value of 0.570 given for subarea Rainfall intensity = 4.649(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 3.346 Subarea runoff = 13.853(CFS) for 5.400(Ac.) Total runoff = 15.557(CFS) Total area = 5.870(Ac.) Depth of flow = 0.095(Ft.), Average velocity = 4.411(Ft/s) Critical depth = 0.174(Ft.) G:\Accts\981027\981027EX1 .DOC Process from Point/Station 210.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 210.000 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 5.870(Ac.) Runoff from this stream = 15.557(CFS) Time of concentration = 9.67 min. Rainfall intensity = 4.649(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 6.388 15.557 Qmax(1) = 1.000 * 0.905 * Qmax(2) = 1.000 * 1.000 * 11.29 9.67 1.000 * 1.000 * 0.857 * 1.000 * 4.207 4.649 6.388) + 15.557) + 6.388) + 15.557) + 20.466 21.028 Total of 2 streams to confluence: Flow rates before confluence point: 6.388 15.557 Maximum flow rates at confluence using above data: 20.466 21.028 Area of streams before confluence: 2.410 5.870 Results of confluence: Total flow rate = 21.028(CFS) Time of concentration = 9.668 min. Effective stream area after confluence = 8.280(Ac.) Process from Point/Station 210.000 to Point/Station 216.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 100.500(Ft.) Downstream point/station elevation = 96.900(Ft.) Pipe length = 204.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 21.028(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 21.028(CFS) Normal flow depth in pipe = 17.20(In.) Flow top width inside pipe = 16.16(In.) Critical Depth = 19.44(In.) Pipe flow velocity = 9.98(Ft/s) Travel time through pipe = 0.34 min. Time of concentration (TC) = 10.01 min. G:\Accts\981027\981027EX1 .DOC Process from Point/Station 216.000 to Point/Station 222.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 96.900(Ft.) Downstream point/station elevation = 86.100(Ft.) Pipe length = 50.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 21.028(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 21.028(CFS) Normal flow depth in pipe = 9.25(In.) Flow top width inside pipe = 14.59(In.) Critical depth could not be calculated. Pipe flow velocity = 26.47(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 10.04 min. Process from Point/Station 222.000 to Point/Station 222.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 8.280(Ac.) Runoff from this stream = 21.028(CFS) Time of concentration = 10.04 min. Rainfall intensity = 4.538(In/Hr) Process from Point/Station 218.000 to Point/Station **** INITIAL AREA EVALUATION **** 220.000 97.000(Ft.) 5.052 % Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (10.9 DU/A or Less ) Impervious value, Ai = 0.450 Sub-Area C Value = 0.600 Initial subarea total flow distance Highest elevation = 227.800(Ft.) Lowest elevation = 222.900(Ft.) Elevation difference = 4.900(Ft.) Slope = Top of Initial Area Slope adjusted by User to 5.100 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 5.10 %, in a development type of 10.9 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 5.70 minutes (for slope value of 5.00 %) Rainfall intensity (I) = 6.537(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.600 Subarea runoff = 0.863(CFS) Total initial stream area = 0.220(Ac.) G:\Accts\981027\981027EX1 .DOC Along Main Stream number: 1 in normal stream number 2 Stream flow area = 4.060(Ac.) Runoff from this stream = 12.674(CFS) Time of concentration = 8.12 min. Rainfall intensity = 5.203(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity lln/Hr) 1 21.028 2 12.674 Qmax ( 1 ) = 1.000 * 0.872 * 10.04 8.12 1.000 * 1.000 * 4 5 21.028) + 12.674) + Qmax(2) = 1.000 * 1.000 * 0.809 * 1.000 * 4.538 5.203 21.028) + 12.674) + 32.082 29.683 Total of 2 streams to confluence: Flow rates before confluence point: 21.028 12.674 Maximum flow rates at confluence using above data: 32.082 29.683 Area of streams before confluence: 8.280 4.060 Results of confluence: Total flow rate = 32.082(CFS) Time of concentration = 10.040 min. Effective stream area after confluence = End of computations, total study area = 12.340(Ac.) 12.340 (Ac.) G:\Accts\981027\981027EXl.DOC 10 Existing Drainage 200B Basin San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 05/13/05 LA COSTA CONDOS - 981027 EXISTING DRAINAGE - 20OB BASIN G:\ACCTS\981027\981027EX2 ********* Hydrology Study Control Information ********** Program License Serial Number 5014 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.700 24 hour precipitation(inches) = 4.700 P6/P24 = 57.4% San Diego hydrology manual 'C' values used Process from Point/Station 250.000 to Point/Station 252.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 184.000(Ft.) Highest elevation = 107.100(Ft.) Lowest elevation = 81.800(Ft.) Elevation difference = 25.300(Ft.) Slope = 13.750 % Top of Initial Area Slope adjusted by User to 13.800 % Bottom of Initial Area Slope adjusted by User to 13.800 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 13.80 %, in a development type of Permanent Open Space In Accordance With Table 3-2 Initial Area Time of Concentration = 6.90 minutes (for slope value of 10.00 %) G:\Accts\981027\981027EX2.DOC 11 The initial area total distance of 184.00 (Ft.) entered leaves a remaining distance of 84.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.51 minutes for a distance of 84.00 (Ft.) and a slope of 13.80 % with an elevation difference of 11.59(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]*.385 *60(min/hr) 0.508 Minutes Tt=[(11.9*0.0159^3)/( 11.59)]A.385= 0.51 Total initial area Ti = 6.90 minutes from Table 3-2 plus 0.51 minutes from the Figure 3-4 formula = 7.41 minutes Rainfall intensity (I) = 5.521(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.444(CFS) Total initial stream area = 0.230(Ac.) End of computations, total study area = 0.230 (Ac.) G:\Accts\981027\981027EX2.DOC Proposed Drainage without Detention 100 Basin San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 05/13/05 LA COSTA CONDOS - 981027 PROPOSED RATIONAL METHOD WITHOUT DETENTION - 100 BASIN G:\ACCTS\981027\981027P1 ********* Hydrology Study Control Information ********** Program License Serial Number 5014 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.700 24 hour precipitation(inches) = 4.700 P6/P24 = 57.4% San Diego hydrology manual 'C' values used Process from Point/Station 115.000 to Point/Station 111.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soi'l group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less ) Impervious value, Ai = 0.300 Sub-Area C Value = 0.520 Initial subarea total flow distance = 130.000(Ft.) Highest elevation = 219.200(Ft.) Lowest elevation = 217.200(Ft.) Elevation difference = 2.000(Ft.) Slope = 1.538 % Top of Initial Area Slope adjusted by User to 3.000 % Bottom of Initial Area Slope adjusted by User to 3.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 95.00 (Ft) for the top area slope value of 3.00 %, in a development type of 4.3 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 7.80 minutes (for slope value of 3.00 %) The initial area total distance of 130.00 (Ft.) entered leaves a G:\Accts\981027\981027Pl.DOC remaining distance of 35.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.47 minutes for a distance of 35.00 (Ft.) and a slope of 3.00 % with an elevation difference of 1.05(Ft.) from the end of the top area Tt = [11.9*length(Mi)*3)/(elevation change(Ft.))p.385 *60(min/hr) 0.465 Minutes Tt=[ (11.9*0.0066*3)/( 1.05)]A.385= 0.47 Total initial area Ti = 7.80 minutes from Table 3-2 plus 0.47 minutes from the Figure 3-4 formula = _ 8.27 minutes Rainfall intensity (I) = 5.144(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.520 Subarea runoff = 4.414(CFS) Total initial stream area = 1.650(Ac.) Process from Point/Station 111.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 112.000 5.524(CFS) 3.423(Ft/s) Upstream point elevation = 217.200(Ft.) Downstream point elevation = 144.800(Ft.) Channel length thru subarea = 231.000(Ft.) Channel base width = 30.000(Ft.) Slope or 'Z' of left channel bank = 75.000 Slope or 'Z' of right channel bank = 75.000 Estimated mean flow rate at midpoint of channel = Manning's 'N' =0.030 Maximum depth of channel = 0.100(Ft.) Flow(q) thru subarea = 5.524(CFS) Depth of flow = 0.048 (Ft.), Average velocity = Channel flow top width = 37.203(Ft.) Flow Velocity = 3.42(Ft/s) Travel time = 1.12 min. Time of concentration = 9.39 min. Critical depth = 0.094(Ft.) Adding area flow to channel User specified 'C1 value of 0.570 given for subarea Rainfall intensity = 4.738(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 1.414 2.284(CFS) for 0.830(Ac.) 6.697(CFS) Total area = 0.054 (Ft.), Average velocity = 0.105(Ft.) Subarea runoff = Total runoff = Depth of flow = Critical depth = 2.480(Ac.) 3.664(Ft/s) Process from Point/Station 112.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 112.000 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.480(Ac.) Runoff from this stream = 6.697(CFS) Time of concentration = 9.39 min. Rainfall intensity = 4.738(In/Hr) G:\Accts\981027\981027P1 .DOC Process from Point/Station 106.000 to Point/Station 108.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL -] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 102.000(Ft.) Highest elevation = 226.400(Ft.) Lowest elevation = 220.000(Ft.) Elevation difference = 6.400(Ft.) Slope = 6.275 % Top of Initial Area Slope adjusted by User to 6.300 % Bottom of Initial Area Slope adjusted by User to 6.300 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 6.30 %, in a development type of 7.3 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 6.00 minutes (for slope value of 5.00 %) The initial area total distance of 102.00 (Ft.) entered leaves a remaining distance of 2.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.04 minutes for a distance of 2.00 (Ft.) and a slope of 6.30 % with an elevation difference of 0.13(Ft.) from the end of the top area Tt = [11.9*length(Mi)*3)/(elevation change(Ft.))]A.385 *60(min/hr) 0.039 Minutes Tt=[(ll.9*0.0004*3)/( 0.13)]*.385= 0.04 Total initial area Ti = 6.00 minutes from Table 3-2 plus 0.04 minutes from the Figure 3-4 formula = 6.04 minutes Rainfall intensity (I) = 6.298(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 1.149(CFS) Total initial stream area = 0.320(Ac.) Process from Point/Station 108.000 to Point/Station 110.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 220.000(Ft.) Downstream point elevation = 149.400(Ft.) Channel length thru subarea = 129.000(Ft.) Channel base width = 30.000(Ft.) Slope or 'Z1 of left channel bank = 75.000 Slope or 'Z1 of right channel bank = 75.000 Estimated mean flow rate at midpoint of channel = 2.292(CFS) Manning's 'N' =0.030 Maximum depth of channel = 0.100(Ft.) Flow(q) thru subarea = 2.292(CFS) Depth of flow = 0.024(Ft.), Average velocity = 2.963(Ft/s) Channel flow top width = 33.647(Ft.) G:\Accts\981027\981027Pl .DOC Flow Velocity = 2.96(Ft/s) Travel time = 0.73 min. Time of concentration = 6.76 min. Critical depth = 0.054(Ft.) Adding area flow to channel User specified 'C1 value of 0.570 given for subarea Rainfall intensity = 5.854(In/Hr) for a 100.0 Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.576 Subarea runoff = 2.22KCFS) for 0.690 (Ac.) Total runoff = 3.370(CFS) Total area = Depth of flow = 0.031(Ft.), Average velocity = Critical depth = 0.069(Ft.) year storm 1.010(Ac.) 3.419(Ft/s) Process from Point/Station 110.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 112.000 Upstream point elevation = 149.400(Ft.) Downstream point elevation = 144.800(Ft.) Channel length thru subarea = 310.000(Ft.) Channel base width = 0.100(Ft.) Slope or 'Z1 of left channel bank = 1.250 Slope or 'Z' of right channel bank = 1.250 Manning's 'N1 = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 3.370(CFS) Depth of flow = 0.680(Ft.), Average velocity = 5.212(Ft/s) Channel flow top width = 1.801(Ft.) Flow Velocity = 5.21(Ft/s) Travel time = 0.99 min. Time of concentration = 7.76 min. Critical depth = 0.813(Ft.) Process from Point/Station 112.000 to Point/Station 112.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.010(Ac.) Runoff from this stream = 3.370(CFS) Time of concentration = 7.76 min. Rainfall intensity = 5.360(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) .697 ,370 .000 ,884 Qmax(2) = 9.39 7.76 1.000 * 1.000 * 4.738 5.360 6.697) + 3.370) + =9.676 G:\Accts\981027\981027P1 .DOC 1.000 * 1.000 * 0.826 * 1.000 * 6.697) + 3.370) +8.901 Total of 2 streams to confluence: Flow rates before confluence point: 6.697 3.370 Maximum flow rates at confluence using above data: 9.676 8.901 Area of streams before confluence: 2.480 1.010 Results of confluence: Total flow rate = 9.676(CFS) Time of concentration = 9.390 min. Effective stream area after confluence = 3.490(Ac.) Process from Point/Station 112.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 104.000 Upstream point elevation = 144.800(Ft.) Downstream point elevation = 143.900(Ft.) Channel length thru subarea = 92.000(Ft.) Channel base width = 0.100(Ft.) Slope or 'Z' of left channel bank = 1.000 Slope or 'Z' of right channel bank = 1.000 Manning's 'N1 = 0.015 Maximum depth of channel = 2.000 (Ft.) Flow(q) thru subarea = 9.676(CFS) Depth of flow = 1.238(Ft.), Average velocity = 5.839(Ft/s) Channel flow top width = 2.577(Ft.) Flow Velocity = 5.84(Ft/s) Travel time = 0.26 min. Time of concentration = 9.65 min. Critical depth = 1.375(Ft.) Process from Point/Station 104.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 104.000 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.490(Ac.) Runoff from this stream = 9.676(CFS) Time of concentration = 9.65 min. Rainfall intensity = 4.654(In/Hr) Process from Point/Station 100.000 to Point/Station **** INITIAL AREA EVALUATION **** 102.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL G:\Accts\981027\981027P1 .DOC (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 113.000(Ft.) Highest elevation = 204.400(Ft.) Lowest elevation = 197.400(Ft.) Elevation difference = 7.000(Ft.) Slope = 6.195 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 -(Ft) for the top area slope value of 6.20 %, in a development type of 7.3 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 6.00 minutes (for slope value of 5.00 %) The initial area total distance of 113.00 (Ft.) entered leaves a remaining distance of 13.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.16 minutes for a distance of 13.00 (Ft.) and a slope of 6.20 % with an elevation difference of 0.81(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]*.385 *60(min/hr) = 0.164 Minutes Tt=[(ll.9*0.0025*3)/( 0.81)]*.385= 0.16 Total initial area Ti = 6.00 minutes from Table 3-2 plus 0.16 minutes from the Figure 3-4 formula = 6.16 minutes Rainfall intensity (I) = 6.215(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.921(CFS) Total initial stream area = 0.260(Ac.) Process from Point/Station 102.000 to Point/Station 104.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 197.400(Ft.) Downstream point elevation = 143. 900(Ft.) Channel length thru subarea = 120.000(Ft.) Channel base width = 30.000(Ft.) Slope or 'Z' of left channel bank = 75.000 Slope or 'Z' of right channel bank = 75.000 Estimated mean flow rate at midpoint of channel = 1.671(CFS) Manning's 'N' =0.030 Maximum depth of channel = 0.100 (Ft.) Flow(q) thru subarea = 1.671(CFS) Depth of flow = 0.021 (Ft.), Average velocity = 2.468(Ft/s) Channel flow top width = 33.213(Ft.) Flow Velocity = 2.47(Ft/s) Travel time = 0.81 min. Time of concentration = 6.97 min. Critical depth = 0.044(Ft.) Adding area flow to channel User specified 'C1 value of 0.570 given for subarea Rainfall intensity = 5.739(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area ,a (Q=KCIA) is C = 0.570 CA = 0.405 Subarea runoff = 1.402(CFS) for 0.450(Ac.) Total runoff = 2.323(CFS) Total area = 0.710(Ac.) G:\Accts\981027\981027P1.DOC Depth of flow = Critical depth = 0.026(Ft.), Average velocity = 2.792(Ft/s) 0.055(Ft.) Process from Point/Station 104.000 to Point/Station 104.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.710(Ac.) Runoff from this stream = 2.323(CFS) 6.97 min. 5.739(In/Hr) Time of concentration = Rainfall intensity = Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) = Qmax(2) = 9.676 2.323 = 1.000 * 0.811 * 1.000 * 1.000 * 9.65 6 . 97 1.000 * 1.000 * 0.723 * 1.000 * 4.654 5.739 9.676) + 2.323) + 9.676) + 2.323) + 11.560 9.314 Total of 2 streams to confluence: Flow rates before confluence point: 9.676 2.323 Maximum flow rates at confluence using above data: 11.560 9.314 Area of streams before confluence: 3.490 0.710 Results of confluence: Total flow rate = 11.560(CFS) Time of concentration = 9.653 min. Effective stream area after confluence = 4.200(Ac.) Process from Point/Station 104.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 118.000 Upstream point elevation = 143.900(Ft.) Downstream point elevation = 124.100(Ft.) Channel length thru subarea = 118.000(Ft.) Channel base width = 0.100(Ft.) Slope or 'Z' of left channel bank = 1.250 Slope or 'Z' of right channel bank = 1.250 Estimated mean flow rate at midpoint of channel = Manning's 'N' =0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 11.685(CFS) Depth of flow = 0.689(Ft.), Average velocity = Channel flow top width = 1.822(Ft.) 11.685(CFS) 17.660(Ft/s) G:\Accts\981027\981027P1 .DOC Flow Velocity = 17.66(Ft/s) Travel time = 0.11 min. Time of concentration = 9.76 min. Critical depth = 1.336(Ft.) Adding area flow to channel User specified 'C' value of 0.570 given for subarea Rainfall intensity = 4.620(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 2.542 Subarea runoff = 0.185(CFS) for 0.260(Ac.) Total runoff = 11.744(CFS) Total area = 4.460(Ac. Depth of flow = 0.690 (Ft.), Average velocity = 17 .(682 (Ft/s) Critical depth = 1.344(Ft.) Process from Point/Station 118.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 118.000 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 4.460(Ac.) Runoff from this stream = 11.744(CFS) Time of concentration = 9.76 min. Rainfall intensity = 4.620(In/Hr) Process from Point/Station 114.000 to Point/Station **** INITIAL AREA EVALUATION **** 117.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (43.0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance = 20.000(Ft.) Highest elevation = 152.300(Ft.) Lowest elevation = 151.900(Ft.) Elevation difference = 0.400(Ft.) Slope = 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.00 %, in a development type of 43.0 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 4.00 minutes (for slope value of 2.00 %) Calculated TC of 4.000 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff = 0.169(CFS) Total initial stream area = 0.030(Ac.) G:\Accts\981027\981027Pl.DOC Process from Point/Station 117.000 to Point/Station 116.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 139.000(Ft.) Downstream point/station elevation = 131.200(Ft.) Pipe length = 270.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.169(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 0.169(CFS) Normal flow depth in pipe = 2.33(In.) Flow top width inside pipe = 2.51(In.) Critical Depth = 2.81(In.) Pipe flow velocity = 4.11(Ft/s) Travel time through pipe = 1.09 min. Time of concentration (TC) = 5.09 min. Process from Point/Station 116.000 to Point/Station 116.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.710 given for subarea Time of concentration = 5.09 min. Rainfall intensity = 7.029(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA = 0.213 Subarea runoff = 1.329(CFS) for 0.270(Ac.) Total runoff = 1.497(CFS) Total area = 0.300(Ac.) Process from Point/Station 116.000 to Point/Station 125.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 131.200(Ft.) Downstream point elevation = 130.200(Ft.) Channel length thru subarea = 66.000(Ft.) Channel base width = 0.100(Ft.) Slope or 'Z' of left channel bank = 15.000 Slope or 'Z' of right channel bank = 15.000 Estimated mean flow rate at midpoint of channel = 2.659(CFS) Manning's 'N' =0.015 Maximum depth of channel = 0.300(Ft.) Flow(q) thru subarea = 2.659(CFS) Depth of flow = 0.240(Ft.), Average velocity = 2.991(Ft/s) Channel flow top width = 7.305(Ft.) Flow Velocity = 2.99(Ft/s) Travel time = 0.37 min. Time of concentration = 5.46 min. Critical depth = 0.283(Ft.) Adding area flow to channel User specified 'C' value of 0.850 given for subarea Rainfall intensity = 6.720(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.850 CA = 0.578 Subarea runoff = 2.387(CFS) for 0.380(Ac.) G:\Accts\981027\981027P1 .DOC Total runoff = Depth of flow = Critical depth = 3.884(CFS) Total area = 0.277(Ft.), Average velocity = 0.326(Ft.) 0.680(Ac.) 3.288(Ft/s) Process from Point/Station 125.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 118.000 Upstream point elevation = 130.200(Ft.) Downstream point elevation = 121.500(Ft.) Channel length thru subarea = 30.000(Ft.) Channel base width = 0.100(Ft.) Slope or 'Z1 of left channel bank = 1.250 Slope or 'Z' of right channel bank = 1.250 Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 3.884(CFS) Depth of flow = 0.396(Ft.), Average velocity = Channel flow top width = 1.089(Ft.) Flow Velocity = 16.51(Ft/s) Travel time = 0.03 min. Time of concentration = 5.49 min. Critical depth = 0.867(Ft.) 16.508(Ft/s) Process from Point/Station 118.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 118.000 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.680(Ac.) Runoff from this stream = 3.884(CFS) Time of concentration = 5.49 min. Rainfall intensity = 6.696(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 11.744 3.884 Qmax(1) = 1.000 * 0.690 * Qmax(2) = 1.000 * 1.000 * 9.76 5.49 1.000 * 1.000 * 0.562 * 1.000 * 4.620 6.696 11.744) + 3.884) + 11.744) + 3.884) + 14.424 10.490 Total of 2 streams to confluence: Flow rates before confluence point: 11.744 3.884 Maximum flow rates at confluence using above data: 14.424 10.490 Area of streams before confluence: 4.460 0.680 G:\Accts\981027\981027Pl.DOC 10 Results of confluence: Total flow rate = 14.424(CFS) Time of concentration = 9.764 min. Effective stream area after confluence 5.140(Ac.) Process from Point/Station 118.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 124.000 Upstream point elevation = 121.500(Ft.) Downstream point elevation = 114.100(Ft.) Channel length thru subarea = 35.000(Ft.) Channel base width = 0.100(Ft.) Slope or 'Z' of left channel bank = 1.250 Slope or 'Z' of right channel bank = 1.250 Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 14.424(CFS) Depth of flow = 0.715(Ft.), Average velocity = Channel flow top width = 1.888(Ft.) Flow Velocity = 20.30(Ft/s) Travel time = 0.03 min. Time of concentration = 9.79 min. Critical depth = 1.469(Ft.) 20.297(Ft/s) Process from Point/Station 124.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 124.000 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 5.140(Ac.) Runoff from this stream = 14.424(CFS) Time of concentration = 9.79 min. Rainfall intensity = 4.611(In/Hr) Process from Point/Station 166.000 to Point/Station **** INITIAL AREA EVALUATION **** 167.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance = 45.000(Ft.) Highest elevation = 132.500(Ft.) Lowest elevation = 130.500(Ft.) Elevation difference = 2.000(Ft.) Slope = 4.444 % Top of Initial Area Slope adjusted by User to 4.400 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 95.00 (Ft) G:\Accts\981027\981027Pl.DOC 11 for the top area slope value of 4.40 %, in a development type of Neighborhod Commercial In Accordance With Table 3-2 Initial Area Time of Concentration = 3.40 minutes (for slope value of 5.00 %) Calculated TC of 3.400 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff = 0.337(CFS) Total initial stream area = 0.060(Ac.) Process from Point/Station 167.000 to Point/Station 124.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 125.500(Ft.) Downstream point elevation = 114.100(Ft.) Channel length thru subarea = 245.000(Ft.) Channel base width = 0.100(Ft.) Slope or 'Z1 of left channel bank = 1.250 Slope or 'Z1 of right channel bank = 1.250 Estimated mean flow rate at midpoint of channel = 0.976(CFS) Manning's 'N' =0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 0.976(CFS) Depth of flow = 0.326(Ft.), Average velocity = 5.892(Ft/s) Channel flow top width = 0.916(Ft.) Flow Velocity = 5.89(Ft/s) Travel time = 0.69 min. Time of concentration = 4.09 min. Critical depth = 0.480(Ft.) Adding area flow to channel User specified 'C' value of 0.570 given for subarea Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.217 Subarea runoff = 1.204(CFS) for 0.320(Ac.) Total runoff = 1.541(CFS) Total area = 0.380(Ac.) Depth of flow = 0.394(Ft.), Average velocity = 6.597(Ft/s) Critical depth = 0.586(Ft.) Process from Point/Station 124.000 to Point/Station 124.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.380(Ac.) Runoff from this stream = 1.541(CFS) Time of concentration = 4.09 min. Rainfall intensity = 7.114(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) G:\Accts\981027\981027Pl.DOC 1 14.424 9.79 4.611 2 1.541 4.09 7.114 Qmax(1) = 1.000 * 1.000 * 14.424) + 0.648 * 1.000 * 1.541) + = 15.423 Qmax(2) = 1.000 * 0.418 * 14.424) + 1.000 * 1.000 * 1.541) + = 7.570 Total of 2 streams to confluence: Flow rates before confluence point: 14.424 1.541 Maximum flow rates at confluence using above data: 15.423 7.570 Area of streams before confluence: 5.140 0.380 Results of confluence: Total flow rate = 15.423(CFS) Time of concentration = 9.793 min. Effective stream area after confluence = 5.520(Ac.) Process from Point/Station 124.000 to Point/Station 126.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 114.100(Ft.) Downstream point elevation = 107.500(Ft.) Channel length thru subarea = 75.000(Ft.) Channel base width = 0.100(Ft.) Slope or 'Z1 of left channel bank = 1.000 Slope or 'Z' of right channel bank = 1.000 Manning's 'N' = 0.015 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 15.423(CFS) Depth of flow = 0.966(Ft.), Average velocity = 14.972(Ft/s) Channel flow top width = 2.032(Ft.) Flow Velocity = 14.97(Ft/s) Travel time = 0.08 min. Time of concentration = 9.88 min. Critical depth = 1.664(Ft.) Process from Point/Station 126.000 to Point/Station 126.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 5.520(Ac.) Runoff from this stream = 15.423(CFS) Time of concentration = 9.88 min. Rainfall intensity = 4.586(In/Hr) G:\Accts\981027\981027P1 .DOC i 3 Process from Point/Station 120.000 to Point/Station 121.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (43.0 DU/A or Less ) . - Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance = 30.000(Ft.) Highest elevation = 126.800(Ft.) Lowest elevation = 126.200(Ft.) Elevation difference = 0.600(Ft.) Slope = 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.00 %, in a development type of 43.0 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 4.00 minutes (for slope value of 2.00 %) Calculated TC of 4.000 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff = 0.225(CFS) Total initial stream area = 0.040(Ac.) Process from Point/Station 121.000 to Point/Station 126.000 **** piPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 113.300(Ft.) Downstream point/station elevation = 104.000(Ft.) Pipe length = 495.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.225(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.225(CFS) Normal flow depth in pipe = 2.03(In.) Flow top width inside pipe = 5.68(In.) Critical Depth = 2.85(In.) Pipe flow velocity = 3.84(Ft/s) Travel time through pipe = 2.15 min. Time of concentration (TC) = 6.15 min. Process from Point/Station 126.000 to Point/Station 126.000 **** SUBAREA FLOW ADDITION **** User specified 'C1 value of 0.710 given for subarea Time of concentration = 6.15 min. Rainfall intensity = 6.224(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA = 0.291 G:\Accts\981027\981027Pl.DOC 14 Subarea runoff = 1.587(CFS) for 0.370 (Ac.) Total runoff = 1.812(CFS) Total area = 0.410(Ac.) Process from Point/Station 126.000 to Point/Station 126.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.410(Ac.) Runoff from this stream = 1.812(CFS) Time of concentration = 6.15 min. Rainfall intensity = 6.224(In/Hr) Process from Point/Station 172.000 to Point/Station 168.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (43.0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance = 40.000(Ft.) Highest elevation = 126.800(Ft.) Lowest elevation = 126.000(Ft.) Elevation difference = 0.800(Ft.) Slope = 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.00 %, in a development type of 43.0 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 4.00 minutes (for slope value of 2.00 %) Calculated TC of 4.000 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff = 0.281(CFS) Total initial stream area = 0.050(Ac.) Process from Point/Station 168.000 to Point/Station 126.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 114.000(Ft.) End of street segment elevation = 107.500(Ft.) Length of street segment = 315.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 12.000 (Ft.) Distance from crown to crossfall grade break = 10.500(Ft.) Slope from gutter to grade break (v/hz) = 0.083 G:\Accts\981027\981027Pl.DOC 15 1.619(CFS) 2.576(Ft/s) Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 2.000 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.125(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0-150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.141(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.021(Ft.) Flow velocity = 2.58(Ft/s) Travel time = 2.04 min. TC = 6.04 min. Adding area flow to street User specified 'C' value of 0.870 given for subarea Rainfall intensity = 6.299(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.478 Subarea runoff = 2.733(CFS) for 0.500(Ac.) Total runoff = 3.014(CFS) Total area = Street flow at end of street = 3.014(CFS) Half street flow at end of street = 3.014(CFS) Depth of flow = 0.182(Ft.), Average velocity = 3.014(Ft/s) Flow width (from curb towards crown)= 10.072(Ft.) 0.550(Ac.) Process from Point/Station 126.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 126.000 Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.550(Ac.) Runoff from this stream = 3.014(CFS) Time of concentration = 6.04 min. Rainfall intensity = 6.299(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 3 Qmax ( 1 ) 15 1 3 = 1 0 0 .423 .812 .014 .000 * .737 * .728 * 9 6 6 1 1 1 .88 .15 .04 .000 * .000 * . 000 * 15. 1. 3. 423) 812) 014) Qmax(2) = Qmax(3) = 000 000 0.988 * 1.000 * 1.000 * 0.623 * 1.000 * 1.000 * 0.611 * 0.982 * 4.586 6.224 6.299 15.423) + 1.812) + 3.014) + 15.423) + 1.812) + 18.952 14.395 G:\Accts\981027\981027Pl.DOC 16 1.000 *1.000 *3.014) + =14.222 Total of 3 streams to confluence: Flow rates before confluence point: 15.423 1.812 3.014 Maximum flow rates at confluence using above data: 18.952 14.395 14.222 Area of streams before confluence: 5.520 0.410 0.550 Results of confluence: Total flow rate = 18.952(CFS) Time of concentration = 9.876 min. Effective stream area after confluence = 6.480(Ac.) Process from Point/Station 126.000 to Point/Station 128.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 104.000(Ft.) Downstream point/station elevation = 103.700(Ft.) Pipe length = 10.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow Nearest computed pipe diameter Calculated individual pipe flow = Normal flow depth in pipe = 12.83(In.) Flow top width inside pipe = 20.48(In.) Critical Depth = 18.85(In.) Pipe flow velocity = 12.31(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 9.89 min. 18.952(CFS) 21.00(In.) 18.952(CFS) Process from Point/Station 128.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 128.000 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 6.480(Ac.) Runoff from this stream = 18.952(CFS) Time of concentration = 9.89 min. Rainfall intensity = 4.582(In/Hr) Process from Point/Station 130.000 to Point/Station **** INITIAL AREA EVALUATION **** 131.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance 100.000(Ft.) G:\Accts\981027\981027P1 .DOC 17 Highest elevation = 126.200(Ft.) Lowest elevation = 124.200(Ft.) Elevation difference = 2.000(Ft.) Slope = 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.00 %, in a development type of 43.0 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 4.00 minutes (for slope value of 2.00 %) The initial area total distance of 100.00 (Ft.) entered leaves a remaining distance of 25.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.42 minutes for a distance of 25.00 (Ft.) and a slope of 2.00 % with an elevation difference of 0.50(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) 0.420 Minutes Tt=[(ll.9*0.0047*3)/( 0.50)]*.385= 0.42 Total initial area Ti = 4.00 minutes from Table 3-2 plus 0.42 minutes from the Figure 3-4 formula = 4.42 minutes Calculated TC of 4.420 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff = 0.731(CFS) Total initial stream area = 0.130(Ac.) Process from Point/Station 131.000 to Point/Station 132.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 113.100(Ft.) End of street segment elevation = 107.700(Ft.) Length of street segment = 260.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 12.000(Ft.) Distance from crown to crossfall grade break = 10.500(Ft.) Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 2.000 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.125(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.931(CFS) Depth of flow = 0.151(Ft.), Average velocity = 2.700(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.543(Ft.) Flow velocity = 2.70(Ft/s) Travel time = 1.60 min. TC = 6.02 min. Adding area flow to street User specified 'C' value of 0.850 given for subarea Rainfall intensity = 6.308(In/Hr) for a 100.0 year storm G:\Accts\981027\981027Pl.DOC 18 Effective runoff coefficient used for total area (Q=KCIA) is C = 0.850 CA = 0.484 Subarea runoff = 2.325(CFS) for 0.440(Ac.) Total runoff = 3.056(CFS) Total area = 0.570(Ac.; Street flow at end of street = 3.056(CFS) Half street flow at end of street = 3.056(CFS) Depth of flow = 0.183(Ft.), Average velocity = 3.032(Ft/s) Flow width (from curb towards crown)= 10.112(Ft.) Process from Point/Station 132.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 132.000 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.570(Ac.) Runoff from this stream = 3.056(CFS) Time of concentration = 6.02 min. Rainfall intensity = 6.308(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) 18.952 3.056 1.000 * 0.726 * Qmax(2) = 1.000 1.000 9.89 6.02 1.000 * 1.000 * 0.609 * 1.000 * 4.582 6.308 18.952) + 3.056) + 18.952) + 3.056) + 21.172 14.602 Total of 2 streams to confluence: Flow rates before confluence point: 18.952 3.056 Maximum flow rates at confluence using above data: 21.172 14.602 Area of streams before confluence: 6.480 0.570 Results of confluence: Total flow rate = 21.172(CFS) Time of concentration = 9.890 min. Effective stream area after confluence = 7.050(Ac.) Process from Point/Station 132.000 to Point/Station 128.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 104.000(Ft.) Downstream point/station elevation = 103.700(Ft.) Pipe length = 10.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 21.172(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 21.172(CFS) G:\Accts\981027\981027P1 .DOC 19 Normal flow depth in pipe = 13.84(In.) Flow top width inside pipe = 19.91(In.) Critical Depth = 19.47(In.) Pipe flow velocity = 12.59(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 9.90 min. Process from Point/Station 128.000 to Point/Station 129.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 103.270(Ft.) Downstream point/station elevation = 102.500(Ft.) Pipe length = 77.13(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 21.172(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 21.172(CFS) Normal flow depth in pipe = 18.42(In.) Flow top width inside pipe = 20.27(In.) Critical Depth = 19.78(In.) Pipe flow velocity = 8.18(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 10.06 min. Process from Point/Station 129.000 to Point/Station 133.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 102.170(Ft.) Downstream point/station elevation = 98.920(Ft.) Pipe length = 163.89(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 21.172(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 21.172(CFS) Normal flow depth in pipe = 16.31(In.) Flow top width inside pipe = 17.49(In.) Critical Depth = 19.47(In.) Pipe flow velocity = 10.56(Ft/s) Travel time through pipe = 0.26 min. Time of concentration (TC) = 10.32 min. Process from Point/Station 133.000 to Point/Station 136.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 98.590(Ft.) Downstream point/station elevation = 97.660(Ft.) Pipe length = 93.08(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 21.172(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 21.172(CFS) Normal flow depth in pipe = 18.42 (In.) Flow top width inside pipe = 20.27(In.) Critical Depth = 19.78(In.) G:\Accts\981027\981027Pl.DOC Pipe flow velocity = 8.18(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 10.51 min. Process from Point/Station 136.000 to Point/Station 136.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 7.050(Ac.) Runoff from this stream = 21.172(CFS) Time of concentration = 10.51 min. Rainfall intensity = 4.406(In/Hr) Process from Point/Station 141.000 to Point/Station 138.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (43.0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance = 50.000(Ft.) Highest elevation = 123.200(Ft.) Lowest elevation = 122.200(Ft.) Elevation difference = 1.000(Ft.) Slope = 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.00 %, in a development type of 43.0 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 4.00 minutes (for slope value of 2.00 %) Calculated TC of 4.000 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff = 0.112(CFS) Total initial stream area = 0.020(Ac.) Process from Point/Station 138.000 to Point/Station 136.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 110.800 (Ft.) Downstream point/station elevation = 97.660(Ft.) Pipe length = 115.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.112(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 0.112(CFS) G:\Accts\981027\981027Pl.DOC 21 Normal flow depth in pipe = 1.16(In.) Flow top width inside pipe = 2.92(In.) Critical Depth = 2.43(In.) Pipe flow velocity = 6.39(Pt/s) Travel time through pipe = 0.30 min. Time of concentration (TC) = 4.30 min. Process from Point/Station 136.000 to Point/Station **** SUBAREA FLOW ADDITION **** 136.000 User specified 'C' value of 0.710 given for subarea Time of concentration = 4.30 min. Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA = 0.085 Subarea runoff = 0.494(CFS) for 0.100(Ac.) Total runoff = 0.606(CFS) Total area = 0.120(Ac.) Process from Point/Station 136.000 to Point/Station 136.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.120(Ac.) Runoff from this stream = 0.606(CFS) Time of concentration = 4.30 min. Rainfall intensity = 7.114(In/Hr) Process from Point/Station **** INITIAL AREA EVALUATION 134.000 to Point/Station **** 135.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance = Highest elevation = 115.800(Ft.) Lowest elevation = 115.400(Ft.) Elevation difference = 0.400(Ft.) Slope = Top of Initial Area Slope adjusted by User to 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.00 %, in a development type of 43.0 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 4.00 minutes (for slope value of 2.00 %) Calculated TC of 4.000 minutes is less than 5 minutes, 40.000(Ft.) 1.000 % G:\Accts\981027\981027P1 .DOC 22 resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff = 0.169(CFS) Total initial stream area = 0.030(Ac.) Process from Point/Station 135.000 to Point/Station 136.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 112.900(Ft.) Downstream point/station elevation = 97.660(Ft.) Pipe length = 270.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.169(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 0.169(CFS) Normal flow depth in pipe = 1.81(In.) Flow top width inside pipe = 2.94(In.) Critical Depth = 2.81(In.) Pipe flow velocity = 5.43(Ft/s) Travel time through pipe = 0.83 min. Time of concentration (TC) = 4.83 min. Process from Point/Station 136.000 to Point/Station 136.000 **** SUBAREA FLOW ADDITION **** User specified 'C1 value of 0.710 given for subarea Time of concentration = 4.83 min. Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA = 0.185 Subarea runoff = 1.145(CFS) for 0.230(Ac.) Total runoff = 1.313(CFS) Total area = 0.260(Ac.) Process from Point/Station 136.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 136.000 Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.260(Ac.) Runoff from this stream = 1.313(CFS) Time of concentration = 4.83 min. Rainfall intensity = 7.114(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 21.172 10.51 2 0.606 4.30 3 1.313 4.83 Qmax(1) = 4.406 7.114 7.114 G:\Accts\981027\98 L027P1 .DOC 23 1.000 * 1.000 * 21.172) + 0.619 * 1.000 * 0.606) + 0.619 * 1.000 * 1.313) + = 22.361 Qmax(2) = 1.000 * 0.409 * 21.172) + 1.000 * 1.000 * 0.606) + 1.000 * 0.890 * 1.313) + = 10.438 Qmax(3) = 1.000 * 0.459 * 21.172) + 1.000 * 1.000 * 0.606) + 1.000 * 1.000 * 1.313) + = 11.648 Total of 3 streams to confluence: Flow rates before confluence point: 21.172 0.606 1.313 Maximum flow rates at confluence using above data: 22.361 10.438 11.648 Area of streams before confluence: 7.050 0.120 0.260 Results of confluence: Total flow rate = 22.361(CFS) Time of concentration = 10.509 min. Effective stream area after confluence = 7.430(Ac.) Process from Point/Station 136.000 to Point/Station 137.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 97.330(Ft.) Downstream point/station elevation = 82.370(Ft.) Pipe length = 39.57(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 22.361(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 22.361(CFS) Normal flow depth in pipe = 8.05(In.) Flow top width inside pipe = 14.96(In.) Critical depth could not be calculated. Pipe flow velocity = 33.32(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 10.53 min. Process from Point/Station 137.000 to Point/Station 137.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 7.430(Ac.) Runoff from this stream = 22.361(CFS) Time of concentration = 10.53 min. Rainfall intensity = 4.401(In/Hr) Program is now starting with Main Stream No. 2 G:\Accts\981027\981027Pl.DOC 24 Process from Point/Station 163.000 to Point/Station 164.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (43.0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance = 20.000(Ft.) Highest elevation = 125.000(Ft.) Lowest elevation = 124.600(Ft.) Elevation difference = 0.400(Ft.) Slope = 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.00 %, in a development type of 43.0 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 4.00 minutes (for slope value of 2.00 %) Calculated TC of 4.000 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff = 0.112(CFS) Total initial stream area = 0.020(Ac.) Process from Point/Station 164.000 to Point/Station 165.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 115.000(Ft.) Downstream point elevation = 108.500(Ft.) Channel length thru subarea = 135.000(Ft.) Channel base width = 0.100(Ft.) Slope or 'Z' of left channel bank = 1.250 Slope or 'Z' of right channel bank = 1.250 Estimated mean flow rate at midpoint of channel = 0.562(CFS) Manning's 'N1 = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 0.562(CFS) Depth of flow = 0.257(Ft.), Average velocity = 5.205(Ft/s) Channel flow top width = 0.742(Ft.) Flow Velocity = 5.20(Ft/s) Travel time = 0.43 min. Time of concentration = 4.43 min. Critical depth = 0.379(Ft.) Adding area flow to channel User specified 'C' value of 0.850 given for subarea Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.850 CA = 0.153 Subarea runoff = 0.976(CFS) for 0.160(Ac.) Total runoff = 1.088(CFS) Total area = 0.180(Ac.) G:\Accts\981027\981027Pl.DOC 25 Depth of flow = 0.339(Ft.), Average velocity = 6.131(Ft/s) Critical depth = 0.504(Ft.) Process from Point/Station 165.000 to Point/Station 148.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 97.370(Ft.) Downstream point/station elevation = 97.220(Ft.) Pipe length = 14.55(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = Nearest computed pipe diameter = Calculated individual pipe flow = 1 Normal flow depth in pipe = 5.27(In.) Flow top width inside pipe = 8.87(In.) Critical Depth = 5.75(In.) Pipe flow velocity = 4.04(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 4.49 min. 1.088(CFS) 9.00(In.) 088(CFS) Process from Point/Station 148.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 148.000 Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.180(Ac.) Runoff from this stream = 1.088(CFS) Time of concentration = 4.49 min. Rainfall intensity = 7.114(In/Hr) Process from Point/Station 149.000 to Point/Station **** INITIAL AREA EVALUATION **** 151.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (43.0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance = Highest elevation = 151.700(Ft.) Lowest elevation = 151.300(Ft.) Elevation difference = 0.400(Ft.) Slope = INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.00 %, in a development type of 43.0 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 4.00 minutes (for slope value of 2.00 %) Calculated TC of 4.000 minutes is less than 5 minutes, 20.000(Ft.) 2.000 % G:\Accts\981027\981027Pl.DOC 26 resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff = 0.450(CFS) Total initial stream area = 0.080(Ac.) Process from Point/Station 151.000 to Point/Station 153.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 137.900(Ft.) Downstream point/station elevation = 133.000(Ft.) Pipe length = 92.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.450(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.450(CFS) Normal flow depth in pipe = 2.23(In.) Flow top width inside pipe = 5.80(In.) Critical Depth = 4.10(In.) Pipe flow velocity = 6.77(Ft/s) Travel time through pipe = 0.23 min. Time of concentration (TC) = 4.23 min. Process from Point/Station 153.000 to Point/Station 148.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 133.000(Ft.) End of street segment elevation = 100.000(Ft.) Length of street segment = 520.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 12.000(Ft.) Distance from crown to crossfall grade break = 10.500(Ft.) Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 2.000 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.125(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.175(CFS) Depth of flow = 0.126(Ft.), Average velocity = 4.221(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.279(Ft.) Flow velocity = 4.22(Ft/s) Travel time = 2.05 min. TC = 6.28 min. Adding area flow to street User specified 'C' value of 0.850 given for subarea Rainfall intensity = 6.141(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.850 CA = 0.646 Subarea runoff = 3.518(CFS) for 0.680(Ac.) G:\Accts\981027\981027Pl.DOC 27 Total runoff = 3.967(CFS) Total area = 0.760(Ac.) Street flow at end of street = 3.967(CFS) Half street flow at end of street = 3.967(CFS) Depth of flow = 0.162(Ft.), Average velocity = 4.917(Ft/s) Flow width (from curb towards crown)= 9.064(Ft.) Process from Point/Station 148.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 148.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.760(Ac.) Runoff from this stream = 3.967(CFS) Time of concentration = 6.28 min. Rainfall intensity = 6.141(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax ( 1 ) 1.088 3.967 = 1.000 * 1.000 * 4.49 6.28 1.000 * 0.715 * Qmax(2) = 0.863 * 1.000 * 1.000 * 1.000 * 7.114 6 . 141 1.088) + 3.967) + 1.088) + 3.967) + 3.926 4.907 Total of 2 streams to confluence: Flow rates before confluence point: 1.088 3.967 Maximum flow rates at confluence using above data: 3.926 4.907 Area of streams before confluence: 0.180 0.760 Results of confluence: Total flow rate = 4.907(CFS) Time of concentration = 6.280 min. Effective stream area after confluence = 0.940(Ac.) ;•"*»•**' Process from Point/Station 148.000 to Point/Station 155.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 96.890(Ft.) Downstream point/station elevation = 96.810(Ft.) Pipe length = 8.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.907(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 4.907(CFS) Normal flow depth in pipe = 9.77(In.) Flow top width inside pipe = 14.29(In.) Critical Depth = 10.77(In.) G:\Accts\981027\981027Pl.DOC 28 Pipe flow velocity = 5.79(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 6.30 min. Process from Point/Station 155.000 to Point/Station 155.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.940(Ac.) Runoff from this stream = 4.907(CFS) Time of concentration = 6.30 min. Rainfall intensity = 6.127(In/Hr) Process from Point/Station 140.000 to Point/Station 144.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 \*w0>- Sub-Area C Value = 0.350 Initial subarea total flow distance = 295.000(Ft.) Highest elevation = 233.700(Ft.) Lowest elevation = 152.000(Ft.) Elevation difference = 81.700(Ft.) Slope = 27.695 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 27.70 %, in a development type of Permanent Open Space In Accordance With Table 3-2 Initial Area Time of Concentration = 6.90 minutes (for slope value of 10.00 %) The initial area total distance of 295.00 (Ft.) entered leaves a remaining distance of 195.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.74 minutes for a distance of 195.00 (Ft.) and a slope of 27.70 % with an elevation difference of 54.02(Ft.) from the end of the top area Tt = [11.9*length(Mi)*3)/(elevation change(Ft.))] A .385 *60(min/hr) = 0.742 Minutes Tt=[(ll.9*0.0369*3)/( 54.02)]*.385= 0.74 Total initial area Ti = 6.90 minutes from Table 3-2 plus 0.74 minutes from the Figure 3-4 formula = 7.64 minutes Rainfall intensity (I) = 5.411(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 2.386(CFS) Total initial stream area = 1.260(Ac.) ••****»' Process from Point/Station 144.000 to Point/Station 146.000 G:\Accts\981027\981027P1 .DOC 29 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 152. 000(Ft.) Downstream point elevation = 123.500(Ft.) Channel length thru subarea = 225.000(Ft.) Channel base width = 0.100(Ft.) Slope or 'Z' of left channel bank = 1.250 Slope or 'Z' of right channel bank = 1.250 Manning's 'N1 = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 2.386(CFS) Depth of flow = 0.384(Ft.), Average velocity = 10.715(Ft/s) Channel flow top width = 1.060(Ft.) Flow Velocity = 10.71(Ft/s) Travel time = 0.35 min. Time of concentration = 7.99 min. Critical depth = 0.703(Ft.) Process from Point/Station 146.000 to Point/Station 146.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.570 given for subarea Time of concentration = 7.99 min. Rainfall intensity = 5.257(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 1.231 Subarea runoff = 4.086(CFS) for 0.900(Ac.) Total runoff = 6.472(CFS) Total area = 2.160(Ac.) Process from Point/Station 146.000 to Point/Station 155.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 109.960(Ft.) Downstream point/station elevation = 96.810(Ft.) Pipe length = 146.82(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.472(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 6.472(CFS) Normal flow depth in pipe = 6.75(In.) Flow top width inside pipe = 11.91(In.) Critical depth could not be calculated. Pipe flow velocity = 14.23(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 8.16 min. Process from Point/Station 155.000 to Point/Station 155.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.160(Ac.) Runoff from this stream = 6.472(CFS) G:\Accts\981027\981027Pl.DOC 30 '«»»*'Time of concentration = Rainfall intensity = Summary of stream data: Stream No. Flow rate (CFS) 8.16 min. 5.185(In/Hr) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax ( 1 ) 4.907 6.472 = 1.000 * 1.000 * 6.30 8.16 1.000 * 0.772 * 6.127 5.185 Qmax(2) = 0.846 * 1.000 * 1.000 * 1.000 * 4.907) + 6.472) + 4.907) + 6.472) + 9.903 10.625 Total of 2 streams to confluence: Flow rates before confluence point: 4.907 6.472 Maximum flow rates at confluence using above data: 9.903 10.625 Area of streams before confluence: 0.940 2.160 Results of confluence: Total flow rate = 10.625(CFS) Time of concentration = 8.164 min. Effective stream area after confluence = 3.100(Ac. Process from Point/Station 155.000 to Point/Station 157.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 96.480(Ft.) Downstream point/station elevation = 96.040(Ft.) Pipe length = 44.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.625(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 10.625(CFS) Normal flow depth in pipe = 12.59(In.) Flow top width inside pipe = 20.58(In.) Critical Depth = 14.59(In.) Pipe flow velocity = 7.06(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 8.27 min. Process from Point/Station 157.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 157.000 Along Main Stream number: 2 in normal stream number 1 Stream flow area = 3.100(Ac.) Runoff from this stream = 10.625(CFS) Time of concentration = 8.27 min. Rainfall intensity = 5.143(In/Hr) G:\Accts\981027\981027Pl .DOC 31 Process from Point/Station 160.000 to Point/Station 161.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 153.000(Ft.) Highest elevation = 131.000(Ft.) Lowest elevation = 128.500(Ft.) Elevation difference = 2.500(Ft.) Slope = 1.634 % Top of Initial Area Slope adjusted by User to 1.600 % Bottom of Initial Area Slope adjusted by User to 1.600 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1.60 %, in a development type of General Commercial In Accordance With Table 3-2 Initial Area Time of Concentration = 3.60 minutes (for slope value of 2.00 %) The initial area total distance of 153.00 (Ft.) entered leaves a remaining distance of 78.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.10 minutes for a distance of 78.00 (Ft.) and a slope of 1.60 % with an elevation difference of 1.25(Ft.) from the end of the top area Tt = [11.9*length(Mi)*3)/(elevation change(Ft.))]A.385 *60(min/hr) 1.099 Minutes Tt=[(11.9*0.0148"3)/( 1.25)]".385= 1.10 Total initial area Ti = 3.60 minutes from Table 3-2 plus 1.10 minutes from the Figure 3-4 formula = 4.70 minutes Calculated TC of 4.699 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.467(CFS) Total initial stream area = 0.080(Ac.) Process from Point/Station 161.000 to Point/Station 157.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 128.500(Ft.) End of street segment elevation = 101.100(Ft.) Length of street segment = 290.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 12.000(Ft.) Distance from crown to crossfall grade break = 10.500 (Ft.) Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0.020 G:\Accts\981027\981027Pl.DOC 32 2.969(CFS) 5.300(Ft/s) Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft. Slope from curb to property line (v/hz) = 2.000 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.125(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.132(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.582(Ft.) Flow velocity = 5.30(Ft/s) Travel time = 0.91 min. TC = 5.61 min. Adding area flow to street User specified 'C' value of 0.850 given for subarea Rainfall intensity = 6.604(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.850 CA = 0.841 Subarea runoff = 5.09KCFS) for 0.910 (Ac.) Total runoff = 5.557(CFS) Total area = 0.990(Ac.) Street flow at end of street = 5.557(CFS) Half street flow at end of street = 5.557(CFS) Depth of flow = 0.171(Ft.), Average velocity = 6.212(Ft/s) Flow width (from curb towards crown)= 9.536(Ft.) Process from Point/Station 157.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 157.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.990(Ac.) Runoff from this stream = 5.557(CFS) Time of concentration = 5.61 min. Rainfall intensity = 6.604(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 10.625 5.557 Qmax(1) = 1.000 * 0.779 * Qmax(2) = 1.000 * 1.000 * 8.27 5.61 1.000 * 1.000 * 0.679 * 1.000 * 5.143 6.604 10.625) + 5.557) + 10.625) + 5.557) + 14.952 12.767 Total of 2 streams to confluence: Flow rates before confluence point: 10.625 5.557 Maximum flow rates at confluence using above data: 14.952 12.767 Area of streams before confluence: O:\Accts\981027\981027P1 .DOC 33 3.100 0.990 Results of confluence: Total flow rate = 14.952(CFS) Time of concentration = 8.268 min. Effective stream area after confluence =4.090(Ac.) Process from Point/Station 157.000 to Point/Station 137.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 95.710(Ft.) Downstream point/station elevation = 82.370(Ft.) Pipe length = 353.31(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.952(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 14.952(CFS) Normal flow depth in pipe = 11.44(In.) Flow top width inside pipe = 17.33(In.) Critical Depth = 16.85(In.) Pipe flow velocity = 12.61(Ft/s) Travel time through pipe = 0.47 min. Time of concentration (TC) = 8.73 min. Process from Point/Station 137.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 137.000 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4. 090 (Ac.) Runoff from this stream = 14.952(CFS) Time of concentration = 8.73 min. Rainfall intensity = 4.964(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 22.361 14.952 Qmax(1) = 1.000 * 0.887 * Qmax(2) = 1.000 * 1.000 * 10.53 8.73 1.000 * 1.000 * 0.830 * 1.000 * 4.401 4.964 22.361) + 14.952) + 22.361) + 14.952) + 35.616 33.504 Total of 2 main streams to confluence: Flow rates before confluence point: 22.361 14.952 Maximum flow rates at confluence using above data: 35.616 33.504 Area of streams before confluence: 7.430 4.090 G:\Accts\981027\981027P1 .DOC 34 Results of confluence: Total flow rate = 35.616(CFS) Time of concentration = 10.528 min. Effective stream area after confluence = 11.520(Ac.) Process from Point/Station 137.000 to Point/Station 142.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 82.040(Ft.) Downstream point/station elevation = 81.760(Ft.) Pipe length = 27.29(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 35.616(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 35.616(CFS) Normal flow depth in pipe = 21.38(In.) Flow top width inside pipe = 27.16(In.) Critical Depth = 24.30(In.) Pipe flow velocity = 9.51(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 10.58 min. Process from Point/Station 142.000 to Point/Station 142.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 11.520(Ac.) Runoff from this stream = 35.616(CFS) Time of concentration = 10.58 min. Rainfall intensity = 4.388(In/Hr) Process from Point/Station 150.000 to Point/Station 152.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 260.000(Ft.) Highest elevation = 222.500(Ft.) Lowest elevation = 115.850(Ft.) Elevation difference = 106.650(Ft.) Slope = 41.019 % Top of Initial Area Slope adjusted by User to 30.000 % Bottom of Initial Area Slope adjusted by User to 30.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) G:\Accts\981027\981027Pl.DOC 35 for the top area slope value of 30.00 %, in a development type of Permanent Open Space In Accordance With Table 3-2 Initial Area Time of Concentration = 6.90 minutes (for slope value of 10.00 %) The initial area total distance of 260.00 (Ft.) entered leaves a remaining distance of 160.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.62 minutes for a distance of 160.00 (Ft.) and a slope of- 30.00 % with an elevation difference of 48.00(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 0.618 Minutes Tt=[(11.9*0.0303A3)/( 48.00)]A.385= 0.62 Total initial area Ti = 6.90 minutes from Table 3-2 plus 0.62 minutes from the Figure 3-4 formula = 7.52 minutes Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 1.053(CFS) Total initial stream area = 0.550(Ac.) Process from Point/Station 152.000 to Point/Station 154.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 109.810(Ft.) Downstream point/station elevation = 109.310(Ft.) Pipe length = 27.58(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.053(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.053(CFS) Normal flow depth in pipe = 3.96(In.) Flow top width inside pipe = 8.93(In.) Critical Depth = 5.65(In.) Pipe flow velocity = 5.63(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 7.60 min. Process from Point/Station 154.000 to Point/Station 142.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 109.900(Ft.) End of street segment elevation = 86.000(Ft.) Length of street segment = 620.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 30.500(Ft.) Slope from gutter to grade break (v/hz) = 0.085 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 G:\Accts\981027\981027Pl.DOC 35 1.550(CFS) 3.347(Ft/s) Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.220(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.259(Ft.) Flow velocity = 3.35(Ft/s) Travel time = 3.09 min. TC = 10.69 min. Adding area flow to street User specified 'C' value of 0.570 given for subarea Rainfall intensity = 4.358(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.484 Subarea runoff = 1.059(CFS) for 0.300(Ac.) Total runoff = 2.112{CFS) Total area = Street flow at end of street = 2.112(CFS) Half street flow at end of street = 2.112(CFS) Depth of flow = 0.239(Ft.), Average velocity = 3.586(Ft/s Flow width (from curb towards crown)= 7.195(Ft.) 0.850(Ac.) Process from Point/Station 142.000 to Point/Station 142.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = Runoff from this stream Time of concentration = Rainfall intensity = Summary of stream data: 0.850(Ac.) 2.112(CFS) 10.69 min. 4.358(In/Hr) Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax ( 1 ) 35 2 = 1 1 .616 .112 . 000 * .000 * 10 10 1 0 .58 .69 .000 * .990 * 35. 2. .616) .112) Qmax(2) = 0.993 * 1.000 * 1.000 * 1.000 * 4.388 4.358 37.706 35.616) + 2.112) +37.490 Total of 2 streams to confluence: Flow rates before confluence point: 35.616 2.112 Maximum flow rates at confluence using above data: 37.706 37.490 Area of streams before confluence: 11.520 0.850 Results of confluence: Total flow rate = 37.706(CFS) Time of concentration = 10.576 min. Effective stream area after confluence = End of computations, total study area = 12.370(Ac.) 12.370 (Ac.) G:\Accts\981027\981027Pl.DOC 37 Proposed Drainage 200 Basin San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 05/13/05 LA COSTA CONDOS - 981027 PROPOSED RATIONAL METHOD - 200 BASIN G:\ACCTS\981027\981027P2 ********* Hydrology Study Control Information ********** Program License Serial Number 5014 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.700 24 hour precipitation(inches) = 4.700 P6/P24 = 57.4% San Diego hydrology manual 'C' values used Process from Point/Station 147.000 to Point/Station 145.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 130.000(Ft.) Highest elevation = 114.500(Ft.) Lowest elevation = 103.500(Ft.) Elevation difference = 11.000(Ft.) Slope = 8.462 % Top of Initial Area Slope adjusted by User to 8.500 % Bottom of Initial Area Slope adjusted by User to 8.500 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 8.50 %, in a development type of Permanent Open Space In Accordance With Table 3-2 Initial Area Time of Concentration = 6.90 minutes (for slope value of 10.00 %) G:\Accts\981027\981027P2.DOC 38 The initial area total distance of 130.00 (Ft.) entered leaves a remaining distance of 30.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.28 minutes for a distance of 30.00 (Ft.) and a slope of 8.50 % with an elevation difference of 2.55(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 0.277 Minutes Tt=[ (11.9*0.0051*3)/( 2.55)]".385= 0.28 Total initial area Ti = 6.90 minutes from Table 3-2 plus 0.28 minutes from the Figure 3-4 formula = 7.18 minutes Rainfall intensity (I) = 5.635(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.059(CFS) Total initial stream area = 0.030(Ac.) Process from Point/Station 145.000 to Point/Station 170.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 103.500 (Ft.) Downstream point elevation = 92.500(Ft.) Channel length thru subarea = 520.000(Ft.) Channel base width = 0.100(Ft.) Slope or 'Z1 of left channel bank = 1.250 Slope or 'Z' of right channel bank = 1.250 Estimated mean flow rate at midpoint of channel = 0.619(CFS) Manning's 'N1 = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(g) thru subarea = 0.619(CFS) Depth of flow = 0.318(Ft.), Average velocity = 3.913(Ft/s) Channel flow top width = 0.895(Ft.) Flow Velocity = 3.91(Ft/s) Travel time = 2.22 min. Time of concentration = 9.39 min. Critical depth = 0.395(Ft.) Adding area flow to channel User specified 'C' value of 0.570 given for subarea Rainfall intensity = 4.737(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.268 Subarea runoff = 1.210(CFS) for 0.440(Ac.) Total runoff = 1.269(CFS) Total area = 0.470(Ac.) Depth of flow = 0.428(Ft.), Average velocity = 4.674(Ft/s) Critical depth = 0.539(Ft.) Process from Point/Station 170.000 to Point/Station 171.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 82.490(Ft.) Downstream point/station elevation = 79.320(Ft.) Pipe length = 27.44(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.269(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 1.269(CFS) G:\Accts\981027\981027P2.DOC 39 Normal flow depth in pipe = 3.22(In.) Flow top width inside pipe = 5.98(In.) Critical depth could not be calculated. Pipe flow velocity = 11.82(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 9.43 min. End of computations, total study area = 0.470 (Ac.) G:\Accts\981027\981027P2.DOC 4Q Proposed Drainage with Detention 100 Basin San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 11/02/07 LA COSTA CONDOS - 981027 PROPOSED RATIONAL METHOD WITH DETENTION - 100 BASIN G:\ACCTS\981027\987027P3 ********* Hydrology Study Control Information ********** Program License Serial Number 5014 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.700 24 hour precipitation (inches) = 4.700 P6/P24 = 57.4% San Diego hydrology manual 'C' values used Process from Point/Station 100.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 113.000(Ft.) Highest elevation = 204.400(Ft.) Lowest elevation = 197.400(Ft.) Elevation difference = 7.000(Ft.) Slope = 6.195 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 6.20 %, in a development type of 7.3 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 6.00 minutes (for slope value of 5.00 %) The initial area total distance of 113.00 (Ft.) entered leaves a remaining distance of 13.00 (Ft.) 1 *" Using Figure 3-4, the travel time for this distance is 0.16 minutes for a distance of 13.00 (Ft.) and a slope of 6.20 % with an elevation difference of 0.81(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) 0.164 Minutes Tt=[(11.9*0.0025A3)/( 0.81)]A.385= 0.16 Total initial area Ti = 6.00 minutes from Table 3-2 plus 0.16 minutes from the Figure 3-4 formula = 6.16 minutes Rainfall intensity (I) = 6.215(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.92KCFS) Total initial stream area = 0.260(Ac.) Process from Point/Station 102.000 to Point/Station 104.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 197.400(Ft.) Downstream point elevation = 143.900(Ft.) Channel length thru subarea = 120.000(Ft.) Channel base width = 30.000(Ft.) Slope or 'Z' of left channel bank = 75.000 Slope or 'Z' of right channel bank = 75.000 Estimated mean flow rate at midpoint of channel = 1.67KCFS) Manning's 'N' = 0.030 Maximum depth of channel = 0.100(Ft.) Flow(q) thru subarea = 1.671(CFS) Depth of flow = 0.021(Ft.), Average velocity = 2.468(Ft/s) Channel flow top width = 33.213(Ft.) Flow Velocity = 2.47(Ft/s) Travel time = 0.81 min. Time of concentration = 6.97 min. Critical depth = 0.044(Ft.) Adding area flow to channel User specified 'C' value of 0.570 given for subarea Rainfall intensity = 5.739(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.405 Subarea runoff = 1.402(CFS) for 0.450(Ac.) Total runoff = 2.323(CFS) Total area = 0.710(Ac.) Depth of flow = 0.026(Ft.), Average velocity = 2.792(Ft/s) Critical depth = 0.055(Ft.) Process from Point/Station 104.000 to Point/Station 118.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 143.900(Ft.) Downstream point elevation = 124.100(Ft.) Channel length thru subarea = 118.000(Ft.) Channel base width = 0.100(Ft.) Slope or 'Z1 of left channel bank = 1.250 Slope or 'Z' of right channel bank = 1.250 Estimated mean flow rate at midpoint of channel = 2.748(CFS) Manning's 'N' =0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 2.748(CFS) Depth of flow = 0.384(Ft.), Average velocity = 12.334(Ft/s) Channel flow top width = 1.060(Ft.) Flow Velocity = 12.33(Ft/s) Travel time = 0.16 min. Time of concentration = 7.13 min. Critical depth = 0.750(Ft.) Adding area flow to channel User specified 'C' value of 0.570 given for subarea Rainfall intensity = 5.656(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.553 Subarea runoff = 0.805(CFS) for 0.260(Ac.) Total runoff = 3.127(CFS) Total area = 0.970(Ac.; Depth of flow = 0.405(Ft.), Average velocity = 12.736(Ft/s) Critical depth = 0.789 (Ft.) Process from Point/Station 118.000 to Point/Station 118.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.850 given for subarea Time of concentration = 7.13 min. Rainfall intensity = 5.656(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.850 CA = 1.148 Subarea runoff = 3.363(CFS) for 0.380(Ac.) Total runoff = 6.49KCFS) Total area = 1.350 (Ac.) Process from Point/Station 118.000 to Point/Station 119.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 121. 500(Ft.) Downstream point elevation = 115.300(Ft.) Channel length thru subarea = 22.000(Ft.) Channel base width = 0.100(Ft.) Slope or 'Z' of left channel bank = 1.250 Slope or 'Z' of right channel bank = 1.250 Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 6.491(CFS) Depth of flow = 0.491(Ft.), Average velocity = 18.548(Ft/s) Channel flow top width = 1.327(Ft.) Flow Velocity = 18.55(Ft/s) Travel time = 0.02 min. Time of concentration = 7.15 min. Critical depth = 1.063(Ft.) Process from Point/Station 119.000 to Point/Station 119.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.350(Ac.) Runoff from this stream = 6.491(CFS) Time of concentration = 7.15 min. Rainfall intensity = 5.646(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 114.000 to Point/Station 117.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (43.0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance = 20.000(Ft.) Highest elevation = 152.300(Ft.) Lowest elevation = 151. 900(Ft.) Elevation difference = 0.400(Ft.) Slope = 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.00 %, in a development type of 43.0 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 4.00 minutes (for slope value of 2.00 %) Calculated TC of 4.000 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff = 0.169(CFS) Total initial stream area = 0.030(Ac.) Process from Point/Station 117.000 to Point/Station 143.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 139.000(Ft.) Downstream point/station elevation = 138.000(Ft.) Pipe length = 205.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.169(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.169(CFS) Normal flow depth in pipe = 2.50(In.) Flow top width inside pipe = 5.92(In.) Critical Depth = 2.46(In.) Pipe flow velocity = 2.17(Ft/s) Travel time through pipe = 1.57 min. Time of concentration (TC) = 5.57 min. Process from Point/Station 143.000 to Point/Station **** SUBAREA FLOW ADDITION **** 143.000 User specified 'C' value of 0.710 given for subarea Time of concentration = 5.57 min. Rainfall intensity = 6.632(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA = 0.213 Subarea runoff = 1.244(CFS) for 0.270(Ac.) Total runoff = 1.413(CFS) Total area = 0.300(Ac.) Process from Point/Station 143.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 143.000 Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.300(Ac.) Runoff from this stream = 1.413(CFS) Time of concentration = 5.57 min. Rainfall intensity = 6.632(In/Hr) Process from Point/Station 115.000 to Point/Station **** INITIAL AREA EVALUATION **** 111.000 = 130.000(Ft.) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL 3 (4.3 DU/A or Less ) Impervious value, Ai = 0.300 Sub-Area C Value = 0.520 Initial subarea total flow distance Highest elevation = 219.200(Ft.) Lowest elevation = 217.200(Ft.) Elevation difference = 2.000(Ft.) Slope = 1.538 % Top of Initial Area Slope adjusted by User to 3.000 % Bottom of Initial Area Slope adjusted by User to 3.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 95.00 (Ft) for the top area slope value of 3.00 %, in a development type of 4.3 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 7.80 minutes (for slope value of 3.00 %) The initial area total distance of 130.00 (Ft.) entered leaves a remaining distance of 35.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.47 minutes for a distance of 35.00 (Ft.) and a slope of 3.00 % with an elevation difference of 1.05(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) 0.465 Minutes Tt=[(11.9*0.0066^3)/( 1.05)]A.385= 0.47 Total initial area Ti = 7.80 minutes from Table 3-2 plus 0.47 minutes from the Figure 3-4 formula = 8.27 minutes Rainfall intensity (I) = 5.144(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.520 Subarea runoff = 4.414(CFS) Total initial stream area = 1.650(Ac.) Process from Point/Station 111.000 to Point/Station 112.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 217.200(Ft.) Downstream point elevation = 144.800(Ft.) Channel length thru subarea = 231.000(Ft.) Channel base width = 30.000(Ft.) Slope or 'Z' of left channel bank = 75.000 Slope or 'Z' of right channel bank = 75.000 Estimated mean flow rate at midpoint of channel = 5.524(CFS) Manning's 'N' =0.030 Maximum depth of channel = 0.100(Ft.) Flow(q) thru subarea = 5.524(CFS) Depth of flow = 0.048(Ft.), Average velocity = 3.423(Ft/s) Channel flow top width = 37.203(Ft.) Flow Velocity = 3.42(Ft/s) Travel time = 1.12 min. Time of concentration = 9.39 min. Critical depth = 0.094(Ft.) Adding area flow to channel User specified 'C' value of 0.570 given for subarea Rainfall intensity = 4.738(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 1.414 Subarea runoff = 2.284(CFS) for 0.830(Ac.) Total runoff = 6.697(CFS) Total area = 2.480(Ac.) Depth of flow = 0.054(Ft.), Average velocity = 3.664(Ft/s) Critical depth = 0.105(Ft.) Process from Point/Station 112.000 to Point/Station 143.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 144. 800(Ft.) Downstream point elevation = 137.900(Ft.) Channel length thru subarea = 58.000(Ft.) Channel base width = 0.100(Ft.) Slope or 'Z' of left channel bank = 1.250 Slope or 'Z' of right channel bank = 1.250 Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 6.697(CFS) Depth of flow = 0.591(Ft.), Average velocity = 13.516(Ft/s) Channel flow top width = 1.577 (Ft.) Flow Velocity = 13.52(Ft/s) Travel time = 0.07 min. Time of concentration = 9.46 min. Critical depth = 1.070(Ft.) Process from Point/Station 143.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 143.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.480(Ac.) Runoff from this stream = 6.697(CFS) Time of concentration = 9.46 min. Rainfall intensity = 4.715(In/Hr) Process from Point/Station 106.000 to Point/Station **** INITIAL AREA EVALUATION **** 108.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 102.000(Ft.) Highest elevation = 226.400(Ft.) Lowest elevation = 220.000(Ft.) Elevation difference = 6.400(Ft.) Slope = 6.275 % Top of Initial Area Slope adjusted by User to 6.300 % Bottom of Initial Area Slope adjusted by User to 6.300 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 6.30 %, in a development type of 7.3 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 6.00 minutes (for slope value of 5.00 %) The initial area total distance of 102.00 (Ft.) entered leaves a remaining distance of 2.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.04 minutes for a distance of 2.00 (Ft.) and a slope of 6.30 % with an elevation difference of 0.13(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]*.385 *60(min/hr) = 0.039 Minutes Tt=[ (11.9*0.0004A3)/( 0.13)]*.385= 0.04 Total initial area Ti = 6.00 minutes from Table 3-2 plus 0.04 minutes from the Figure 3-4 formula = 6.04 minutes Rainfall intensity (I) = 6.298(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 1.149(CFS) Total initial stream area = 0.320(Ac.) Process from Point/Station 108.000 to Point/Station 110.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 220.000(Ft.) Downstream point elevation = 149.400(Ft.) Channel length thru subarea = 129.000(Ft.) Channel base width = 30.000(Ft.) Slope or 'Z' of left channel bank = 75.000 Slope or 'Z1 of right channel bank = 75.000 - Estimated mean flow rate at midpoint of channel = 2.292(CFS) Manning's 'N' =0.030 Maximum depth of channel = 0.100(Ft.) Flow(q) thru subarea = 2.292(CFS) Depth of flow = 0.024(Ft.), Average velocity = 2.963(Ft/s) Channel flow top width = 33.647(Ft.) Flow Velocity = 2.96(Ft/s) Travel time = 0.73 min. Time of concentration = 6.76 min. Critical depth = 0.054(Ft.) Adding area flow to channel User specified 'C' value of 0.570 given for subarea Rainfall intensity = 5.854(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.576 Subarea runoff = 2.221(CFS) for 0.690(Ac.) Total runoff = 3.370(CFS) Total area = 1.010(Ac.) Depth of flow = 0.031(Ft.), Average velocity = 3.419(Ft/s) Critical depth = 0.069 (Ft.) Process from Point/Station 110.000 to Point/Station 143.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 149.400(Ft.) Downstream point elevation = 137.900(Ft.) .Channel length thru subarea = 260.000(Ft.) Channel base width = 0.100(Ft.) Slope or 'Z' of left channel bank = 1.250 Slope or 'Z' of right channel bank = 1.250 Manning's 'N1 = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 3.370(CFS) Depth of flow = 0.547(Ft.), Average velocity = 7.858(Ft/s) Channel flow top width = 1.468(Ft.) Flow Velocity = 7.86(Ft/s) Travel time = 0.55 min. Time of concentration = 7.32 min. Critical depth = 0.813(Ft.) Process from Point/Station 143.000 to Point/Station 143.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 3 Stream flow area = 1.010(Ac.) Runoff from this stream = 3.370(CFS) Time of concentration = 7.32 min. Rainfall intensity = 5.565(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) I 2 3 Qmax(1) = 1.413 6.697 3.370 5.57 9.46 7.32 6.632 4.715 5.565 Qmax(2) = Qmax(3) = 1 1 1 0 1 0 0 1 1 .000 .000 .000 .711 .000 .847 .839 .000 .000 * * * * * * * * * 1 0 0 1 1 1 1 0 1 .000 .589 .762 .000 .000 .000 .000 .773 .000 * * * * * * * * * 1 6 3 1 6 3 1 6 3 .413) .697) .370) .413) .697) .370) .413) .697) .370) 7.925 10.556 9.734 Total of 3 streams to confluence: Flow rates before confluence point: 1.413 6.697 3.370 Maximum flow rates at confluence using above data: 7.925 10.556 9.734 Area of streams before confluence: 0.300 2.480 1.010 Results of confluence: Total flow rate = /lo.556(CFS Time of concentration1^ 9 .^62 min. Effective stream area after confluence = 3.790(Ac.) Process from Point/Station 143.000 to Point/Station **** USER DEFINED FLOW INFORMATION AT A POINT **** 119.000 User specified 'C' value of 0.630 given for subarea Rainfall intensity (I) = 4.714(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 9.46 min. Rain intensity = 4.71(In/Hr) Total area = 3.790(Ac.) Total runoff = 0.694(CFS) Process from Point/Station 119.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 119.000 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.790(Ac.) Runoff from this stream = 0.694(CFS) Time of concentration = Rainfall intensity = Summary of stream data: Stream No. Flow rate (CFS) 9.46 min. 4.714(In/Hr) TC (min) Rainfall Intensity (In/Hr) I 2 Qmax ( 1 ) 6.491 0.694 = 1.000 * 1.000 * 7.15 9.46 1.000 * 0.756 * Qmax(2) = 0.835 * 1.000 * 1.000 * 1.000 * 5.646 4.714 6.491) + 0.694) + 6.491) + 0.694) + 7.015 6.113 Total of 2 main streams to confluence: Flow rates before confluence point: 6.491 0.694 Maximum flow rates at confluence using above data: 7.015 6.113 Area of streams before confluence: 1.350 3.790 Results of confluence: Total flow rate = 7.015(CFS) Time of concentration = 7.154 min. Effective stream area after confluence 5.140(Ac.) Process from Point/Station 119.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 124.000 Upstream point elevation = 121.500(Ft.) Downstream point elevation = 114.100(Ft.) Channel length thru subarea = 35.000(Ft.) Channel base width = 0.100(Ft.) Slope or 'Z' of left channel bank = 1.250 Slope or 'Z1 of right channel bank = 1.250 Manning's 'N' =0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 7.015(CFS) Depth of flow = 0.536(Ft.), Average velocity = Channel flow top width = 1.441(Ft.) Flow Velocity = 16.97(Ft/s) Travel time = 0.03 min. Time of concentration = 7.19 min. Critical depth = 1.094(Ft.) 16.972(Ft/s) Process from Point/Station 124.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 124.000 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 5.140(Ac.) Runoff from this stream = 7.015(CFS) Time of concentration = 7.19 min. Rainfall intensity = 5.629(In/Hr) Process from Point/Station 166.000 to Point/Station **** INITIAL AREA EVALUATION **** 167.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance = 45.000(Ft.) Highest elevation = 132.500(Ft.) Lowest elevation = 130.500(Ft.) Elevation difference = 2.000(Ft.) Slope = 4.444 % Top of Initial Area Slope adjusted by User to 4.400 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 95.00 (Ft) for the top area slope value of 4.40 %, in a development type of Neighborhod Commercial In Accordance With Table 3-2 Initial Area Time of Concentration = 3.40 minutes (for slope value of 5.00 %) Calculated TC of 3.400 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff = 0.337(CFS) Total initial stream area = 0.060(Ac.) Process from Point/Station 167.000 to Point/Station 124.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 125.500(Ft.) Downstream point elevation = 114.100(Ft.) Channel length thru subarea = 245.000(Ft.) Channel base width = 0.100(Ft.) Slope or 'ZT of left channel bank = 1.250 Slope or 'Z' of right channel bank = 1.250 Estimated mean flow rate at midpoint of channel = Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 0.976(CFS) Depth of flow = 0.326(Ft.), Average velocity = Channel flow top width = 0.916(Ft.) Flow Velocity = 5.89(Ft/s) Travel time = 0.69 min. 0.976(CFS) 5.892(Ft/s) Time of concentration = 4.09 min. Critical depth = 0.480(Ft.) Adding area flow to channel User specified 'C' value of 0.570 given for subarea Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.217 Subarea runoff = 1.204(CFS) for 0.320(Ac.) Total runoff = 1.541(CFS) Total area = 0.380(Ac.) Depth of flow = 0.394(Ft.), Average velocity = 6.597(Ft/s) Critical depth = 0.586(Ft.) Process from Point/Station 124.000 to Point/Station 124.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.380(Ac.) Runoff from this stream = 1.541(CFS) Time of concentration = 4.09 min. Rainfall intensity = 7.114(ln/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) 7.015 1.541 1.000 * 0.791 * Qmax(2) = 1.000 1.000 7.19 4.09 1.000 * 1.000 * 0.569 * 1.000 * 5.629 7.114 7.015) + 1.541) + 7.015) + 1.541) + 8.234 5.535 Total of 2 streams to confluence: Flow rates before confluence point: 7.015 1.541 Maximum flow rates at confluence using above data: 8.234 5.535 Area of streams before confluence: 5.140 0.380 Results of confluence: Total flow rate = 8.234(CFS) Time of concentration = 7.188 min. Effective stream area after confluence = 5.520(Ac. Process from Point/Station 124.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 126.000 Upstream point elevation = 114.100(Ft.) Downstream point elevation = 107.500(Ft.) Channel length thru subarea = 75.000 (Ft.'. Channel base width = 0.100(Ft.) Slope or 'Z' of left channel bank = 1.000 Slope or 'Z' of right channel bank = 1.000 Manning's 'N' = 0.015 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 8.234(CFS) Depth of flow = 0.753(Ft.), Average velocity = Channel flow top width = 1.606(Ft.) Flow Velocity = 12.82(Ft/s) Travel time = 0.10 min. Time of concentration = 7.29 min. Critical depth = 1.281(Ft.) 12.818(Ft/s) Process from Point/Station 126.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 126.000 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 5.520(Ac.) Runoff from this stream = 8.234(CFS) Time of concentration = 7.29 min. Rainfall intensity = 5.580(In/Hr) Process from Point/Station 120.000 to Point/Station 121.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (43.0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance = 30.000(Ft.) Highest elevation = 126.800(Ft.) Lowest elevation = 126.200(Ft.) Elevation difference = 0.600(Ft.) Slope = 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.00 %, in a development type of 43.0 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 4.00 minutes (for slope value of 2.00 %) Calculated TC of 4.000 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff = 0.225(CFS) Total initial stream area = 0.040(Ac.) Process from Point/Station 121.000 to Point/Station 126.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 113.300(Ft.) Downstream point/station elevation = 104.000(Ft.) Pipe length = 495.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = Nearest computed pipe diameter = 6 Calculated individual pipe flow = 0.225(GFS) Normal flow depth in pipe = 2.03(In.) Flow top width inside pipe = 5.68(In.) Critical Depth = 2.85(In.) Pipe flow velocity = 3.84(Ft/s) Travel time through pipe = 2.15 min. Time of concentration (TC) = 6.15 min. 0.225(CFS) 00(In.) Process from Point/Station 126.000 to Point/Station **** SUBAREA FLOW ADDITION **** 126.000 User specified 'C1 value of 0.710 given for subarea Time of concentration = 6.15 min. Rainfall intensity = 6.224(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA = 0.291 Subarea runoff = 1.587(CFS) for 0.370(Ac.) Total runoff = 1.812(CFS) Total area = 0.410(Ac.) Process from Point/Station 126.000 to Point/Station 126.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.410(Ac.) Runoff from this stream = 1.812(CFS) Time of concentration = 6.15 min. Rainfall intensity = 6.224(In/Hr) Process from Point/Station 172.000 to Point/Station **** INITIAL AREA EVALUATION **** 168.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance = Highest elevation = 126. 800 (Ft.) Lowest elevation = 126. 000 (Ft.) Elevation difference = 0.800 (Ft.) Slope = 40. 000 (Ft.) 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.00 %, in a development type of 43.0 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 4.00 minutes (for slope value of 2.00 %) Calculated TC of 4.000 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff = 0.281(CFS) Total initial stream area = 0.050(Ac.) Process from Point/Station **** STREET FLOW TRAVEL TIME 168.000 to Point/Station SUBAREA FLOW ADDITION **** 126.000 Top of street segment elevation = 114.000(Ft.) End of street segment elevation = 107.500(Ft.) Length of street segment = 315.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 12.000(Ft.) Distance from crown to crossfall grade break = 10.500(Ft.) Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 2.000 Gutter width = 1.500 (Ft.) Gutter hike from flowline = 0.125(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.141(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.021(Ft.) Flow velocity = 2.58(Ft/s) Travel time = 2.04 min. TC = 6.04 min. Adding area flow to street User specified 'C' value of 0.870 given for subarea Rainfall intensity = 6.299(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.478 Subarea runoff = 2.733(CFS) for 0.500(Ac.) Total runoff = 3.014(CFS) Total area = 0.550(Ac.) Street flow at end of street = 3.014(CFS) Half street flow at end of street = 3.014(CFS) Depth of flow = 0.182(Ft.), Average velocity = 3.014(Ft/s) Flow width (from curb towards crown)= 10.072(Ft.) 1.619(CFS) 2.576(Ft/s) Process from Point/Station 126.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 126.000 Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.550(Ac.) Runoff from this stream = 3.014(CFS) Time of concentration = 6.04 min. Rainfall intensity = 6.299(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 3 Qmax ( 1 ) 8 1 3 = 1 0 0 .234 .812 . 014 .000 * .897 * .886 * 7 6 6 1 1 1 .29 .15 .04 .000 .000 .000 * * * Qmax(2) = 000 * 000 * 0.988 * Qmax(3) = 1 1 1 000 * 000 * 000 * 0.844 * 1.000 * 1.000 * 0.829 * 0.982 * 1.000 * 5.580 6.224 6.299 8.234) + 1.812) + 3.014) + 8.234) + 1.812) + 3.014) + 8.234) + 1.812) + 3.014) + 12.529 11.742 11.617 Total of 3 streams to confluence: Flow rates before confluence point: 8.234 1.812 3.014 Maximum flow rates at confluence using above data: 12.529 11.742 11.617 Area of streams before confluence: 5.520 0.410 0.550 Results of confluence: Total flow rate = 12.529(CFS) Time of concentration = 7.286 min. Effective stream area after confluence = 6.480(Ac.) Process from Point/Station 126.000 to Point/Station 128.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 104.000(Ft.) Downstream point/station elevation = 103.700(Ft.) Pipe length = 10.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.529 (CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 12.529(CFS) Normal flow depth in pipe = 10.98(In.) Flow top width inside pipe = 17.56(In.) Critical Depth = 16.02(In.) Pipe flow velocity = 11.10(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 7.30 min. Process from Point/Station 128.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 128.000 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 6.480(Ac.) Runoff from this stream = 12.529(CFS) Time of concentration = 7.30 min. Rainfall intensity = 5.573(In/Hr) Process from Point/Station 130.000 to Point/Station **** INITIAL AREA EVALUATION **** 131.000 100.000(Ft.) 2.00 %, in a development type of Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (43.0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance = Highest elevation = 126.200(Ft.) Lowest elevation = 124.200(Ft.) Elevation difference = 2.000(Ft.) Slope = 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 43.0 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 4.00 minutes (for slope value of 2.00 %) The initial area total distance of 100.00 (Ft.) entered leaves a remaining distance of 25.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.42 minutes for a distance of 25.00 (Ft.) and a slope of 2.00 % with an elevation difference of 0.50(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]*.385 *60(min/hr) 0.420 Minutes Tt=[ (11.9*0.0047^3)/( 0.50)1^.385= 0.42 Total initial area Ti = 4.00 minutes from Table 3-2 plus 0.42 minutes from the Figure 3-4 formula = 4.42 minutes Calculated TC of 4.420 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff = 0.731(CFS) Total initial stream area = 0.130(Ac.) Process from Point/Station 131.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 132.000 Top of street segment elevation = 113.100(Ft.) End of street segment elevation = 107.700(Ft.) Length of street segment = 260.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 12.000(Ft.) Distance from crown to crossfall grade break = 10.500(Ft.) Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0,020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 2.000 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.125(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.931(CFS) Depth of flow = 0.151(Ft.), Average velocity = 2.700(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.543(Ft.) Flow velocity = 2.70(Ft/s) Travel time = 1.60 min. TC = 6.02 min. Adding area flow to street User specified 'C' value of 0.850 given for subarea Rainfall intensity = 6.308(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.850 CA = 0.484 Subarea runoff = 2.325(CFS) for 0.440(Ac.) Total runoff = 3.056(CFS) Total area = 0.570(Ac.) Street flow at end of street = 3.056(CFS) Half street flow at end of street = 3.056(CFS) Depth of flow = 0.183(Ft.), Average velocity = 3.032(Ft/s) Flow width (from curb towards crown)= 10.112(Ft.) Process from Point/Station 132.000 to Point/Station 128.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 104.000(Ft.) Downstream point/station elevation = 103.700(Ft.) Pipe length = 10.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.056(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 3.056(CFS) Normal flow depth in pipe = 5.96(In.) Flow top width inside pipe = 12.00(In.) Critical Depth = 8.99(In.) Pipe flow velocity = 7.84(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 6.05 min. Process from Point/Station 128.000 to Point/Station 128.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.570(Ac.) Runoff from this stream = 3.056(CFS) Time of concentration = 6.05 min. Rainfall intensity = 6.293(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) 12.529 3.056 1.000 * 0.885 * Qmax(2) = 1.000 1.000 7.30 6.05 1.000 * 1.000 * 0.828 * 1.000 * 5.573 6.293 12.529) + 3.056) + 12.529) + 3.056) + 15.235 13.432 Total of 2 streams to confluence: Flow rates before confluence point: 12.529 3.056 Maximum flow rates at confluence using above data: 15.235 13.432 Area of streams before confluence: 6.480 0.570 Results of confluence: Total flow rate = 15.235(CFS) Time of concentration = 7.301 min. Effective stream area after confluence = 7.050(Ac.) Process from Point/Station 128.000 to Point/Station 129.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 103.330(Ft.) Downstream point/station elevation = 102.560(Ft.) Pipe length = 77.13(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.235(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 15.235(CFS) Normal flow depth in pipe = 16.55(In.) Flow top width inside pipe = 17.17(In.) Critical Depth = 17.34(In.) Pipe flow velocity = 7.50(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 7.47 min. Process from Point/Station 129.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 133 .000 Upstream point/station elevation = 102.330(Ft.; Downstream point/station elevation = 100.590(Ft.) Pipe length = 163.89(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.235(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 15.235(CFS) Normal flow depth in pipe = 16.08(In.) Flow top width inside pipe = 17.79(In.) Critical Depth = 17.34(In.) Pipe flow velocity = 7.71(Ft/s) Travel time through pipe = 0.35 min. Time of concentration (TC) = 7.83 min. Process from Point/Station 133.000 to Point/Station 136.000 **** piPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 100.260(Ft.) Downstream point/station elevation = 97.660(Ft.) Pipe length = 93.08(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.235(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 15.235(CFS) Normal flow depth in pipe = 12.96(In.) Flow top width inside pipe = 16.16(In.) Critical Depth = 16.92(In.) Pipe flow velocity = 11.19(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 7.97 min. Process from Point/Station 136.000 to Point/Station 136.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 7.050(Ac.) Runoff from this stream = 15.235(CFS) Time of concentration = 7.97 min. Rainfall intensity = 5.268(In/Hr) Process from Point/Station 141.000 to Point/Station 138.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (43.0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance = 50.000(Ft.) Highest elevation = 123.200(Ft.) Lowest elevation = 122.200(Ft.) Elevation difference = 1.000(Ft.) Slope = 2.000 % INITIAL AREA TIME OP CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.00 %, in a development type of 43.0 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 4.00 minutes (for slope value of 2.00 %) Calculated TC of 4.000 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff = 0.112(CFS) Total initial stream area = 0.020(Ac.) Process from Point/Station 138.000 to Point/Station 136.000 **** pipEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 110.800(Ft.) Downstream point/station elevation = 97.660(Ft.) Pipe length = 115.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = Nearest computed pipe diameter = 3 Calculated individual pipe flow = 0 Normal flow depth in pipe = 1.16(In.) Flow top width inside pipe = 2.92(In.) Critical Depth = 2.43(In.) Pipe flow velocity = 6.39(Ft/s) Travel time through pipe = 0.30 min. Time of concentration (TC) = 4.30 min. 0.112(CFS) 00(In.) 112(CFS) Process from Point/Station 136.000 to Point/Station **** SUBAREA FLOW ADDITION **** 136.000 User specified 'C' value of 0.710 given for subarea Time of concentration = 4.30 min. Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA = 0.085 Subarea runoff = 0.494(CFS) for 0.100(Ac.) Total runoff = 0.606 (CFS) Total area = 0.120(Ac.) Process from Point/Station 136.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 136.000 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.120(Ac.) Runoff from this stream = 0.606(CFS) Time of concentration = 4.30 min. Rainfall intensity = 7.114(In/Hr) Process from Point/Station 134.000 to Point/Station 135.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (43.0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance = 40.000(Ft.) Highest elevation = 115.800(Ft.) Lowest elevation = 115.400(Ft.) Elevation difference = 0.400(Ft.) Slope = 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.00 %, in a development type of 43.0 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 4.70 minutes (for slope value of 1.00 %) Calculated TC of 4.700 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff = 0.169(CFS) Total initial stream area = 0.030(Ac.) Process from Point/Station 135.000 to Point/Station 136.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 112. 900(Ft.) Downstream point/station elevation = 97.660(Ft.) Pipe length = 270.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.169(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 0.169(CFS) Normal flow depth in pipe = 1.81(In.) Flow top width inside pipe = 2.94(In.) Critical Depth = 2.81(In.) Pipe flow velocity = 5.43(Ft/s) Travel time through pipe = 0.83 min. Time of concentration (TC) = 5.53 min. Process from Point/Station 136.000 to Point/Station 136.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.710 given for subarea Time of concentration = 5.53 min. Rainfall intensity = 6.667(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA = 0.185 Subarea runoff = 1.062(CFS) for 0.230(Ac.; Total runoff = 1.231(CFS) Total area =0.260(Ac.) Process from Point/Station 136.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 136.000 Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.260(Ac.) Runoff from this stream = 1.231(CFS) Time of concentration = 5.53 min. Rainfall intensity = 6.667(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 3 Qmax ( 1 ) Qmax ( 2 ) Qmax ( 3 ) 15. 0 . 1. = 1. 0. 0. = 1. 1. 1. = 1. 0. 1 . 235 606 231 000 741 790 000 000 000 000 937 000 * * * * * * * * * 7 4 5 1 1 1 0 1 0 0 1 1 .97 .30 .53 .000 .000 .000 .540 .000 .778 .694 .000 .000 * * * * * * * * * 15 0 1 15 0 1 15 0 1 .235) .606) .231) .235) .606) .231) .235) .606) .231) 5.268 7.114 6.667 16.656 9.788 12.374 Total of 3 streams to confluence: Flow rates before confluence point: 15.235 0.606 1.231 Maximum flow rates at confluence using above data: 16.656 9.788 12.374 Area of streams before confluence: 7.050 0.120 0.260 Results of confluence: Total flow rate = 16.656(CFS) Time of concentration = 7.965 min. Effective stream area after confluence = 7.430(Ac.) Process from Point/Station 136.000 to Point/Station 137.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 97.330(Ft.) Downstream point/station elevation = 82.370(Ft.) Pipe length = 39.57(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 16.656(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 16.656(CFS) Normal flow depth in pipe = 7.83(In.) Flow top width inside pipe = 11.43(In.) Critical depth could not be calculated. Pipe flow velocity = 30.69(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 7.99 min. Process from Point/Station 137.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 137.000 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 7.430(Ac.) Runoff from this stream = 16.656(CFS) Time of concentration = 7.99 min. Rainfall intensity = 5.259(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 163.000 to Point/Station **** INITIAL AREA EVALUATION **** 164.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (43.0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance = 20.000(Ft.) Highest elevation = 125.000(Ft.) Lowest elevation = 124.600(Ft.) Elevation difference = 0.400(Ft.) Slope = 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.00 %, in a development type of 43.0 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 4.00 minutes (for slope value of 2.00 %) Calculated TC of 4.000 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff = 0.112(CFS) Total initial stream area = 0.020(Ac.) Process from Point/Station 164.000 to Point/Station 165.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 115.000(Ft.) Downstream point elevation = 108.500(Ft.) Channel length thru subarea = 135.000(Ft.) Channel base width = 0.100(Ft.) Slope or 'Z' of left channel bank = 1.250 Slope or 'Z1 of right channel bank = 1.250 Estimated mean flow rate at midpoint of channel = 0.562(CFS) Manning's 'N' =0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 0.562(CFS) Depth of flow = 0.257(Ft.), Average velocity = 5.205(Ft/s) Channel flow top width = 0.742(Ft.) Flow Velocity = 5.20(Ft/s) Travel time = 0.43 min. Time of concentration = 4.43 min. Critical depth = 0.379(Ft.) Adding area flow to channel User specified 'C' value of 0.850 given for subarea Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.850 CA = 0.153 Subarea runoff = 0.976(CFS) for 0.160(Ac.) Total runoff = 1.088(CFS) Total area = 0.180(Ac.) Depth of flow = 0.339(Ft.), Average velocity = 6.131(Ft/s) Critical depth = 0.504(Ft.) Process from Point/Station 165.000 to Point/Station 148.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 97.370(Ft.) Downstream point/station elevation = 97.220(Ft.) Pipe length = 14.55(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.088(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.088(CFS) Normal flow depth in pipe = 5.27(In.) Flow top width inside pipe = 8.87(In.) Critical Depth = 5.75(In.) Pipe flow velocity = 4.04(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 4.49 min. Process from Point/Station 148.000 to Point/Station 148.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.180(Ac.) Runoff from this stream = 1.088(CFS) Time of concentration = 4.49 min. Rainfall intensity = 7.114(In/Hr) Process from Point/Station **** INITIAL AREA EVALUATION 149.000 to Point/Station **** 151.000 20. 000 (Ft.) Slope = 2.000 % Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (43.0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance Highest elevation = 151. 700 (Ft.) Lowest elevation = 151. 300 (Ft.) Elevation difference = 0.400 (Ft.) INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.00 %, in a development type of 43 . 0 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 4.00 minutes (for slope value of 2.00 %) Calculated TC of 4.000 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff = 0.450(CFS) Total initial stream area = 0.080 (Ac.) Process from Point/Station 151.000 to Point/Station 153.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 137.900(Ft.) Downstream point/station elevation = 133.000(Ft.) Pipe length = 92.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.450(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.450(CFS) Normal flow depth in pipe = 2.23(In.) Flow top width inside pipe = 5.80(In.) Critical Depth = 4.10(In.) Pipe flow velocity = 6.77(Ft/s) Travel time through pipe = 0.23 min. Time of concentration (TC) = 4.23 min. Process from Point/Station 153.000 to Point/Station 148.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 133.000 (Ft.) End of street segment elevation = 100.000(Ft.) Length of street segment = 520.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 12.000(Ft.) Distance from crown to crossfall grade break = 10.500(Ft. Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 2.000 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.125(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.126(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.279(Ft.) Flow velocity = 4.22(Ft/s) Travel time = 2.05 min. TC = 6.28 min. Adding area flow to street User specified 'C1 value of 0.850 given for subarea Rainfall intensity = 6.141(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.850 CA = 0.646 Subarea runoff = 3.518(CFS) for 0.680(Ac.) Total runoff = 3.967(CFS) Total area = 0.760(Ac.) Street flow at end of street = 3.967(CFS) Half street flow at end of street = 3.967(CFS) Depth of flow = 0.162(Ft.), Average velocity = 4.917(Ft/s) Flow width (from curb towards crown)= 9.064(Ft.) 2.175(CFS) 4.221(Ft/s) Process from Point/Station 148.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 148.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.760(Ac.) Runoff from this stream = 3.967(CFS) Time of concentration = 6.28 min. Rainfall intensity = 6.141(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 1.088 4.49 2 3.967 6.28 Qmax(1) = 1.000 * 1.000 * 1.000 * 0.715 * Qmax(2) = 0.863 * 1.000 * 1.000 * 1.000 * 7.114 6.141 1.088) + 3.967) + = 1.088) + 3.967) + = 3.926 4.907 Total of 2 streams to confluence: Flow rates before confluence point: 1.088 3.967 Maximum flow rates at confluence using above data: 3.926 4.907 Area of streams before confluence: 0.180 0.760 Results of confluence: Total flow rate = 4.907(CFS) Time of concentration = 6.280 min. Effective stream area after confluence = 0.940(Ac. 1 Process from Point/Station 148.000 to Point/Station 155.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 96.890(Ft.) Downstream point/station elevation = 96.810(Ft.) Pipe length = 8.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow Nearest computed pipe diameter = Calculated individual pipe flow = Normal flow depth in pipe = 9.77(In.) Flow top width inside pipe = 14.29(In.) Critical Depth = 10.77(In.) Pipe flow velocity = 5.79(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 6.30 min. 4.907(CFS) 15.00(In.) 4.907(CFS) Process from Point/Station 155.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 155.000 Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.940(Ac.) Runoff from this stream = 4.907(CFS) Time of concentration = 6.30 min. Rainfall intensity =6.127(In/Hr) Process from Point/Station 140.000 to Point/Station **** INITIAL AREA EVALUATION **** 144 .000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 295.000(Ft.) Highest elevation = 233.700(Ft.) Lowest elevation = 152.000(Ft.) Elevation difference = 81.700(Ft.) Slope = 27.695 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 27.70 %, in a development type of Permanent Open Space In Accordance With Table 3-2 Initial Area Time of Concentration = 6.90 minutes (for slope value of 10.00 %) The initial area total distance of 295.00 (Ft.) entered leaves a remaining distance of 195.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.74 minutes for a distance of 195.00 (Ft.) and a slope of 27.70 % with an elevation difference of 54.02(Ft.) from the end of the top area Tt = [11.9*length(Mi)*3)/(elevation change(Ft.))]*.385 *60(min/hr) 0.742 Minutes Tt=[(11.9*0.0369x3)/( 54 . 02)]" . 385= 0.74 Total initial area Ti = 6.90 minutes from Table 3-2 plus 0.74 minutes from the Figure 3-4 formula = 7.64 minutes Rainfall intensity (I) = 5.411(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 2.386(CFS) Total initial stream area = 1.260(Ac.) Process from Point/Station 144.000 to Point/Station 146.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 152.000(Ft.) Downstream point elevation = 123.500(Ft.) Channel length thru subarea = 225.000(Ft.) Channel base width = 0.100 (Ft.) Slope or '2' of left channel bank = 1.250 Slope or 'Z' of right channel bank = 1.250 Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 2.386(CFS) Depth of flow = 0.384(Ft.), Average velocity = 10.715(Ft/s) Channel flow top width = 1.060(Ft.) Flow Velocity = 10.71(Ft/s) Travel time = 0.35 min. Time of concentration = 7.99 min. Critical depth = 0.703(Ft.) Process from Point/Station 146.000 to Point/Station 146.000 **** SUBAREA FLOW ADDITION **** User specified CC' value of 0.570 given for subarea Time of concentration = 7.99 min. Rainfall intensity = 5.257(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 1.231 Subarea runoff = 4.086(CFS) for 0.900(Ac.) Total runoff = 6.472(CFS) Total area = 2.160(Ac.) Process from Point/Station 146.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 155.000 Upstream point/station elevation = 109.960(Ft.) Downstream point/station elevation = 96.810(Ft.) Pipe length = 146.82(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = Nearest computed pipe diameter Calculated individual pipe flow = Normal flow depth in pipe = 6.75(In.) Flow top width inside pipe = 11.91(In.) Critical depth could not be calculated. Pipe flow velocity = 14.23(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 8.16 min. 6.472(CFS) 12.00(In.) 6.472(CFS) Process from Point/Station 155.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 155.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.160(Ac.) Runoff from this stream = 6.472(CFS) Time of concentration = 8.16 min. Rainfall intensity = 5.185(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax ( 1 ) 4 .907 6.472 = 1.000 * 1.000 * 6.30 8.16 1.000 * 0.772 * Qmax(2) = 0.846 * 1.000 * 1.000 * 1.000 * 6.127 5.185 4.907) + 6.472) + 4.907) + 6.472) + 9.903 10 .625 Total of 2 streams to confluence: Flow rates before confluence point: 4.907 6.472 Maximum flow rates at confluence using above data: 9.903 10.625 Area of streams before confluence: 0.940 2.160 Results of confluence: Total flow rate = 10.625(CFS) Time of concentration = 8.164 min. Effective stream area after confluence = 3.100(Ac.) Process from Point/Station 155.000 to Point/Station 157.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 96.480(Ft.) Downstream point/station elevation = 96.040(Ft.) Pipe length = 44.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = Nearest computed pipe diameter = Calculated individual pipe flow = Normal flow depth in pipe = 12.59(In.) Flow top width inside pipe = 20.58(In.) Critical Depth = 14.59(In.) Pipe flow velocity = 7.06(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 8.27 min. 10.625(CFS) 21.00(In.) 10.625(CFS) Process from Point/Station 157.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 157.000 Along Main Stream number: 2 in normal stream number 1 Stream flow area = 3.100(Ac.) Runoff from this stream = 10.625(CFS) Time of concentration = 8.27 min. Rainfall intensity = 5.143(In/Hr) Process from Point/Station **** INITIAL AREA EVALUATION 160.000 to Point/Station 161.000 * *** = 153.000(Ft.) 1.634 % Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance Highest elevation = 131.000(Ft.) Lowest elevation = 128.500(Ft.) Elevation difference = 2.500(Ft.) Slope = Top of Initial Area Slope adjusted by User to 1.600 % Bottom of Initial Area Slope adjusted by User to 1.600 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1.60 %, in a development type of General Commercial In Accordance With Table 3-2 Initial Area Time of Concentration = 3.60 minutes (for slope value of 2.00 %) The initial area total distance of 153.00 (Ft.) entered leaves a remaining distance of 78.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.10 minutes for a distance of 78.00 (Ft.) and a slope of 1.60 % with an elevation difference of 1.25(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 1.099 Minutes Tt=[(11.9*0.0148A3)/( 1.25)]*.385= 1.10 Total initial area Ti = 3.60 minutes from Table 3-2 plus 1.10 minutes from the Figure 3-4 formula = 4.70 minutes Calculated TC of 4.699 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.467(CFS) Total initial stream area = 0.080(Ac.) Process from Point/Station **** STREET FLOW TRAVEL TIME + 161.000 to Point/Station SUBAREA FLOW ADDITION **** 157.000 Top of street segment elevation = 128.500(Ft.) End of street segment elevation = 101.100(Ft.) Length of street segment = 290.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 12.000(Ft.) Distance from crown to crossfall grade break = 10.500(Ft. Slope from gutter to grade break (v/hz) = 0.083 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 2.000 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.125(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.132(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.582(Ft.) Flow velocity = 5.30(Ft/s) Travel time = 0.91 min. TC = 5.61 min. Adding area flow to street User specified 'C' value of 0.850 given for subarea Rainfall intensity = 6.604(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.850 CA = 0.841 Subarea runoff = 5.09KCFS) for 0.910 (Ac.) Total runoff = 5.557(CFS) Total area = 0.990(Ac.) Street flow at end of street = 5.557(CFS) Half street flow at end of street = 5.557(CFS) Depth of flow = 0.171(Ft.), Average velocity = 6.212(Ft/s) Flow width (from curb towards crown)= 9.536(Ft.) 2.969(CFS) 5.300(Ft/s) Process from Point/Station 157.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 157.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.990(Ac.) Runoff from this stream = 5.557(CFS) Time of concentration = 5.61 min. Rainfall intensity = 6.604(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax ( 1 ) 10.625 5.557 = 1.000 * 0.779 * 8.27 5.61 1.000 * 1.000 * 5 6 10.625) + 5.557) + Qmax(2) = 1.000 1.000 0.679 * 1.000 * 5.143 6.604 10.625) + 5.557) + 14.952 12.767 Total of 2 streams to confluence: Flow rates before confluence point: 10.625 5.557 Maximum flow rates at confluence using above data: 14.952 12.767 Area of streams before confluence: 3.100 0.990 Results of confluence: Total flow rate = 14.952(CFS) Time of concentration = 8.268 min. Effective stream area after confluence = 4.090(Ac.) Process from Point/Station 157.000 to Point/Station 137.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 95.710(Ft.) Downstream point/station elevation = 82.370(Ft.) Pipe length = 353.31(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.952(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 14.952(CFS) Normal flow depth in pipe = 11.44(In.) Flow top width inside pipe = 17.33(In.) Critical Depth = 16.85(In.) Pipe flow velocity = 12.61(Ft/s) Travel time through pipe = 0.47 min. Time of concentration (TC) = 8.73 min. Process from Point/Station 137.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 137.000 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.090(Ac.) Runoff from this stream = 14.952(CFS) Time of concentration = 8.73 min. Rainfall intensity = 4.964(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 16.656 7.99 5.259 2 14.952 8.73 4.964 Qmax(1) = 1.000 * 1.000 * 16.656) + 1.000 * 0.914 * 14.952) + = 30.328 Qmax(2) = 0.944 * 1.000 * 16.656) + 1.000 * 1.000 * 14.952) + = 30.674 Total of 2 main streams to confluence: Flow rates before confluence point: 16.656 14.952 Maximum flow rates at confluence using above data: 30.328 30.674 Area of streams before confluence: 7.430 4.090 Results of confluence: Total flow rate = 30.674(CFS) Time of concentration = 8.735 min. Effective stream area after confluence = 11.520(Ac.) Process from Point/Station 137.000 to Point/Station 142.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 82.040(Ft.) Downstream point/station elevation = 81.760(Ft.) Pipe length = 27.29(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 30.674(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 30.674(CFS) Normal flow depth in pipe = 21.61(In.) Flow top width inside pipe = 21.59(In.) Critical Depth = 22.97(In.) Pipe flow velocity = 8.99(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 8.79 min. Process from Point/Station 142.000 to Point/Station 142.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 11.520(Ac.) Runoff from this stream = 30.674(CFS) Time of concentration = 8.79 min. Rainfall intensity = 4.945(In/Hr) Process from Point/Station 150.000 to Point/Station 152.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 260.000(Ft.) Highest elevation = 222.500(Ft.) Lowest elevation = 115.850(Ft.) Elevation difference = 106.650(Ft.) Slope = 41.019 % Top of Initial Area Slope adjusted by User to 30.000 % Bottom of Initial Area Slope adjusted by User to 30.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 30.00 %, in a development type of Permanent Open Space In Accordance With Table 3-2 Initial Area Time of Concentration = 6.90 minutes (for slope value of 10.00 %) The initial area total distance of 260.00 (Ft.) entered leaves a remaining distance of 160.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.62 minutes for a distance of 160.00 (Ft.) and a slope of 30.00 % with an elevation difference of 48.00(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]*.385 *60(min/hr) 0.618 Minutes ' Tt=[(11.9*0.0303A3)/( 48.00)]*.385= 0.62 Total initial area Ti = 6.90 minutes from Table 3-2 plus 0.62 minutes from the Figure 3-4 formula = 7.52 minutes Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 1.053(CFS) Total initial stream area = 0.550(Ac.) Process from Point/Station 152.000 to Point/Station 154.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 109.810(Ft.) Downstream point/station elevation = 109.310(Ft.) Pipe length = 27.58(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.053(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.053(CFS) Normal flow depth in pipe = 3.96(In.) Flow top width inside pipe = 8.93(In.) Critical Depth = 5.65(In.) Pipe flow velocity = 5.63(Ft/s) Travel time through pipe = 0.08 rain. Time of concentration (TC) = 7.60 rain. Process from Point/Station 154.000 to Point/Station 142.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 109.900(Ft.) End of street segment elevation = 86.000(Ft.) Length of street segment = 620.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 32.000(Ft.) Distance from crown to crossfall grade break = 30.500(Ft.) Slope from gutter to grade break (v/hz) = 0.085 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.550(CFS) Depth of flow = 0.220(Ft.), Average velocity = 3.347(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.259(Ft.) Flow velocity = 3.35(Ft/s) Travel time = 3.09 min. TC = 10.69 min. Adding area flow to street User specified 'C' value of 0.570 given for subarea Rainfall intensity = 4.358(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.484 Subarea runoff = 1.059(CFS) for 0.300(Ac.) Total runoff = 2.112(CFS) Total area = 0.850(Ac.) Street flow at end of street = 2.112(CFS) Half street flow at end of street = 2.112(CFS) Depth of flow = 0.239(Ft.), Average velocity = 3.586(Ft/s) Flow width (from curb towards crown)= 7.195(Ft.) Process from Point/Station 142.000 to Point/Station 142.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.850(Ac.) Runoff from this stream = 2.112(CFS) Time of concentration = 10.69 min. Rainfall intensity = 4.358(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 30.674 2 2.112 Qmax ( 1 ) = 1.000 * 1.000 * 8.79 10.69 1.000 * 0.822 * 30.674) 2.112) 4.945 4.358 32.410 Qmax(2) = 0.881 * 1.000 * 1.000 * 1.000 * 30.674) 2.112)29.144 Total of 2 streams to confluence: Flow rates before confluence point: 30.674 2.112 Maximum flow rates at confluence using above data: 32.410 29.144 Area of streams before confluence: 11.520 0.850 Results of confluence: Total flow rate = 32.410(CFS) Time of concentration = 8.785 min. Effective stream area after confluence = End of computations, total study area = 12.370(Ac.) 16.160 (Ac. SECTION 3 TOP OF BANK 140.8 FL- (WEIR B) 1414 FG 3.0' 136.0 TG 12"xi<2" BROOKS BOX (WEIR A)BOTTOM OF BASIN 183.75 LF ~ 4" PVC @ 10.5% (CUL VERT A) 134.0 FL CULVERT DETAIL NOT TO SCALE tc=tp= t/tp 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2 2.2 2.4 2.6 2.8 3 3.2 3.4 3.6 3.8 4 4.6 5 10.000 6.700 q/qp 0 0.03 0.1 0.19 0.31 0.47 0.66 0.82 0.93 0.99 1 0.99 0.93 0.86 0.78 0.68 0.56 0.46 0.39 0.33 0.28 0.21 0.15 0.11 0.08 0.055 0.04 0.029 0.021 0.015 0.011 0.005 0 INPUT qp= t 0 0.67 1.34 2.01 2.68 3.35 4.02 4.69 5.36 6.03 6.7 7.37 8.04 8.71 9.38 10.05 10.72 11.39 12.06 12.73 13.4 14.74 16.08 17.42 18.76 20.1 21.44 22.78 24.12 25.46 26.8 30.82 33.5 DETENTION RUNOFF HYDROGRAPH 10.556 q 0 0.31668 1 .0556 2.00564 3.27236 4.96132 6.96696 8.65592 9.81708 10.45044 10.556 10.45044 9.81708 9.07816 8.23368 7.17808 5.91136 4.85576 4.11684 3.48348 2.95568 2.21676 1 .5834 1.16116 0.84448 0.58058 0.42224 0.306124 0.221676 0.15834 0.116116 0.05278 0 0.67 1.34 2.01 2.68 3.35 4.02 4.69 5.36 6.03 6.7 7.37 8.04 8.71 9.38 10.05 10.72 11.39 12.06 12.73 13.4 14.74 16.08 17.42 18.76 20.1 21.44 22.78 24.12 25.46 26.8 30.82 33.5 0 0.31668 1 .0556 2.00564 3.27236 4.96132 6.96696 8.65592 9.81708 10.45044 10.556 10.45044 9.81708 9.07816 8.23368 7.17808 5.91136 4.85576 4.11684 3.48348 2.95568 2.21676 1 .5834 1.16116 0.84448 0.58058 0.42224 0.306124 0.221676 0.15834 0.116116 0.05278 0 0 t (min) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 OUTPUT (AT 1 MIN INTERVALS) q1 0 0.31668 1.0556 3.27236 4.96132 8.65592 9.81708 10.556 10.45044 9.07816 8.23368 5.91136 4.85576 3.48348 2.95568 2.21676 2.21676 1 .5834 1.16116 0.84448 0.84448 0.58058 0.42224 0.306124 0.306124 0.221676 0.15834 0.116116 0.116116 0.116116 0.116116 0.05278 0.05278 q2 0.31668 1 .0556 2.00564 4.96132 6.96696 9.81708 10.45044 10.45044 9.81708 8.23368 7.17808 4.85576 4.11684 2.95568 2.21676 1 .5834 1 .5834 1.16116 0.84448 0.58058 0.58058 0.42224 0.306124 0.221676 0.221676 0.15834 0.116116 0.05278 0.05278 0.05278 0.05278 0 0 t1 0 0.67 1.34 2.68 3.35 4.69 5.36 6.7 7.37 8.71 9.38 10.72 11.39 12.73 13.4 14.74 14.74 16.08 17.42 18.76 18.76 20.1 21.44 22.78 22.78 24.12 25.46 26.8 26.8 26.8 26.8 30.82 30.82 t2 0.67 1.34 2.01 3.35 4.02 5.36 6.03 7.37 8.04 9.38 10.05 11.39 12.06 13.4 14.74 16.08 16.08 17.42 18.76 20.1 20.1 21.44 22.78 24.12 24.12 25.46 26.8 30.82 30.82 30.82 30.82 33.5 33.5 q (cfs) 0.00 0.68 1.99 4.08 6.91 9.19 10.42 10.51 9.85 8.71 7.26 5.47 4.18 3.27 2.62 2.09 1.62 1.29 1.02 0.80 0.60 0.47 0.37 0.29 0.23 0.18 0.14 0.11 0.10 0.08 0.07 0.05 0.03 G:\ACCTS\981027\drainage runoff hydrograph.xls Proposed Condition Calculations Watershed Model Schematic Hydraflow Hydrographs by Intelisolve v9.22 1 - Runoff Hydrograph 2 - Detention Pond Project: La Costa Condos Old Runoff Hydro.gpw Monday, Apr 21, 2008 Hydrograph Summary Report Hydraflow Hydrographs by Intelisolve v9.22 ,^yd. No. 1 2 * Hydrograph type (origin) Manual Reservoir Peak flow (cfs) 10.56 0.694 Time interval (min) 1 1 Time to peak (min) 6 18 La Costa Condos Old Runoff Hydro. gpw Hyd. volume (cuft) 5,335 5,335 Inflow hyd(s) 1 Maximum elevation (ft) 140.52 Return Period: 100 Year Total strge used (cuft) 4,484 Hydrograph description Runoff Hydrograph Detention Pond Monday, Apr 2 1,2008 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 . No. 1 Runoff Hydrograph Hydrograph type = Manual Storm frequency = 1 00 yrs Time interval = 1 min Monday, Apr 21, 2008 Peak discharge Time to peak Hyd. volume 10.56cfs 6 min 5,335 cuft Q (cfs) 12.00 10.00 8.00 6.00 4.00 2.00 0.00 Runoff Hydrograph Hyd. No. 1 --100 Year Q (cfs) 12.00 10.00 8.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 1 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 Hyd. No. 1 Runoff Hydrograph = Manual = 100yrs Monday, Apr 21, 2008 Hydrograph type Storm frequency Time interval = 1 min Peak discharge Time to peak Hyd. volume 10.56cfs 6 min 5,335 cuft Hydrograph Discharge Table Time - Outflow (min cfs) ( Printed values >= 1.00% of dp.) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 ...End 0.750 2.230 4.570 7.570 9.750 10.56« 10.36 9.280 7.910 6.040 4.500 3.440 2.710 2.140 1.630 1.280 1.000 0.760 0.560 0.440 0.340 0.270 0.200 0.160 0.120 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 ' Hyd. No. 2 Detention Pond Storage Indication method used. Monday, Apr 21, 2008 Hydrograph type Storm frequency Time interval Inflow hyd. No. Reservoir name = Reservoir = 100yrs = 1 min = 1 - Runoff Hydrograph = DetBasin 1 Peak discharge Time to peak Hyd. volume Max. Elevation Max. Storage = 0.694 cfs = 18 min = 5,335 cuft = 140.52ft = 4,484 cuft 4.00 2.00 0.00 Detention Pond Hyd. No. 2--100 Year Q (cfs) 12.00 10.00 8.00 6.00 4.00 2.00 0.00 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 Time (min) \ Hyd No. 2 Hyd No. 1 ITTTTTT1 Total storage used = 4,484 cuft Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 Hyd. No. 2 Detention Pond Hydrograph type Storm frequency Time interval Inflow hyd. No. Max. Elevation Reservoir 100 yrs 1 min 1 - Runoff Hydrograph 140.52ft Peak discharge Time to peak Hyd. volume Reservoir name Max. Storage Monday, Apr 21, 2008 0.694 cfs 18 min 5,335 cuft DetBasin 1 4,484 cuft Storage Indication method used. Hydrograph Discharge Table ( Printed values >= 1.00% of Qp.) Time Inflow Elevation Civ A Civ B Civ C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 1 0.750 136.09 0.511 0.284 0.284 2 2.230 136.49 0.634 0.629 0.629 3 4.570 136.35 0.620 0.618 0.618 4 7.570 136.19 0.591 0.577 0.577 5 9.750 138.31 0.662 0.662 6 10.56« 138.86 0.670 0.670 7 10.36 139.28 0.676 0.676 8 9.280 139.63 0.681 0.681 9 7.910 139.93 0.686 0.686 10 6.040 140.12 0.688 0.688 11 4.500 140.25 0.690 0.690 12 3.440 140.34 0.691 0.691 13 2.710 140.40 0.692 0.692 14 2.140 140.45 0.693 0.693 15 1.630 140.48 0.693 0.693 16 1.280 140.50 0.694 0.694 17 1.000 140.51 0.694 0.694 18 0.760 140.52« 0.694 0.694« 19 0.560 140.52 0.694 0.694 20 0.440 140.51 0.694 0.694 21 0.340 140.50 0.694 0.694 22 0.270 140.49 0.693 0.693 23 0.200 140.48 0.693 0.693 24 0.160 140.47 0.693 0.693 25 0.120 140.45 0.693 0.693 26 0.100 140.44 0.693 0.693 27 0.090 140.42 0.692 0.692 28 0.070 140.40 0.692 0.692 29 0.050 140.39 0.692 0.692 30 0.030 140.37 0.692 0.692 31 0.010 140.35 0.691 0.691 32 0.000 140.33 0.691 0.691 33 0.000 140.31 0.691 0.691 34 0.000 140.29 0.691 0.691 35 0.000 140.27 0.690 0.690 36 0.000 140.26 0.690 0.690 37 0.000 140.24 0.690 0.690 38 0.000 140.22 0.690 0.690 39 0.000 140.20 0.689 0.689 40 0.000 140.18 0.689 0.689 Continues on next page... Detention Pond .^.riydrograph Discharge Table Time (min) 41 42 43 44 45 46 47 48 49 cn 51 52 53 54 55 56 57 58 59 60 61 62 ,63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 Inflow cfs 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 O non 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Elevation ft 140.16 140.14 140.12 140.10 140.09 140.07 140.05 140.03 140.01 H OQ QQ1 OC'.C'C? 139.96 139.94 139.91 139.89 139.86 139.83 139.81 139.78 139.76 139.73 139.70 139.68 139.65 139.63 139.60 139.57 139.55 139.52 139.50 139.47 139.44 139.42 139.39 139.37 139.34 139.31 139.29 139.26 139.24 139.21 139.19 139.16 139.13 139.11 139.08 139.06 139.03 139.01 138.97 138.93 138.89 138.85 138.81 138.78 Civ A CIvB CIvC PfRsr Wr A Wr B WrC Wr D Exfil cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.689 0.689 0.688 0.688 - 0.688 0.688 0.687 0.687 0.687 n fiftft\/<OOO 0.686 0.686 0.685 0.685 0.685 0.684 0.684 0.683 0.683 0.683 0.682 0.682 0.682 0.681 0.681 0.681 0.680 0.680 0.679 0.679 0.679 0.678 0.678 0.678 0.677 0.677 0.677 0.676 0.676 0.675 0.675 0.675 0.674 0.674 0.674 0.673 0.673 0.672 0.672 0.671 0.671 0.670 0.670 0.669 Outflow cfs 0.689 0.689 0.688 0.688 0.688 0.688 0.687 0.687 0.687 n fiftfi\J .DOD 0.686 0.686 0.685 0.685 0.685 0.684 0.684 0.683 0.683 0.683 0.682 0.682 0.682 0.681 0.681 0.681 0.680 0.680 0.679 0.679 0.679 0.678 0.678 0.678 0.677 0.677 0.677 0.676 0.676 0.675 0.675 0.675 0.674 0.674 0.674 0.673 0.673 0.672 0.672 0.671 0.671 0.670 0.670 0.669 Continues on next page... Detention Pond Hydrograph Discharge Table Time (min) 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 136 Inflow Elevation cfs ft 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 138.74 138.70 138.66 138.62 138.58 138.54 138.50 138.47 138.43 138.39 138.35 138.31 138.27 138.23 138.19 138.16 138.12 138.08 138.04 136.99 136.46 136.36 136.31 136.20 136.19 136.19 136.19 136.18 136.19 137.00 136.36 136.35 137.00 136.33 136.26 136.58 136.40 136.57 136.33 136.14 136.03 136.01 Civ A cfs Civ B cfs Civ C cfs PfRsr WrA cfs cfs Wr B cfs Wr C cfs Wr D cfs Exfil cfs Outflow cfs 0.669 ........................................ 0.669 0.668 ........................................ 0.668 0.667 ........................................ 0.667 0.667 .................... - .................... 0.667 0.666 ........................................ 0.666 0.666 ........................................ 0.666 0.665 ........................................ 0.665 0.665 ........................................ 0.665 0.664 ........................................ 0.664 0.664 ........................................ 0.664 0.663 ........................................ 0.663 0.662 ........................................ 0.662 0.662 ........................................ 0.662 0.661 ........................................ 0.661 0.661 ........................................ 0.661 0.660 ........................................ 0.660 0.660 ........................................ 0.660 0.659 ............... 0.128 .................... 0.654 0.658 ............... 0.369 .................... 0.645 0.643 ............... 0.636 .................... 0.636 0.632 ............... 0.627 .................... 0.627 0.621 ............... 0.619 .................... 0.619 0.613 ............... 0.611 .................... 0.611 0.592 ............... 0.592 .................... 0.592 0.590 ............... 0.571 .................... 0.571 0.590 ............... 0.570 .................... 0.570 0.589 ............... 0.560 .................... 0.560 0.587 ............... 0.538 .................... 0.538 0.590 ............... 0.571 .................... 0.571 0.643 ............... 0.640 .................... 0.640 0.621 ............... 0.618 .................... 0.618 0.619 ............... 0.617 .................... 0.617 0.643 ............... 0.640 .................... 0.640 0.616 ............... 0.614 .................... 0.614 0.605 ............... 0.604 .................... 0.604 0.637 ............... 0.633 .................... 0.633 0.626 ............... 0.623 .................... 0.623 0.637 ............... 0.633 .................... 0.633 0.616 ............... 0.615 .................... 0.615 0.577 ............... 0.412 .................... 0.412 0.197 ............... 0.109 .................... 0.109 0.048 ............... 0.027 .................... 0.027 ...End Pond Report Hydraflow Hydrographs by Intelisolve v9.22 Pond No. 1 - DetBasin 1 Pond Data Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 136.00 ft Monday, Apr 21, 2008 Stage / Storage Table Stage (ft) Elevation (ft)Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 1.00 2.00 3.00 4.00 5.00 5.40 136.00 137.00 138.00 139.00 140.00 141.00 141.40 10 395 791 1,290 1,881 2,540 2,728 Culvert / Orifice Structures Rise (in) Span (in) No. Barrels Invert El. (ft) Length (ft) Slope (%) N-Value Orifice Coeff. Multi-Stage [A] = 4.00 = 4.00 = 1 = 134.00 = 179.00 = 10.48 = .013 = 0.60 = n/a [B] Inactive 4.00 1 136.00 1.00 10.48 .013 0.60 Yes [C] 0.00 0.00 0 0.00 0.00 0.00 .013 0.60 No [PrfRsr] 0.00 0.00 0 0.00 0.00 n/a n/a 0.60 No 0 156 582 1,030 1,576 2,202 1,053 - 0 156 738 1,768 3,344 5,546 6,599 Weir Structures Crest Len (ft) Crest El. (ft) Weir Coeff. Weir Type Multi-Stage Exfil.(in/hr) TW Elev. (ft) [A] = 3.00 [B] 3.00 = 136.00 140.80 = 3.33 = Riser = Yes = 0.000 = 0.00 3.33 Ciplti No (by Contour) [C] 0.00 0.00 3.33 ... No [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 / Storage / Discharge Table Stage Storage Elevation Civ A Civ B Civ C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00 1.10 1.20 1.30 1.40 1.50 1.60 1.70 1.80 1.90 2.00 2.10 2.20 2.30 2.40 2.50 2.60 2.70 2.80 2.90 3.00 3.10 3.20 3.30 3.40 0 16 31 47 62 78 94 109 125 140 156 214 272 330 389 447 505 563 621 679 738 841 944 1,047 1,150 1,253 1,356 1,459 1,562 1,665 1,768 1,925 2,083 2,241 2,398 136.00 136.10 136.20 136.30 136.40 136.50 136.60 136.70 136.80 136.90 137.00 137.10 137.20 137.30 137.40 137.50 137.60 137.70 137.80 137.90 138.00 138.10 138.20 138.30 138.40 138.50 138.60 138.70 138.80 138.90 139.00 139.10 139.20 139.30 139.40 0.00 0.57 ic 0.59 ic 0.61 ic 0.63 ic 0.64 oc 0.64 oc 0.64 oc 0.64 oc 0.64 oc 0.64 oc 0.64 oc 0.65 OC 0.65 oc 0.65 oc 0.65 oc 0.65 oc 0.65 oc 0.65 oc 0.66 OC 0.66 OC 0.66 oc 0.66 oc 0.66 OC 0.66 OC 0.67 OC 0.67 oc 0.67 oc 0.67 oc 0.67 oc 0.67 oc 0.67 oc 0.68 oc 0.68 oc 0.68 OC 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.32 0.59s 0.61 s 0.62s 0.63s 0.63s 0.63s 0.63s 0.61 s 0.64s 0.59s 0.64s 0.61 s 0.64s 0.53s 0.57s 0.57s 0.61 s 0.62s 0.63s 0.00 S 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 0.316 0.592 0.610 0.624 0.629 0.634 0.634 0.626 0.611 0.640 0.594 0.642 0.606 0.640 0.530 0.569 0.572 0.609 0.622 0.635 0.659 0.661 0.662 0.664 0.665 0.667 0.668 0.669 0.671 0.672 0.674 0.675 0.677 0.678 Continues on next page... DetBasin 1 Stage / Storage / Discharge Table Stage ft 3.50 3.60 3.70 3.80 3.90 4.00 4.10 4.20 4.30 4.40 4.50 4.60 4.70 4.80 4.90 5.00 5.04 5.08 5.12 5.16 5.20 5.24 5.28 5.32 5.36 5.40 Storage cuft 2,556 2,713 2,871 3,029 3,186 3,344 3,564 3,784 4,005 4,225 4,445 4,665 4,885 5,106 5,326 5,546 5,651 5,757 5,862 5,967 6,073 6,178 6,283 6,389 6,494 6,599 Elevation ft 139.50 139.60 139.70 139.80 139.90 140.00 140.10 140.20 140.30 140.40 140.50 140.60 140.70 140.80 140.90 141.00 141.04 141.08 141.12 141.16 141.20 141.24 141.28 141.32 141.36 141.40 Civ A cfs 0.68 oc 0.68 oc 0.68 OC 0.68 oc 0.69 oc 0.69 oc 0.69 oc 0.69 oc 0.69 oc 0.69 oc 0.69 oc 0.69 oc 0.70 oc 0.70 oc 0.70 oc 0.70 oc 0.70 oc 0.70 oc 0.70 OC 0.70 OC 0.70 OC 0.70 oc 0.70 oc 0.70 OC 0.71 oc 0.71 oc CIvB cfs 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Civ C PrfRsr Wr A cfs cfs cfs 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WrB cfs 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.32 0.89 1.17 1.48 1.81 2.16 2.53 2.92 3.32 3.74 4.19 4.64 WrC cfs ... — — — — — — — — — — — — — — — — — — ... — — — — ... Wr D Exfil User cfs cfs cfs Total cfs 0.680 0.681 0.682 0.684 0.685 0.687 0.688 0.689 0.691 0.692 0.694 0.695 0.696 0.698 1.015 1.594 1.876 2.182 2.510 2.861 3.230 3.620 4.027 4.450 4.891 5.349 ...End Pond No. 1 - DetBasin 1 Hydraflow Hydrographs by Intelisolve V9.22 r- 6.00 - 5.00 - 4.00 - 3.00 - 2.00 - 1.00 L- 0.00 3.00 ft Riser WeirA-Elev. 136.00 Top of pond Elev 141 403.00 ft Cipoletti weir ' ' WeirB - Elev. 140.80 Bottom of pond Elev. 136.00 CuivA - 1 79.0 LF of 4.0 in @ 1 0.48% Section NTS 100-yr Project: La Costa Condos Old Runoff Hydro.gpw lnflc w ^Hydrograph Plugged Condition Calculations Watershed Model Schematic Hydraflow Hydrographs by Intelisolve v9.22 1-Runoff Hydrograph 2 - Detention Pond Legend Hvd. Origin Description 1 Manual Runoff Hydrograph 2 Reservoir Detention Pond Project: La Costa Condos Old Runoff Hydro.gpw Wednesday, Oct 31, 2007 Hydrograph Summary Report Hydraflow Hydrographs by Intelisolve v9.22 ^ Hyd. No. 1 2 Hydrograph type (origin) Manual Reservoir Peak flow (cfs) 10.50 0.191 Time interval (min) 1 1 Time to peak (min) 6 23 /*" La Costa Condos Old Runoff Hydro.gpw Hyd. volume (cuft) 5,332 £"225^) Inflow hyd(s) 1 Maximum elevation (ft) 140.86 Return Period: 100 Year Total strge used (cuft) 5,238 Hydrograph description Runoff Hydrograph Detention Pond Wednesday, Oct 31 , 2007 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 Hyd. No. 1 Runoff Hydrograph Hydrograph type = Manual Storm frequency = 100yrs Time interval = 1 min Wednesday, Oct 31, 2007 Peak discharge = 10.50 cfs Time to peak = 6 min Hyd. volume = 5,332 cuft Q (cfs) 12.00 10.00 8.00 6.00 4.00 2.00 0.00 Runoff Hydrograph Hyd. No. 1 --100 Year Q (cfs) 12.00 10.00 8.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 1 Hydrograph Report Hydraflow Hydrographs by Intelisolve V9.22 Hyd. No. 1 Runoff Hydrograph Wednesday, Oct 31, 2007 Hydrograph type Storm frequency Time interval = Manual = 100yrs = 1 min Peak discharge Time to peak Hyd. volume = 10.50cfs = 6 min = Ocuft Hydrograph Discharge Table Time - Outflow (min cfs) ( Printed values >= 1.00% of Qp.) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 0.750 2.230 4.570 7.570 9.750 10.50« 10.36 9.280 7.910 6.040 4.500 3.440 2.710 2.140 1.630 1.280 1.000 0.760 0.560 0.440 0.340 0.270 0.200 0.160 0.120 ...End Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 '•<*»»*• Hyd. No. 2 Detention Pond Storage Indication method used. Wednesday, Oct 31, 2007 Hydrograph type Storm frequency Time interval Inflow hyd. No. Reservoir name = Reservoir = 100yrs = 1 min = 1 - Runoff Hydrograph = DetBasin 1 Peak discharge Time to peak Hyd. volume Max. Elevation Max. Storage = 0.191 cfs = 23 min = 225 cuft = 140.86ft = 5,238 cuft Q (cfs) 12.00 10.00 8.00 6.00 4.00 2.00 0.00 Detention Pond Hyd. No. 2--100 Year Q (cfs) 12.00 10.00 8.00 Hyd No. 2 Hyd No. 1 T!LildO Total storage used = 5,238 cuft Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.22 Hyd. No. 2 Detention Pond Wednesday, Oct 31, 2007 Hydrograph type = Reservoir Peak discharge = 0.191 cfs Storm frequency = 100yrs Time to peak = 23 min Time interval = 1 min Hyd. volume = 0 cuft Inflow hyd. No. = 1 - Runoff Hydrograph Reservoir name = DetBasin 1 Max. Elevation =140.86 ft Max. Storage = 5,238 cuft Storage Hydr Time (min) 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 Kfi i Indication metl ograph Di Inflow cfs 1.000 0.760 0.560 0.440 0.340 0.270 0.200 0.160 0.120 0.100 0.090 0.070 0.050 0.030 0.010 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 oooo hod used. ischarge Table Elevation Civ A Civ B ft cfs cfs 1 40 RO 140R? 140 R4 140 RR 1 40 flfi 140 OR 1 40 Rfi <?*• 140 Rfi 140 flfi 1 40 Rfi 140RR 140 8R 140 85 140 OK 1 40 R4 140 R4 140R4 140 R0, 140R0, 140 fl°, 1 40 8^ 14O 8P 140 8P 140 8P 1 40 R? 1 40 8P 140 8P 140R1 140 R1 140 R1 140 R1 140 R1 140 R1 140R1 140 81 140 81 14O 81 140 81 14O 81 140 81 CIvC PfRsr WrA Wr B WrC Wr cfs cfs cfs cfs cfs cfs n oofi n O78 0 -( cy 0 17fi 0 187 O -i 01 0 1 qn O 18fi 0 1 on O 17^ 0 1 cc n 1 cc 0 147 0 1 QC 0 1pc O 1 1 R n noT O noq n ncq O ncq n 0^8 O nco O ftAQ n fMc O H41 O nqy 0 004 0 O^P — — 0 OPQ n np7 n OP4 O OPP n npn 0 O1Q 0 017 001R ( Printed values >= 1 .00% of Qp.) D Exfil Outflow cfs cfs O nnR.UUO OO7R.u/ o .ID/ 017ft. I /O 01 Q7. lo/ .iyi < 0 1 Rfi. IOO 0 1 on. IOU 0 170.. I /O 01RK. I DO 01 Kfi. I OO 0147 0 1 O.R. IOO 01 OK. I^O 01 1 K. I ID O mK. IU3 OnQ7.uy/ .u/oOnRQ.uoy O n°./i.UOH n no7 0 094 O m Q.u i y Oni7.U I / nniR Continues on next page... Detention Pond Hydrograph Discharge Table Time Inflow Elevation Civ A CIvB CIvC PfRsr WrA Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 57 0.000 140.80 0.015 0.015 58 0.000 140.80 0.013 0.013 59 0.000 140.80 0.012 0.012 60 0.000 140.80 -- 0.011 0.011 61 0.000 140.80 0.010 0.010 62 0.000 140.80 0.009 0.009 63 0.000 140.80 0.009 0.009 64 0.000 140.80 0.008 0.008 65 0.000 140.80 0.007 0.007 66 0.000 140.80 0.007 0.007 67 0.000 140.80 0.006 0.006 68 0.000 140.80 0.006 0.006 69 0.000 140.80 0.005 0.005 70 0.000 140.80 0.005 0.005 71 0.000 140.80 0.004 0.004 72 0.000 140.80 0.004 0.004 73 0.000 140.80 0.004 0.004 74 0.000 140.80 0.003 ----- 0.003 75 0.000 140.80 0.003 0.003 76 0.000 140.80 0.003 0.003 77 0.000 140.80 0.003 0.003 78 0.000 140.80 0.002 0.002 79 0.000 140.80 0.002 0.002 80 0.000 140.80 0.002 0.002 ...End Pond Report Hydraflow Hydrographs by Intelisolve v9.22 Pond No. 1 - DetBasin 1 Pond Data Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 136.00 ft Wednesday, Oct 31, 2007 Stage / Storage Table Stage (ft) Elevation (ft)Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 1.00 2.00 3.00 4.00 5.00 5.40 136.00 137.00 138.00 139.00 140.00 141.00 141.40 10 395 791 1,290 1,881 2,540 2,728 Culvert / Orifice Structures Rise (in) Span (in) No. Barrels Invert El. (ft) Length (ft) Slope (%) N-Value Orifice Coeff. Multi-Stage [A] Inactive = 4.00 = 1 = 134.00 = 179.00 = 10.48 = .013 = 0.60 = n/a [B] 0.00 0.00 1 0.00 0.00 0.00 .013 0.60 No [C] 0.00 0.00 0 0.00 0.00 0.00 .013 0.60 No [PrfRsr] 0.00 0.00 0 0.00 0.00 n/a n/a 0.60 No 0 156 582 1,030 1,576 2,202 1,053 0 156 738 1,768 3,344 5,546 6,599 Weir Structures Crest Len (ft) Crest El. (ft) Weir Coeff. Weir Type Multi-Stage Exfil.(in/hr) TW Elev. (ft) [A] Inactive [B] 3.00 = 136.00 140.80 = 3.33 = Riser = Yes = 0.000 = 0.00 3.33 Ciplti No (by Contour) [C] 0.00 0.00 3.33 ... No [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 / Storage / Discharge Table Stage Storage Elevation Civ A CIvB CIvC PrfRsr WrA WrB WrC WrD Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00 1.10 1.20 1.30 1.40 1.50 1.60 1.70 1.80 1.90 2.00 2.10 2.20 2.30 2.40 2.50 2.60 2.70 2.80 2.90 3.00 3.10 3.20 3.30 3.40 0 16 31 47 62 78 94 109 125 140 156 214 272 330 389 447 505 563 621 679 738 841 944 1,047 1,150 1,253 1,356 1,459 1,562 1,665 1,768 1,925 2,083 2,241 2,398 136.00 136.10 136.20 136.30 136.40 136.50 136.60 136.70 136.80 136.90 137.00 137.10 137.20 137.30 137.40 137.50 137.60 137.70 137.80 137.90 138.00 138.10 138.20 138.30 138.40 138.50 138.60 138.70 138.80 138.90 139.00 139.10 139.20 139.30 139.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.ooo o.oooo.oooo.oooo.ooo o.oooo.ooo o.ooo o.oooo.ooo o.ooo o.oooo.oooo.oooo.oooo.oooo.oooo.oooo.oooo.oooo.ooo 0.000 o.ooo o.ooo o.ooo o.oooo.oooo.oooo.ooo o.oooo.oooo.oooo.ooo o.oooo.ooo Continues on next page... DetBasin 1 Stage / Storage / Discharge Table Stage Storage Elevation Civ A ft cuft ft cfs 3.50 3.60 3.70 3.80 3.90 4.00 4.10 4.20 4.30 4.40 4.50 4.60 4.70 4.80 4.90 5.00 5.04 5.08 5.12 5.16 5.20 5.24 5.28 5.32 5.36 5.40 2,556 2,713 2,871 3,029 3,186 3,344 3,564 3,784 4,005 4,225 4,445 4,665 4,885 5,106 5,326 5,546 5,651 5,757 5,862 5,967 6,073 6,178 6,283 6,389 6,494 6,599 139.50 139.60 139.70 139.80 139.90 140.00 140.10 140.20 140.30 140.40 140.50 140.60 140.70 140.80 140.90 141.00 141.04 141.08 141.12 141.16 141.20 141.24 141.28 141.32 141.36 141.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 CIvB cfs ... — — — — — — — — — ... — — — — — — — — — — — — — — Civ C PrfRsr Wr A cfs cfs cfs 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WrB cfs 0.00 0.00 0.00 0.00 0.00 0.00 0.00 _ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.32 0.89 1.17 1.48 1.81 2.16 2.53 2.92 3.32 3.74 4.19 4.64 WrC WrD Exfil User Total cfs cfs cfs cfs cfs 0.000 0.000 0.000 0.000 0.000 0.000o.ooo o.ooo o.ooo o.ooo o.oooo.oooo.oooo.ooo 0.316 0.894 1.175 1.480 1.808 2.158 2.527 2.916 3.322 3.745 4.185 4.643 ..End Pond No. 1 - DetBasin 1 Hydraflow Hydrographs by Intelisolve v9.22 I— 6.00 - 5.00 - 4.00 - 3.00 - 2.00 - 1.00 <— 0.00 Stage (ft; Top of pond Elev. 141.40 3.00 ft Cipoletti weir WeirB-Elev. 140.80 Bottom of pond Elev. 136.00 Section NTS 100-yr Project: La Costa Condos Old Runoff Hydro.gpw lnflcw SECTION 4 Inlet Sizing Calculations Inlets in a sump Curb inlets in a sump are sized per the "Standards for Design and Construction of Public Works Improvements in the City of Carlsbad," using the equation: where: Q = flow in CFS L = length of clear opening, in feet The flow rates at the inlets can be found in the Rational Method calculations. The minimum clear opening of a type B inlet is 4', which is a 5' inlet when the thickness of the walls is accounted for. Node 126: 3.01/2 = 1.51 ft => length of inlet = 5 ft Node 132: 3.06/2 = 1 .53 ft => length of inlet = 5 ft Inlets on grade Curb inlets on grade are sized per the "Standards for Design and Construction of Public Works '**""*'' Improvements in the City of Carlsbad," using the equation: Q = 0.7L(a+ y)3/2 Solving for L L = 0.7(a+y)3/2 where: Q = flow in CFS L = length of clear opening, in feet a = depth of depression of flow line at inlet in feet y = depth of flow in approach gutter in feet The flow rate and depth of flow in the approach gutter are found in the Rational Method calculations, and the depth of gutter depression at the inlet is 4" (0.33') for all type B inlets. L is rounded up to the nearest whole foot, and 1' is added to the overall length of the inlet to account for the thickness of the walls. 3.97 Node 148: L= 0.7(.33+.16)3/2 = 16.53 ft => clear opening = 17 ft => length of inlet = 18 ft 5.56 Node 157: L= 0.7(.33+.17)3/2 = 22.47 ft => clear opening = 23 ft => length of inlet = 21 ft max 2.11 Node 142: L= 0.7(.33+.24)3/2 = 7.00 ft => clear opening = 7 ft => length of inlet = 8 ft (existing inlet opening is 11', no improvement needed) G:\Accts\981027\inlets in surap.doc SECTION 5 Worst Case Scenario Brow Ditch Design Tc = 5.0 minutes c = 0.5 A = 0.18ac i = 7.44 * P6 * TC A(-0.645) = 7.44 * 2.7 * 5A(-0.645) = 7.11in/hr = .5* 7.11*. 18 - 0.64 cfs The QALLOWABLE (see Q for .5' depth, page 3) is 1.79 which is greater than the worst case scenario Q MAX- Channel Report Hydraflow Express by Intelisolve 12-in Diameter, Circular Diameter (ft) Invert Elev (ft) Slope (%) N-Value Calculations Compute by: No. Increments 1.0% Slope = 1.00 = 100.00 = 1.00 = 0.013 Q vs Depth = 20 Highlighted Depth (ft) Q (cfs) - Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Thursday, Nov 8 2007 = 0.50 = 1.793 = 0.39 = 4.54 = 1.57 = 0.52 = 1.00 = 0.82 Elev (ft) 102.00 - 101.50 101.00 100.50 100.00 - 99.50 Section Depth (ft) 2.00 1.50 1.00 0.50 0.00 -0.50 Reach (ft) Depth £L___«, 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 ..,,^^,^,«,,.~,^^,^^,,,;. : 0.75 0.80 0.85 0.90 0.95 1.00 , , Q , '" •, (cfs) 0.018 0.075 0.177 0.315 0.492 0.699 0.946 1.202 1.496 1.793 2.098 2.401 2.707 2.989~.~~,^~~ 3.249 3.482 3.674 3.797 3.826 3.561 Area "g (sqft) 0.015 0.041 0.075 0.113 0.155 0.198 0.247 0.294 0.345 0.395 0.445 0.493 0.542 0.588— ,„,, 0.632 0.674 0.712 0.745 0.771 0.785 | Vefod,'.. (ftfe) ' 1.18 1.82 2.36 2.80 3.19 3.52 3.83 4.09 4.34 4.54 4.72 4.87 4.99 5.08 5.14 5.17 5.16 5.10 4.96 4.53 j Wp ™™-~-v~~~-vrf~™- 'l~-i«™. ^_J!L__ 0.45 0.64 0.80 0.93 1.05 1.16 I 1.27 1.37 1.47 I 1.57 I 1.67 i 1.77 ; 1.88 1.98 - •— — 2.10 2.22 2.35 2.50 2.70 3.14 | ' ' • 'Ye-., / ', (ft) 0.01 0.06 0.12 0.18 0.23 0.29 0.35 0.41 0.47 0.52 0.57 0.62 0.67 0.71— ,_.„„ __,. 0.74 0.78 0.80 0.82 0.83 0.84 Hydraflow Express - 12-in Diameter, 1.0% Slope - 11/8/07 Channel Report Hydraflow Express by Intelisolve Cobble Swale Friday, Apr 18 2008 Trapezoidal Botom Width (ft) Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (%) N-Value Calculations Compute by: Known Q (cfs) = 1.00 = 3.00, 3.00 = 1.00 = 113.00 = 2.50 = 0.030 Known Q = 9.00 Highlighted Depth (ft) Q (cfs) -Area (sqft) Velocity (ft/s) Wetted Perim (ft) Grit Depth, Yc (ft) Top Width (ft) EGL (ft) 0.70 9.000 2.17 4.15 5.43 0.75 5.20 0.97 Elev (ft) T'15.00 - Section 114.50 114.00 113.50 113.00 112.50 Depth (ft) - 2.00 1.50 1.00 0.50 0.00 -0.50 Reach (ft) SECTION 6 Rip Rap Design Max Q leaving Brow Ditch = 6.697 cfs Equivalent Pipe Diameter D0 = 1 foot (12 inches) From Figure 7.45, the apron length La and stone size dso are 10 feet and 0.3 feet (= 3.6 inches), respectively. The upstream apron with Width Wu is equal to 3 times the pipe diameter D0: Wu = 3XD0 = 3Xlft = 3feet The downstream width Wd equals the apron length plus the pipe diameter: From the City of Carlsbad Engineering Standards, the minimum thickness for Rip Rap is 3 times the Rip Rap thickness. This makes the minimum thickness 0.9 feet, choose 1.0 foot. As per the Regional Supplement a 3/16" Filter Blanket, T = 1.0' will be used. Since the apron length is nearly the width of the basin floor, rip rap will be placed all along the bottom of the basin. EROSION & SEDIMENT CONTROL HANDBOOK Steven J.Goldiiian Katliarine Jackson Tares A^ 7.54 Erosion and Sediment Control Handbook Wa Outlet pipe diameter 0 10 20 50 100 200 Discharge, ft3/sec II I HI 1 1—I I I I I H 500 1000 I—t-—I 1 0.1 0.2 0.30.4 0.60.81 2 3 4 5 6 7 8 10 15 2025 Discharge, m3/sec Fig. 7.45 Design of riprap outlet protection from a round pipe flowing full; minimum tailwater conditions. (6,14) Outl pipe dian 10- 5- r to find the riprap size and apron length. The apron width at the pipe end should be 3 times the pipe diameter. Where there is a well-defined channel immediately downstream from the apron, the width of the downstream end of the apron should be equal to the width of the channel. Where there is no well-defined chan- nel immediately downstream from the apron, minimum tailwater conditions apply and the width of the downstream end of the apron should be equal to the pipe diameter plus the length of the apron. EXAMPLE 7.4 Riprap Outlet Protection Design Calculation for Minimum Tailwater Condition Given: A flow of 6 ftVsec (0.17 nWsec) discharges from a 12-in (30-cm) pipe onto a 2 percent grassy slope with no defined channel. Find: The required length, width, and median stone size d.w for a riprap apron. ft I*~ *«•;#£ *«•' "£; SECTION 7 CITY OF OCEANSIDE NOT TO SCALE CITY OF VISTA CITY OF SAN MARCOS PACIFIC OCEAN CITY OF ENCINITAS VICINITY MAP NO SCALE San Diego County Hydrology Manual Date: June 2003 Section: Page: 3 6 of 26 Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use NRCS Elements Undisturbed Natural Terrain (Natural) Low Density Residential (LDR) Low Density Residential (LDR) Low Density Residential (LDR) Medium Dei '. Residential (MDR) Medium Density Residential (MDR) Medium Density Residential (MDR) Medium Density Residential (MDR) High Density Residential (HDR) High Density Residential (HDR) Commercial/Industrial (N. Com) Commercial/Industrial (G. Com) Commercial/Industrial (O.P. Com) Commercial/Industrial (Limited I.) Commercial/Industrial (General I.) County Elements Permanent Open Space Residential, 1.0 DU/A or less Residential, 2.0 DU/A or less Residential, 2.9 DU/A or less Residential, 4.3 DU/A or less Residential, 7.3 DU/A or less Residential, 10.9 DU/A or less Residential, 14.5 DU/A or less Residential, 24.0 DU/A or less Residential, 43.0 DU/A or less Neighborhood Commercial General Commercial Office Professional/Commercial Limited Industrial General Industrial Runoff Coefficient "C" Soil Type %IMPER. 0* 10 20 25 30 40 45 50 65 80 80 85 90 90 95 '"The values associated with 0% impervious may be used for direct calculation of the runoff coefficient coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification mus A 0.20 0.27 0.34 0.38 0.41 0.48 0.52 0.55 0.66 0.76 0.76 0.80 0.83 0.83 0.87 as described in t be given that tl B 0.25 0.32 0.38 0.41 0.45 0.51 0.54 0.58 0.67 0.77 0.77 0.80 0.84 0.84 0.87 Section 3.1.2 le area will rei C 0.30 0.36 0.42 0.45 0.48 0.54 0.57 0.60 0.69 0.78 0.78 0.81 0.84 0.84 0.87 (representing nain natural f< D 0.35 0.41 0.46 0.49 0.52 0.57 0.60 0.63 0.71 0.79 0.79 0.82 0.85 0.85 0.87 the pervious runoff waver Ce a fhc area is located in Cleveland National Forest). DU/A = dwelling units per acre NRCS = National Resources Conservation Service 3-6 1-104.14 TABLE 1-104.14A DESIGN VALUES FOR MANNINGS ROUGHNESS COEFFICIENT (n) TYPE OF CHANNEL N VALUE Unlined Channels: Clay Loam 0.023 Sand 0.020 Gravel 0.030 Rock 0.040 Lined Channels: Portland Cement Concrete : 0.015 Air Blown Mortar 0.018 Asphalt Concrete 0.018 Grasa Lined Channels: (Shallow depths) 2 inch length 0.050 4-6 inch length 0.060 6-12 inch length 0.120 12 - 24 inch * length 0.200 Pavement and Gutters: Concrete O-015 Asphalt Concrete 0.018 Natural Streams: (Less than 100 feet wide at flood stage) 1. Regular section a. Some grass and weeds, little or no brush 0.030 b. Dense growth of weeds, depth of flow substantially greater than weed height 0.040 c. Some weeds, light brush on bank 0.040 d. Some weeds, heavy brush on banks 0.060 e. With trees in channel, branches submerged at flood stage, increase above values by 0.015 74 County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event - 6 Hours • ,--f i S>4-! i • i - T" '• : i \ ' ' '! Ttrri- r "rrh-n County of San Diego Hydrology Manual .• , ^«w i iL-fi--- I | i -- Rainfall Isopluvials 100 Year Rainfall Event - 24 Hours N BS"»»SB«Sai>"!!«ur»«ni««iYOFW<»«»o.Em6«ExpM5s 33'Off 33*30- 32-4S 32-301 srao- ^~-> County of San Diego Hydrology Manual Soil Hydrologic Groups Legend Soil Groups | i Group A Groups Group C Group D Undetermined | | Data Unavailable D**K*n*<A*ttto N WmttUT WMWANTY OF AMY HMD. OTHEHO. WT NOT UMIItt TO. THE M>VJfO WAMMNTICS»n«TcuM«i»« 303 SECTION 8 Hydraftow Plan View Outfall Outfall 1" Outfall Project File: 981027HFIow4.stm No. Lines: 21 11-01-2007 Hydraflow Storm Sewers 2005 Storr^ Jewer Inventory Report Page 1 Line No. 1 2 3 4 5 6 7 8 g 10 11 12 13 14 15 16 17 18 19 20 21 Alignment Dnstr line No. End 1 2 3 4 5 5 1 8 9 10 11 12 13 14 12 16 End End End 20 Line length (ft) 29.7 46.0 92.6 167.9 81.2 12.0 12.1 183.1 61.0 61.0 50.2 50.0 101.7 14.9 33.9 14.0 16.5 8.2 27.6 155.9 22.5 Defl angle (deg) 10.2 63.7 0.0 89.8 17.3 -90.0 91.2 -25.4 4.4 8.8 3.4 12.1 90.6 -4.5 -14.6 0.1 -31.0 99.6 87.1 54.5 -13.6 June type MH MH MH MH MH MH MH None None None MH MH None None MH MH MH MH MH None MH Flow Data Known Q (cfs) 0.00 1.93 0.00 0.00 0.00 12.53 3.06 0.00 0.00 0.00 5.00 0.00 0.00 0.00 6.47 3.97 1.09 1.27 0.35 0.00 0.69 Drng area (ac) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Runoff coeff (C) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Inlet time (min) 0.0 5.0 0.0 0.0 0.0 7.0 7.0 0.0 0.0 0.0 6.0 0.0 0.0 0.0 5.0 8.0 5.0 5.0 5.0 0.0 10.0 Physical Data Invert EIDn (ft) 81.76 82.37 101.01 101.79 102.94 103.66 103.66 82.37 89.25 91.54 93.83 96.04 96.81 105.70 107.00 96.81 97.22 79.70 109.31 115.30 131.64 Line slope (%) 0.94 39.77 0.49 0.49 0.48 0.83 0.83 3.76 3.75 3.75 3.75 0.88 8.74 8.73 8.74 0.57 0.91 33.98 2.72 10.48 10.48 Invert El Up (ft) 82.04 100.68 101.46 102.61 103.33 103.76 103.76 89.25 91.54 93.83 95.71 96.48 105.70 107.00 109.96 96.89 97.37 82.49 110.06 131.64 134.00 Project File: 981027HFIow4.stm Line size (in) 30 24 30 30 30 24 18 24 24 24 24 24 24 24 24 24 24 18 3 4 4 Line type Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir N value (n) 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 J-loss coeff (K) 0.91 0.15 1.00 0.35 1.00 1.00 1.00 0.15 0.19 0.15 0.25 1.00 0.15 0.30 1.00 0.57 1.00 1.00 1.00 0.28 1.00 Number of lines: 21 Inlet/ Rim El (ft) 87.70 1 1 1 .30 113.05 109.69 108.07 108.25 108.25 94.60 96.95 99.20 101.07 101.21 109.10 110.44 121.50 101.55 108.50 93.25 116.00 0.00 137.00 Line ID Date: 11-01-2007 Hydraflow Storm Sewers 2005 Storm Sewer Summary Report Page 1 Line No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 Line ID Flow rate (cfs) 34.05 17.52 15.59 15.59 15.59 12.53 3.06 16.53 16.53 16.53 16.53 11.53 6.47 6.47 6.47 5.06 1.09 1.27 0.35 0.69 0.69 Line size (in) 30 c 24 c 30 c 30 c 30 c 24 c 18 c 24 c 24 c 24 c 24 c 24 c 24 c 24 c 24 c 24 c 24 c 18 c 3 c 4 c 4 c Line length (ft) 29.7 46.0 92.6 167.9 81.2 12.0 12.1 183.1 61.0 61.0 50.2 50.0 101.7 14.9 33.9 14.0 16.5 8.2 27.6 155.9 22.5 Invert ELDn (ft) 81.76 82.37 101.01 101.79 102.94 103.66 103.66 82.37 89.25 91.54 93.83 96.04 96.81 105.70 107.00 96.81 97.22 79.70 109.31 115.30 131.64 Invert EL Up (ft) 82.04 00.68 01.46 02.61 03.33 03.76 03.76 89.25 91.54 93.83 95.71 96.48 105.70 107.00 109.96 96.89 97.37 82.49 110.06 131.64 134.00 Project File: 981027HFIow4.stm Line slope (%) 0.944 39.769 0.486 0.488 0.480 0.833 0.830 3.757 3.751 3.751 3.746 0.880 8.742 8.726 8.738 0.572 0.908 33.983 2.719 10.484 10.484 HGL down (ft) 84.26 85.42 02.77 03.66 04.51 05.41 05.69* 85.47 90.98 93.27 95.56 97.66 98.15 106.88 108.18 98.10 98.24 80.13 109.56* 115.63* 135.87* HGL up (ft) 84.43 02.16 02.85 03.94 04.66 05.42 105.70* 90.69 92.98 95.27 97.15 97.68 106.60 107.90 110.86 98.10 98.24 82.92 113.90* 135.60* 138.84* Minor OSS (ft) 0.70 n/a 0.48 0.19 0.54 0.32 0.05 n/a n/a n/a n/a n/a n/a n/a n/a 0.06 0.01 n/a 0.79 0.27 0.97 HGL Junct (ft) 85.13 02.16 j 03.33 04.13 05.20 105.73 105.75 90.69 j 92.98 j 95.27 j 97.15 j 97.68 j 1 06.60 j 1 07.90 j 11 0.86 j 98.16 98.25 82.92 114.69 135.87 139.81 Dns line No. End 1 2 3 4 5 5 1 8 9 10 11 12 13 14 12 16 End End End 20 Number of lines: 21 Run Date: 1 1 -01 -2007 NOTES: c = cir; e = ellip; b = box; Return period = 100 Yrs. ; 'Surcharged (HGL above crown). ; j - Line contains hyd. jump. ~ Hydraflow Storm Sewers 2005 Storm^ bwer Tabulation Page 1 Station Line 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 To Line End 1 2 3 4 5 5 1 8 9 10 11 12 13 14 12 16 End End End 20 Len (ft) 29.7 46.0 92.6 167.9 81.2 12.0 12.1 183.1 61.0 61.0 50.2 50.0 101.7 14.9 33.9 14.0 16.5 8.2 27.6 155.9 22.5 Drng Area Incr (ac) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total (ac) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rnoff coeff (C) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 AreaxC Incr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Total 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tc Inlet (min) 0.0 5.0 0.0 0.0 0.0 7.0 7.0 0.0 0.0 0.0 6.0 0.0 0.0 0.0 5.0 8.0 5.0 5.0 5.0 0.0 10.0 Syst (min) 9.2 8.3 7.9 7.4 7.1 7.0 7.0 8.7 8.6 8.4 8.3 8.1 5.2 5.1 5.0 8.0 5.0 5.0 5.0 10.0 10.0 Rain (1) (in/hr) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total flow (cfs) 34.05 17.52 15.59 15.59 15.59 12.53 3.06 16.53 16.53 16.53 16.53 11.53 6.47 6.47 6.47 5.06 1.09 1.27 0.35 0.69 0.69 Cap full (cfs) 39.84 142.6 28.59 28.66 28.42 20.65 9.56 43.84 43.81 43.81 43.77 21.22 66.87 66.81 66.86 17.11 21.55 61.22 0.15 0.62 0.62 Vel (ft/s) 7.00 6.30 4.89 4.93 5.35 4.40 1.73 6.04 6.27 6.27 6.27 5.03 3.81 4.03 4.03 2.45 0.75 3.03 7.13 7.91 7.91 Pipe Size (in) 30 24 30 30 30 24 18 24 24 24 24 24 24 24 24 24 24 18 3 4 4 Slope (%) 0.94 39.77 0.49 0.49 0.48 0.83 0.83 3.76 3.75 3.75 3.75 0.88 8.74 8.73 8.74 0.57 0.91 33.98 2.72 10.48 10.48 Project F le: 981027HFIow4.stm Invert Elev Up (ft) 82.04 100.68 101.46 102.61 103.33 103.76 103.76 89.25 91.54 93.83 95.71 96.48 105.70 107.00 109.96 96.89 97.37 82.49 110.06 131.64 134.00 Dn (ft) 81.76 82.37 101.01 101.79 102.94 103.66 103.66 82.37 89.25 91.54 93.83 96.04 96.81 105.70 107.00 96.81 97.22 79.70 109.31 115.30 131.64 HGL Elev Up (ft) 84.43 102.16 102.85 103.94 104.66 105.42 105.70 90.69 92.98 95.27 97.15 97.68 106.60 107.90 110.86 98.10 98.24 82.92 113.90 135.60 138.84 Dn (ft) 84.26 85.42 102.77 103.66 104.51 105.41 105.69 85.47 90.98 93.27 95.56 97.66 98.15 106.88 108.18 98.10 98.24 80.13 109.56 115.63 135.87 Number of lines: 21 Grnd / Rim Elev Up (ft) 87.70 1 1 1 .30 113.05 109.69 108.07 108.25 108.25 94.60 96.95 99.20 101.07 101.21 109.10 110.44 121.50 101.55 108.50 93.25 116.00 0.00 137.00 Dn (ft) 0.00 87.70 1 1 1 .30 113.05 109.69 108.07 108.07 87.70 94.60 96.95 99.20 101.07 101.21 109.10 110.44 101.21 101.55 0.00 0.00 0.00 0.00 Line ID Run Date: 11-01-2007 NOTES: Intensity = 20.09 / (Inlet time + 0.00) A 0.65; Return period = 100 Yrs. Hydraflow Storm Sewers 2005 Hydra ,c Grade Line Computations Page 1 Line (D 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 Size (in) (2) 30 24 30 30 30 24 18 24 24 24 24 24 24 24 24 24 24 18 3 4 4 Q (cfs) (3) 34.05 17.52 15.59 15.59 15.59 12.53 3.06 16.53 16.53 16.53 16.53 11.53 6.47 6.47 6.47 5.06 1.09 1.27 0.35 0.69 0.69 Downstream Invert elev (ft) (4) 81.76 82.37 101.01 101.79 102.94 103.66 103.66 82.37 89.25 91.54 93.83 96.04 96.81 105.70 107.00 96.81 97.22 79.70 109.31 115.30 131.64 HGL elev (ft) (5) 84.26 85.42 102.77 103.66 104.51 105.41 105.69 85.47 90.98 93.27 95.56 97.66 98.15 106.88 108.18 98.10 98.24 80.13 109.56 115.63 135.87 Depth (ft) (6) 2.50 2.00 1.76 1.87 1.57 1.75 1.50 2.00 1.73 1.73 1.73 1.62 1.34 1.18 1.18 1.29 1.02 0.43* 0.25* 0.33* 0.33 Area (sqft) (7) 4.91 3.14 3.70 3.93 3.24 2.91 1.77 3.14 2.89 2.89 2.89 2.73 2.23 1.93 1.93 2.15 1.62 0.42 0.05 0.09 0.09 Vel (ft/s) (8) 6.94 5.58 4.22 3.97 4.81 4.30 1.73 5.26 5.71 5.71 5.71 4.22 2.90 3.35 3.35 2.35 0.67 3.03 7.13 7.91 7.91 Vel head (ft) (9) 0.75 0.48 0.28 0.24 0.36 0.29 0.05 0.43 0.51 0.51 0.51 0.28 0.13 0.17 0.17 0.09 0.01 0.14 0.79 0.97 0.97 EGL elev (ft) (10) 85.01 85.90 103.05 103.90 104.87 105.70 105.74 85.90 91.49 93.78 96.07 97.94 98.28 107.06 108.36 98.19 98.25 80.27 110.35 116.60 136.84 Sf (11) 0.690 0.600 0.203 0.176 0.280 0.278 0.085 0.534 0.489 0.489 0.489 0.264 0.132 0.191 0.191 0.089 0.009 0.455 15.722 12.457 13.172 Len (ft) (12) 29.7 46.0 92.6 168 81.2 12.0 12.1 183 61.0 61.0 50.2 50.0 102 14.9 33.9 14.0 16.5 8.2 27.6 156 22.5 Upstream Invert elev (ft) (13) 82.04 100.68 101.46 102.61 103.33 103.76 103.76 89.25 91.54 93.83 95.71 96.48 105.70 107.00 109.96 96.89 97.37 82.49 110.06 131.64 134.00 HGL elev (ft) (14) 84.43 102.16 j 102.85 103.94 104.66 105.42 105.70 90.69 j 92.98 j 95.27 j 97.15 j 97.68 j 1 06.60 j 1 07.90 j 11 0.86 j 98.10 98.24 82.92 113.90 135.60 138.84 Depth (ft) (15) 2.39 1 .48** 1.39 1 .33** 1.33** 1.66 1.50 1.44" 1.44" 1.44" 1.44** 1 .20** 0.90** 0.90** 0.90** 1.21 0.87 0.43** 0.25** 0.33** 0.33" Project File: 981 027HFlow4.stm Area (sqft) (16) 4.83 2.50 2.80 2.64 2.64 2.78 1.77 2.42 2.42 2.42 2.42 1.97 1.37 1.37 1.37 1.99 1.32 0.42 0.05 0.09 0.09 Vel (ft/s) (17) 7.05 7.02 5.57 5.90 5.90 4.50 1.73 6.83 6.83 6.83 6.83 5.84 4.71 4.71 4.71 2.54 0.83 3.03 7.13 7.91 7.91 Vel head (ft) (18) 0.77 0.77 0.48 0.54 0.54 0.32 0.05 0.72 0.72 0.72 0.72 0.53 0.35 0.35 0.35 0.10 0.01 0.14 0.79 0.97 0.97 EGL elev (ft) (19) 85.20 102.93 103.33 104.48 105.20 105.73 105.75 91.41 93.70 95.99 97.87 98.21 106.95 108.25 111.21 98.20 98.25 83.06 114.69 136.57 139.81 ( Sf (20) 0 0 0 .598 .742 408 0.474 0.474 0.301 0.085 0.709 0.709 0.709 0 0 0 .709 .572 .470 0.470 0.470 0.107 0.015 0.455 15.716 13.167 13.167 Number of lines: 21 Check Ave Sf (21) 0.644 0.671 0.306 0.325 0.377 0.290 0.085 0.622 0.599 0.599 0.599 0.418 0.301 0.330 0.330 0.098 0.012 0.455 15.719 12.812 13.169 Enrgy loss (ft) (22) 0.191 n/a 0.283 0.546 0.306 0.035 0.010 n/a n/a n/a n/a n/a n/a n/a n/a 0.014 0.002 n/a 4.335 19.97 2.964 JL coeff (K) (23) 0.91 0.15 1.00 0.35 1.00 1.00 1.00 0.15 0.19 0.15 0.25 1.00 0.15 0.30 1.00 0.57 1.00 1.00 1.00 0.28 1.00 Minor loss (ft) (24) 0.70 0.11 0.48 0.19 0.54 0.32 0.05 n/a n/a n/a n/a 0.53 0.05 0.10 0.35 0.06 0.01 n/a 0.79 0.27 0.97 Run Date: 11-01-2007 Notes: * Normal depth assumed.; ** Critical depth.; j-Line contains hyd. jump. Hydraflow Storm Sewers 2005 Hydii .ow HGL Computation Procedure (Pagel General Procedure: Hydraflow computes the HGL using the Bernoulli energy equation. Manning's equation is used to determine energy losses due to pipe friction. In a standard step, iterative procedure, Hydraflow assumes upstream HGLs until the energy equation balances. If the energy equation cannot balance, supercritical flow exists and critical depth is temporarily assumed at the upstream end. A supercritical flow Profile is then computed using the same procedure in a downstream direction using momentum principles. Col. 1 The line number being computed. Calculations begin at Line 1 and proceed upstream. Col. 2 The line size. In the case of non-circular pipes, the line rise is printed above the span. Col. 3 Total flow rate in the line. Col. 4 The elevation of the downstream invert. Col. 5 Elevation of the hydraulic grade line at the downstream end. This is computed as the upstream HGL + Minor loss of this line's downstream line. Col. 6 The downstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size. Col. 7 Cross-sectional area of the flow at the downstream end. Col. 8 The velocity of the flow at the downstream end, (Col. 3 / Col. 7). Col. 9 Velocity head (Velocity squared / 2g). Col. 10 The elevation of the energy grade line at the downstream end, HGL + Velocity head, (Col. 5 + Col. 9). Col. 11 The friction slope at the downstream end (the S or Slope term in Manning's equation). Col. 12 The line length. Col. 13 The elevation of the upstream invert. Col. 14 Elevation of the hydraulic grade line at the upstream end. Col. 15 The upstream depth of flow inside the pipe (HGL - Invert elevation) but not greater than the line size. Col. 16 Cross-sectional area of the flow at the upstream end. Col. 17 The velocity of the flow at the upstream end, (Col. 3 / Col. 16). Col. 18 Velocity head (Velocity squared / 2g). Col. 19 The elevation of the energy grade line at the upstream end, HGL + Velocity head, (Col. 14 + Col. 18). Col. 20 The friction slope at the upstream end (the S or Slope term in Manning's equation). Col. 21 The average of the downstream and upstream friction slopes. Col. 22 Energy loss. Average Sf/100 x Line Length (Col. 21/100 x Col. 12). Equals (EGL upstream - EGL downstream) +/- tolerance. Col. 23 The junction loss coefficient (K). Col. 24 Minor loss. (Col. 23 x Col. 18). Is added to upstream HGL and used as the starting HGL for the next upstream line(s). SECTION 9 Storm Sewer Profile Proj. file: 981027HFIow4.stm Elev. (ft) 138.00 125.00 112.00 99.00 86.00 73.00 138.00 125.00 112.00 99.00 86.00 73.00 50 100 150 200 250 300 350 400 450 Reach (ft) Hydraflow Storm Sewers 2005 Storm Sewer Profile Proj. file: 981027HFIow4.stm V Elev. (ft) »-** • *** v. O 2 CM CM O °°° O co CO 115.00 112.00 109.00 106.00 103.00 LLI LLJ LJJ .i > >tr £. .E 100.00 10 20 30" © U.4H% 30 40 50 Reach (ft) 60 70 m if co O.E tr ££ CD _J CM<\! 00en o CO CO 13O 00 80 90 115.00 112.00 109.00 106.00 -103.00 100.00 100 Hydraflow Storm Sewers 2005 Storm Sewer Profile Pro), file: 981027HFIow4.stm Elev. (ft) 112.00 110.00 108.00 106.00 104.00 102.00 0o oo o 05 CO • / r^ -!— • . . N5s 5 O CO CD |* 111 S ED m ui CD £ > > « DC £ £ 03 /._ • — ' y7 ••lir ^11 f -t O" /W\ n !fo^-LI ~ ' O **& vj'1 LOCJ od0 Hi E ir ^— • O CD h- CO O UJ > * j /-> r\n y 0 10 I I^.UU ^ •i r\ r\r\1U.UU Uo.UU •4 rvo r\f\1 Uo.UU 1U4.UU -4 rvn rtrvlU^.UU 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2005 Storm Sewer Profile Proj. file: 981027HFIow4.stm Elev. (ft) 1 n^ nn QQ nn QQ nnyo.uu p-7 nno / .uu si nnO I .UU &•< -jc nn/ o.uu ,05 O i oo Oo 0 CO-*— •CO i £f s ^^^4 3 o E • o °^ O) LLJ E >O -E I I • ;/' / / ^X x^^^x< o." ® J ' 00 1 c\] CO*JCO ••>? E H ^ 1 "3O > 0 2o a 0 A-0 £ Reach o e (ft) 0 7 o e 0 £)0 1 me; nn1 UO.VJVJ QQ nn R7 nno/ .uu PI nno I .UU 00 Hydraflow Storm Sewers 2005 Storm Sewer Profile Proj. file: 981027HFIow4.stm Elev. (ft) 11 R nn m nn.uu 1 no nnI UO.UU m°, nn so.uu no on3O.UU • 0o o COft ) ' ** • 0 3 c eg oo T- E^DC £ £ . _____—— • 13.98Lf-24" @ O.i 1 7r^ 0 CD 05 cri 1 Li • LOC ^-' Coc'-e ED[ if. • —• 3 nc\iOCNJ 3 r^*J5O) ULU z c y f ( le.bii! 2 ..- / X / / • a,0"fl"l': — 0 N T- C_ CTCIT C 0 TO • 3 "5oO LO fx. 03 CO ^^ O) ir.1 ^^ 0 40 5 Reach 0 6 [ft) 0 70 £10 £10 1 1 18 nn 1 n nn ms nn' yo.UL) Q'a nnyo.uu DO O ( ( Hydraflow Storm Sewers 2005 Storm Sewer Profile Proj. file: 981027HFIow4.stm o Elev. (ft) 158.00 148.00 138.00 128.00 118.00 108.00 158.00 148.00 138.00 128.00 118.00 108.00 200 Hydraflow Storm Sewers 2005 Storm Sewer Profile Proj. file: 981027HFIow4.stm 033= O 0q Elev. (ft) 8 0 2CO -\ oo r\r\l^.UU iy.uu — -\ i a r\r\1 D.UU •i 1 o nn1 o.UU 1 -t n r\f\1U.UU H r\-r r\r\ CO c ^T-CJ CO -§ LU r T^1^ E > 0^ ^/ ^-*""*' ^- — ^ Z ^ ^ ^ ^^ ^^^ f^***~ ^ ^zs* __ ~ ^ —-- .-3. r) "7O^/58Lf -3" ^ 2-'^ 0) c 1 00m NC\J 0 g CO ^^^"^^ "2. — — ^^ BO OCD9o <DO UJOJ I>DCS 100 nn */ •B \(jf.(J(J 0 10 20 1 1Q 00 1 16 00 11°. 00 110 00 •in-7 r\r\ 30 40 50 60 70 80 90 100 Reach (ft) O ( I Hydraflow Storm Sewers 2005 Storm Sewer Profile Proj. file: 981027HFIow4.stm Elev. (ft) 140.00 130.00 120.00 110.00 100.00 90.00 O O CO ,-O.E <N 00 T- -™°°°CDCO••- en o> LU UJ Q] .i > >DC = ^ CO c CDCT>CD O co oo > > ^j- c: G)inCD co CO OOO ^^CD T-j E > > O Oin ro co > 100 125 150 Reach (ft) 140.00 130.00 120.00 110.00 100.00 90.00 175 Hydraflow Storm Sewers 2005 Storm Sewer Profile Proj. file: 981027HFIow4.stm Elev. (ft) 116.00 108.00 100.00 92.00 84.00 76.00 116.00 108.00 100.00 92.00 84.00 250 300 350 76.00 400 450 Reach (ft) Hydraflow Storm Sewers 2005 APPENDIX