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CT 2017-0003; LA COSTA TOWN SQUARE PARCEL 3 RESIDENTIAL; DRAINAGE REPORT LA COSTA TOWN SQUARE PARCEL 3; 2023-02-10
ADDENDUM 1 (CC#3) Drainage Report LA COSTA TOWN SQUARE~ PARCEL 3 PUD 2007-0004 CT2017-0003 AMEND 2017-0012 GR 22-0001 DWG 536-1A City of Carlsbad, CA ~ County of San Diego PREPARED FOR: WOODSIDE 05S, LP 1250 Corona Pointe Court, Suite 500 Corona, CA 92879 951-363-0369 PREPARED BY: BB&D~ PLANNING ENGINEERING SURVEYING SB&O, INC. 3990 RUFFIN ROAD, SUITE 120 SAN DIEGO, CA 92123 (858) 560-1141 SB&O JOB NO. 76882.25 / ruary 10, 2023 CC#3 Addendum 1 -May 5, 2024 Corporate Office: 3990 Ruffin Road, Suite 120 ■ San Diego, CA. 92123 ■ Phone (858) 560-1141 ■ Fax (858) 560-8157 41689 Enterprise Circle North, Suite 126■ Temecula, CA. 92590 ■ Phone (951) 695-8900 ■ (95 1) 695-890 I TABLE OF CONTENTS Vicinity Map .................................................................................................................................... 1 1. Scope of Report .................................................................................................................. 4 2. Existing Site ........................................................................................................................ 4 3. Project Description ............................................................................................................ 5 4. Proposed Hydrology .................................................................................................................. 5 4.1 Design Criteria ........................................................................................................................................... 5 4.2 Soils ............................................................................................................................................................ 5 4.3 Runoff Coefficient (C-Factors) ................................................................................................................... 5 4.4 Rainfall ....................................................................................................................................................... 5 4.5 Time of Concentration ................................................................................................................................ 6 4.6 Peak Flow Rates ......................................................................................................................................... 6 5. Hydrology ........................................................................................................................... 6 6. Detention ............................................................................................................................. 9 7. Hydraulics ........................................................................................................................ 10 8. Inlet Sizing ........................................................................................................................ 10 9. Conclusion ........................................................................................................................ 13 EXHIBITS A. Hydrology I Hydraulic Summary B. Inlet Sizing C. Detention Calculations / Revised Excerpts CT-01-09 Drainage Study D. SWMM / HMP Documentation E. Addendum# 1 Calculations APPENDIX San Diego County June 2003 Hydrology Manual References City of Carlsbad Standards EXISTING DRAINAGE EXHIBIT PROPOSED DRAINAGE EXHIBIT PROPOSED DRAINAGE EXHIBIT -Addendum #1 D:\76882 La Costa Town Square\t3 Reports\Hydrology\La Costa, Drainage Study 2024 0504 Addi CC3.docx Map Pocket # 1 Map Pocket #2 Map Pocket #3 Page 2 CITY or OCEANSIDE 78 CITY or VISTA PACIFIC OCEAN VICINI TY MAP NOT TO SCALE THOMAS GUJDE PG. 1147, GRID J2 5 7TH EDI TION D:\76882 La Costa Town Square\t3 Reports\Hydrology\La Costa, Drainage Study 2024 0504 Add i CC3.docx y OF' MARCOS SIT£ Page 3 1. Scope of Report The scope of this report includes providing hydrology and inlet calculations for the proposed private storm drain system, and estimated site discharges. The majority of the developed site discharges to the existing detention basin located west of the site. A separate SWQMP report (SB&O, Inc. dated July 27, 2022) was prepared for the project. Addendum #1 (CC#3) This addendum provides supplemental hydrology and hydraulic calculations for Rough Grading Plan Change #3 (City of Carlsbad CT2017-0003 / DWG 536-lA). The plan change shows stacked retaining walls at the main project entry from La Costa Avenue. Concrete ditches are provided behind the wall to control the slope runoff. Storm drain risers with atrium grates are provided at the low points. Calculations are provided to confirm the capacity of the atrium grates for Areas 1 & 2. Another change includes the 12" storm drain from the Caltrans "GO" inlet at the top of the access road to MWS#2 at the bottom of the access road as shown on Sheets 5 & 8, see Profile F on Sheet 11. Calculations are provided to detennine the hydraulics of the 12" pipe conveying runoff from Area 3. 2. Existing Site The project site is located on La Costa A venue and across from Calle Timiteo within the City of Carlsbad, California. The site was previously graded for anticipated development per DWG. NO. 474-7A. The runoff from northern slopes (E-3 and E-4) are intercepted by a ditch at the top of a large anchor retaining wall, then bypass around the pad and discharge into Basin 1 (West). The existing pad is split down the middle creating separate east and west basins. Runoff is overland flow to temporary sediment basins (DWG NO. 474-7A). The westerly temporary sediment basin discharges into Basin 1 located west of the site. The easterly sediment basin discharges into the existing inlet along La Costa Ave frontage. The runoff from the graded entry road and southeast slopes are intercepted by a concrete ditch that flows into a third sediment basin that also discharges into the inlet along La Costa Ave. The existing detention basin (Basin I-analyzed and constructed during development of the northerly adjacent La Costa Town Square project, CT 01-09) west of the site was sized to accommodate developed conditions flows from approximately 32 acres of comingled commercial development and offsite street runoff from Rancho Santa Fe Avenue, as well as well as approximately 2.4 developed acres of Parcel 3. The existing detention basin was designed to mitigate the regional 100-year storm peak flowrate to a rate that would not exceed the pre- developed condition. Per the CT O 1-09 drainage report, the pre-developed 100-year peak flowrate was 55 cfs. See Existing Drainage Exhibit in Map Pocket #1. D:\76882 La Costa Town Square\t3 Reports\Hydrology\La Costa, Drainage Study 2024 0504 Add i CC3.docx Page 4 3. Project Description The proposed 7.2 ac project is a multi-level residential development. The development will include paving, surface parking, common areas, and private storm drain system. Runoff from the primary development area will be directed to Modular Wetland Systems the proposed control structure and HMP pipe storage located onsite. The rear graded slope behind the northern wall will also be directed to Basin 1. Calculations for this HMP & peak flow mitigation can be found within the Technical Memorandum for SWMM Modeling for Hydromodification Compliance of La Costa Town Square (Tory R Walker, dated August 2022) in the project SWQMP. See Proposed Drainage Exhibit in Map Pocket #2. The entry road will be intercepted by two (2) proposed curb inlets near the La Costa Ave intersection and discharge to the proposed treatment and HMP basin located to the east (existing temporary sediment basin location). 4. Proposed Hydrology 4.1 Design Criteria Drainage systems will be designed in accordance with the City of Carlsbad's "Engineering Standards," Chapter 5. The Rational Method as defined in the San Diego County Hydrology Manual (June 2003 edition) is used to calculate peak flow rates for 100-year storm events. (See Appendix for Reference Materials, Charts & Tables) 4.2 Soils The soil mapping for the site is hydrologic soil group Type "D," used for hydrology calculations. 4.3 Runoff Coefficient (C-Factors) The runoff coefficients for this project, according to the San Diego County Hydrology Manual (2003) Table 3-1, includes the following; Surface Condition % Impervious Runoff Coefficient Impervious / Paved 100 0.87 Pervious / Slopes 0 0.35 Proposed Site 80 0.79 Proposed Site 85 0.82 4 .4 Rainfall Rainfall intensities are calculated using the rainfall data from the County 6-Hour and 24-Hour Isopluvial Maps as follows; D:\76882 La Costa Town Square\t3 Reports\Hydrology\La Costa, Drainage Study 2024 0504 Add i CC3.docx Page 5 Storm 6-Hour 24-Hour Ratio Adjusted Event Rainfall Rainfall P6/P24 P6 (in) (in) (in) 100-Year 2.9 5.1 57% 2.9 See Appendix for Isopluvial Maps and Figure 3-1 to determine the adjusted 6-hour rainfall. 4.5 Time of Concentration Rainfall intensities were calculated using times of concentration in accordance with the procedures noted in the June 2003 Hydrology manual. This includes the limitations as noted in Table 3-2, which restricts the initial overland times of concentration (To) based upon the Land Use / Density(% Impervious) and slope. 4.6 Peak Flow Rates Peak flow rates are estimated using the Rational Method (Q=CIA). Rainfall intensities are based upon the following formula; I= 7.44 P6 Tc-·645 Where; P6 is the local 6-hour rainfall total (inches) for a given storm frequency. Tc is the time of concentration (minutes) at the design location in the drainage system. Note: When calculating intensity, the minimum Tc is 5 minutes. 5. Hydrology The Parcel 3 property is part of the much larger La Costa Town Square development which includes a master detention basin located immediately west of the site that is already operational. The detention basin was designed to mitigate post development runoff from the entire development. A detailed analysis and verification of the existing detention basin using the Parcel 3 development envelope is discussed in Section 6. Analysis of the current hydro logic condition is not relevant to the detention analyses, which are based upon the pre-development topography and flow lengths for the entire project. A simplified comparison of the development areas will document changes to the interim conditions for Parcel 3. Although the existing site is currently pad graded, the pre-development condition of the site was moderately to steep ground (natural slopes ranging from 10% to 3:1), trending north to south with an average overland dimension of about 350 feet. County Hydrology Manual Table 3-2 limits the initial overland flow length based land use, with a natural condition is limited to 6.9 minutes for slope of 10% or greater. For comparison purposes, a time of concentration of 8 minutes will be used for the Pre-development and Existing Conditions. The 100-year (P6=2.9 mins) intensity for an 8-minute tie of concentration is 5.64 in/hr. A breakdown of the individual interim areas using the same time-of-concentration is as follows; D:\76882 La Costa Town Square\13 Reports\Hydrology\La Costa, Drainage Study 2024 0504 Addi CC3.docx Page 6 Existing Condition Area Runoff QlOO (ac) Coefficient (cfs) Upper Slope (E-3, E-4) 0.85 0.35 1.64 West Pad ( E-7, E-8) 1.62 0.35 3.20 To West Detention Basin 2.47 4.88 East Sediment Basin (E-1, E-2) 2.21 0.35 4.36 SE Sediment Basin (E-5 & E-6) 0.99 0.35 1.96 La Costa Ave Storm Drain 3.20 6.32 Total 5.67 0.35 11.20 Note; The eastern temporary sediment basin is currently connected to the curb inlet and storm drain system at the east end of the project, which discharges to the La Costa Avenue storm drain system. The above summary include the areas tributary to the temporary sediment basin and ignores the existing graded slopes along La Costa Avenue. See Existing Drainage Exhibit in Map Pocket 1 and Hydrology Summary for the temporary sediment basins in Exhibit A. The master drainage plan for the entire La Costa Town Square assumed that the Parcel 3 development area and upper manufactured slope would be directed to west detention basin for attenuation, along with a portion of the shopping center located to the north. The project driveway entry and adjacent slopes are conveyed to the southeast temporary sediment basin, located east of the La Costa intersection, and connected to the existing curb inlet public storm drain system at the east end of the project. The remaining front slopes were expected to discharge directly to the La Costa A venue gutter which is intercepted by the same existing curb inlet. The hydrology calculations for Parcel 3 development area including the rear slopes are summarized as follows; Post Development Condition -West Area Runoff QlOO (U nmiti2ated) (ac) Coefficient (cfs) Development Area (MWS # 1) 3.86 0.71 17.35 West Access Road (MWS #2) 0.27 0.71 1.19 Rear Slope -Existing Outfall 0.84 0.35 2.25 To West Detention Basin 4.97 20.61 Compare to Current Condition -West 2.47 4.88 Note: The West Access Road area was not included in the current/ interim area. See Map Pocket #2 for the Proposed Drainage Exhibit, and Exhibit "A" for Hydrology Calculations (CivilD). The eastern portion of the site will be directed to a surface biofiltration basin, sized to provide treatment and HMP mitigation, located east of the main entry at the toe of slope. Due to the steepness of the paved entry and the short gutter and pipe lengths, it is anticipated that the time of concentration will be extremely short, with a minimum time of concentration of 5 minutes. D:\76882 La Costa Town Square\t3 Reports\Hydrology\La Costa, Drainage Study 2024 0504 Add i CC3.docx Page 7 Post Development Condition -East Area Runoff QlOO (ac) Coefficient (cfs) Project Entry Drwy & Slope (Basin 2) 1.00 0.46 3.51 To La Costa Storm Drain Compare to current La Costa Storm Drain 3.20 6.32 The above summary documents a reduction from the interim conditions to the La Costa storm drain system. Treatment (provided by the MWS units) and HMP mitigation (linear underground storage pipe) will be provide onsite for the western portion of the site. Due to space limitations, a linear approach to storage was achieved by using oversized storm drain pipes within the main east-west driveway. A diversion structure is placed at the low point in the driveway, near the intersection with the main entry driveway. The primary storm drain connected to the main MWS unit was increased from 18" to 36" in size (approximately 700 ' length). The main MWS unit does not have an internal bypass, which limits the outflows to less than 1.0 cfs. A secondary storm drain is located above and parallel to the primary storm drain. This secondary "overflow" storm drain line is nearly level and provides approximately 500 lineal feet of 30" diameter storage with an outlet control structure at the western end. The diversion structure ( essentially a large cleanout) allows storm runoff to fill the primary storm drain pipe. Restriction by the MWS unit results in an "overflow" to the upper bypass storm drain. The outlet control structure at the west end of the secondary storage pipe also restricts flows using a combination of low flow & mid-flow openings and an overflow weir. Since both the outlet control structure and the MWS restrict flows , runoff is stored in the lower (36") & upper (30") storm drain pipes and the 36" storm drain located upstream of the diversion cleanout. The size and elevation of the outlet control openings and weir length were selected to provide HMP mitigation for the Parcel 3 development area. The complexity of the system does not allow a standard hydrology computer program to model the split flow paths, the time lag / velocity reduction provided by storage, or the resulting distortion of the confluence procedure. The most conservative approach is to perform the CivilD calculations for the post development condition while ignoring the effects of the flow restrictions. The results for the development areas tributary to MWS#l and the Outlet Control system were as follows ; Post Development Condition Area Runoff QlOO (ac) Coefficient (cfs) Development Area (MWS #1 / Outlet Control) 3.86 0.71 17.35 A review of the SWMM modeling input data shows that a combined outflow of 17.35 cfs occurs when the storage depth reaches 11.1 feet above the outlet elevation of the MWS#l (276.68). The corresponding storage elevation is 287.78, which results in a submerged condition for the entire length of the storage pipes. Based upon the SWMM storage & outflow table, the flow through the MWS unit is 0.9 cfs, with 16.4 cfs passing through the outlet control structure. D:\76882 La Costa Town Square\t3 Reports\Hydrology\La Costa, Drainage Study 2024 0504 Add i CC3.docx Page 8 Standard detention routing assumes a level water surface where the flow velocity approaches zero. As noted above, the split design of the storage and outflow controls, the flow rates through the pipe segments are known. The majority of the 100-year discharge flows through the upper 30" pipe ( 16.4 cfs) which results in a velocity of 3 .34 fps. Although small, the velocity is large enough to create a friction loss along the length, which implies a sloped water surface. The control elevation of 287.78 occurs at the overflow weir in the Outlet Control Structure. The water surface elevation upstream of the control section was modeled a long culvert under a road crossing using the HY-8 computer program. The required headwater is 288.31 at the upstream Diversion cleanout structure, which has a rim elevation of 289.86 . The flow velocities upstream of the Diversion structure are 1.0 fps or less which indicates a nearly level water surface upstream of the diversion structure. The Diversion structure receives flows from the curb inlets on either side of the driveway. The critical inlet is on the south side near the intersection with the main entry drive. The top of curb elevation is 289.54, with a lip of gutter elevation at 288.84, which is 0.53' above the estimated water surface elevation. The overflow location for the pipe storage system is this same inlet, which would spill to the west side of the main entry driveway and flow to the La Costa A venue gutter. See SWMM / HMP / HY-8 documentation in Exhibit D. Wall Drains The tributary drainage areas at the 3 locations are relatively small with limited overland flow lengths. As shown on Drainage Exhibit, the area tributary to the GO inlet 0.135 acres For simplicity, the minimum 5-minute time of concentration was used to provide conservative flow estimates using Rational Method hydrology. See attached calculations in Exhibit "E". 6. Detention The project site (Parcel 3) is part of the larger La Costa Town Square development, which was constructed at a location to the west of the Parcel 3 site. The basin was designed to provide HMP mitigation for a portion of the adjacent shopping center, and detention for the development area of Parcel 3 and the shopping center site. The preliminary design for the Parcel 3 proposed modifications to the existing basin to add treatment and hydromodification controls for the Parcel 3 site, while maintaining detention for the entire development. The final design for Parcel 3 will provide treatment and HMP mitigation onsite before discharging to the existing detention basin. Two (2) proprietary biofiltration basins (Modular Wetland Systems by Bioclean) will provide treatment, and a linear oversized storm drain provides HMP storage using a control structure. The HMP Mitigation for Parcel 3 is documented in the "Technical Memorandum for SWMM Modeling for Hydromodification Compliance of La Costa Town Square, dated December 2022" included in the project SWQMP. D:\76882 La Costa Town Square\13 Reports\Hydrology\La Costa, Drainage Study 2024 0504 Add i CC3.docx Page 9 This current project proposes to drain approximately 5 acres of the Parcel 3 site to the existing detention basin. When compared to the original CT O 1-09 drainage study, this is an increase in approximately 2.5 acres of developed area. The CT 01-09 rational method hydrology was used to prepare a confluence analysis and determine the updated, larger regional peak flowrate. The net effect of the increase in Parcel 3 drainage area on the CT 01-09 hydrology is an increase in the regional (undetained) 100-year peak flowrate from 110.7 cfs to 120.1 cfs. The revised regional undetained peak flow hydrograph was analyzed using SWMM detention basin routing to determine if the existing basin and outflow structure has sufficient capacity to detain the increased peak flow rate. The results are summarized in the table below: Hydrologic Comparison at Existing Basin Outflow Area Runoff QlO0 (ac) Coefficient (cfs) CT O 1-09 Existing Condition 35.5 0.35 55 CT 2017-0003 Proposed Condition (Undetained) 37 0.63 120.1 CT 2017-0003 Proposed Condition (Detained) 49 The re-routing of the comparably marginal increase in undetained regional peak flow produces results that remain substantially similar to the conclusions reached in the original CT 01-09 drainage report. Therefore, it is demonstrated that the existing detention basin has sufficient hydraulic capacity to mitigate the Parcel 3 100-year peak flow rate and no modifications to the existing basin or the control structure are necessary. We conclude that the net effect of the Parcel 3 hydrologic increase to the basin will not produce an adverse effect on existing downstream peak flow capacity. Detention modeling for the proposed Parcel 3 and the La Costa Square development demonstrates that the proposed discharge does not exceed the original design for the West detention basin. See Exhibit "C" for revised detention analysis. The proposed condition will significantly reduce the area tributary to easterly La Costa curb inlet and storm drain system. The tributary area was reduced by shifting the easterly temporary sediment basin area to the west detention basin. Since the project biofiltration basin (Basin #2) will provide HMP mitigation for the driveway entry and slopes, no further detention calculations or downstream analysis should be necessary. 7. Hydraulics As described in Section 5, the primary storm drain system (Line A) is located within the main east-west driveway and represents the detention storage volume with a 36" diameter storm drain located east of the main driveway entry, and parallel 36" and 30" pipes located west of the driveway. The easterly pipe and the westerly pipes are connected to a common cleanout (Diversion Structure) at the center of the site. Outflows from the system are regulated by both MWS#l (lower flow path) and the Flow Control Structure (upper flow path). The MWS unit does not have an internal bypass. All of the lateral D:\76882 La Costa Town Square\t3 Reports\Hydrology\La Costa, Drainage Study 2024 0504 Add i CC3.docx Page 10 storm drain lines are connected to the lower pipe in order to ensure that required runoff flows through MWS#l before larger flows can reach the upper leg. The hydrology & hydraulics calculations (CivilD) located in Exhibit "A," provide peak flow estimates from the subareas along the length of the backbone storm drain system. Calculations begin at the upper/east end of the site, accumulating flows along the system length to the existing detention basin at the west end of the site. These calculations provide an estimated time of concentration for the backbone system with corresponding flows from the subareas. However, normal flow routing is interrupted when the backbone storm drain system is used as the detention storage with outflow restricted by the control structures. The calculations are used up to the control structures to provide peak flow estimates. Outflows at the two control locations are governed by the detention model, which determines the flow rate at each control point. The storage depth results in a submerged back water condition along the entire length of the storm drain. Flows within the westerly parallel pipes are controlled by the respective control structure. Flow rates within the easterly portion are based upon the combined flows, reduced by the lateral inflows that occur upstream of the diversion structure. For submerged conditions, pipe velocities are calculated by dividing the flow rate by the cross sectional area of the pipe segment. The submerged condition is also true for the upstream lateral connections. The storm drains downstream of the control structures remain independent. Runoff from the downstream subareas are estimated using the subarea flows from CivilD calculations added directly to the control structure outflows. These adjusted flows are then used to determine the flow velocities (assuming open channel flow) for the pipe segments between the control structure and the westerly detention basin. The storm drain hydraulics are summarized as follows; Backbone System Pipe Dia QlOO VlOO HGL Node# Comment (Sheet 6 & 7) (in) (cfs) (cfs) CivilD Onsite 1 13+67.40 to 17+40 36 4.29 0.61 288.31 100-103, Civi!D Flow Rate 200-103 13+02.45 to 13+67.40 36 7.13 1.01 288.31 103-104 Civi!D Flow Rate Lateral N -Line E 12 6.40 8.15 288.31 NIA Civi!D Flow Rate Lateral S -Line E 12 0.71 0.90 288.31 NIA Civi!D Flow Rate Diversion Structure 17.3 288.31 103-104 Combined Outflow Upper Pipe to Control 30 16.4 3.34 288.31 104-606 HMP-1 Outflow Structure Lower to MWS# 1 36 0.9 0.13 288.31 104-106 MWS#l Outflow Control Structure Pipe Dia QlOO VlOO Depth Node# Comment Outflow -Sheet 6 (in) (cfs) (cfs) (ft) CivilD Onsite 3 9+80.03 to 10+57 18 16.4 14.58 0.91 606-604 Normal Depth Add Rear Slope 18 2.2 13.24 0.23 600-604 CivilD Flow Rate Exist 18" SD 18 18.6 22.30 0.72 604-605 Normal Depth Exist Headwall 18 18.6 10.53 >1.0 604-605 Full Flow D:\76882 La Costa Town Square\t3 Reports\Hydrology\La Costa, Drainage Study 2024 0504 Addi CC3.docx Page 11 MWS#l Outflow Pipe Dia QlOO VlOO Depth Node# Comment Sheet 5, 11 (in) (cfs) (cfs) (ft) CivilD Onsite 2 10+92.17 to MWS#l 12 0.9 8.05 0.20 MWS-Normal Depth 106 1 0+ 31.40 to 10+92.17 12 0.9 9.07 0.18 106-107 Normal Depth Add MWS#2 Flows 18 1.2 20.33 0.11 502-107 CivilD Flow Rate 10+00 to 1 0+ 31.40 18 2.1 5.94 0.38 107-108 Normal Depth New Headwall See Exhibit "A" for the Summary of Hydraulic Calculations and the CivilD calculations. GO Inlet Runoff from Area 3 is conveyed by a private 12" storm drain. Due to steep slope, pipe depth and elevation difference between the GO inlet and the MWS unit, hydraulics using open channel flow conditions will be used. A review of the results indicate shallow flow depths ( <50% full) for the 12" storm drain. See calculations in Exhibit "E". 8. Inlet Sizing Curb inlets are Regional Standard Drawings Type B inlets with a 4" local curb depression (10" curb face) with a 2% cross fall. Curb length is defined as l' greater than the opening length. Sump Condition: Opening length determined based upon orifice flow using maximum ponding depth and opening height, typically 1. 7 cfs per foot. Passing Grade Condition: Opening length determined by the upstream flow depth, local depression ( 4"). Openings in sump conditions exceed the minimum an interception capacity of two cfs per lineal foot of opening per Carlsbad City Standards chapter 5.4.A (excerpts included in the Appendix). The proposed inlets shall have an opening width of at least 4 feet for maintenance purposes. See Exhibit "B" for Inlet Calculations. Wall Drains The drainage areas behind the retaining wall each have an 8" diameter storm drain opening in the bottom of the ditch, in a sump condition. Depending upon the ponded depth, grated inlet hydraulics are governed by weir flow for shallow depths (0.4' or less) and orifice flow for fully submerged conditions (>1.4'). Flow conditions for depths between 0.4' and 1.4' are considered transitional. The most conservative approach in the transitional zone is to calculate the capacity for each condition and selected the low discharge for each. D:\76882 La Costa Town Square\13 Reports\Hydrology\La Costa, Drainage Study 2024 0504 Add i CC3.docx Page 12 Capacity using for weir and orifice conditions were calculated using a ponded depth of 1 foot. The estimated capacity for the limiting case (orifice flow) is 0.92 cfs, compared to the runoff estimate of 0.30 cfs (Area #1) and 0.14 cfs 9 (Area #2). Note: A 50% reduction in capacity is assumed due to reduced opening from the atrium grate. GO Inlet The curb inlet near MWS #1 has been changed to a combination curb & grated inlet (Type GO Inlet per Caltrans D72E). As shown on Drainage Exhibit, the area tributary to the inlet 0.135 acres, resulting in a peak flow rate of 0.90 cfs. Due to the potential for trash to accumulate in the gutter, a 50% reduction in grate area will be used to determine the inlet capacity calculations. Based upon the Combination Inlet calculator, a ponding depth of 2.5" is expected for the sump condition. See attached calculations in Exhibit "E". 9. Conclusion The above calculation demonstrate that the existing detention basin has sufficient hydraulic capacity to mitigate the Parcel 3 100-year peak flow rate and no modifications to the existing basin or the control structure are necessary. We conclude that the net effect of the Parcel 3 hydrologic increase to the basin will not produce an adverse effect on existing downstream peak flow capacity. The proposed condition will reduce the area tributary to the easterly La Costa curb inlet and storm drain system. The tributary area was reduced by shifting area the west detention basin. Since the project biofiltration basin (Basin #2) will provide HMP mitigation for the driveway entry and slopes, no further detention calculations or downstream analysis was warranted. D:\76882 La Costa Town Square\t3 Reports\Hydrology\La Costa, Drainage Study 2024 0504 Add i CC3.docx Page 13 D:\76882 La Costa Town Square\13 Reports\Hydrology\La Costa, Drainage Study 2022 0210.docx EXHIBIT A Proposed Hydrology Hydraulic Summary Page 11 La Costa Town Square Current Condition Basin Area E-1 E-2 E-5 E-6 E-3 E-4 E-7 E-8 Total East Pad Eas Sediment Middle Driveway East Subtotal Rear Slope Rear Slope West Pad West Sediment West Subotal 0.10 2.11 2.21 0.08 0.91 0.99 3.20 0.07 0.78 0.09 1.53 2.47 5.67 Type D Soil % lmperv C C x A 0 0 0 0 0 0 0 0 0 0.35 0.035 0.35 0.739 0.774 0.35 0.028 0.35 0.319 0.347 0.35 0.025 0.35 0.273 0.35 0.032 0.35 0.536 0.865 0.35 1.985 Final 11/8/2022 P6= 2.9 Tc 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 8.0 1100 5.643 5.643 5.643 5.643 5.643 5.643 5.643 5.643 5.643 5.643 5.643 5.643 D:\76882 La Costa Town Square\13 Reports\ProjectData.xlsx Tab: Hydrology Ql00 0.20 4.17 4.36 0.16 1.80 1.96 6.32 0.14 1.54 0.18 3.02 4.88 11.20 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2014 Version 9.0 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 11/28/22 LA COSTA ONSITE 1 ********* Hydrology Study Control Information********** Program License Serial Number 6334 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.900 24 hour precipitation(inches) = 5.100 P6/P24 = 56.9% San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less ) Impervious value, Ai= 0.650 Sub-Area C Value= 0.710 0.000 0.000 0.000 1.000 Initial subarea total flow distance 56.000(Ft.) Highest elevation= 320.000(Ft.) Lowest elevation= 296.400(Ft.) Elevation difference 23.600(Ft.) Slope= 42.143 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 42.14 %, in a development type of 24.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration TC= [1.8*(1.l-C)*distance(Ft.)A.5)/(% TC= [l.8*(1.1-0.7100)*( 100.000A.5)/( 2.02 minutes slopeA(l/3)] 42 .143A (1/3)] = Calculated TC of 2.017 minutes is less than 5 minutes, 2.02 resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.641(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C 0.710 Subarea runoff= 0.179(CFS) Total initial stream area= 0.033(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** STREET FLOW TRAVEL TIME+ SUBAREA FLOW ADDITION**** Top of street segment elevation= 296.400(Ft.) End of street segment elevation= 290.000(Ft.) Length of street segment 516.300(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 13.000(Ft.) Distance from crown to crossfall grade break 1.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 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 = 1.540(In.) Manning's Nin 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= 0.229(Ft.), Average velocity= Streetflow hydraulics at midpoint of street travel: Halfstreet flow width= 6.549(Ft.) Flow velocity= 1.95(Ft/s) Travel time= 4.42 min. Adding area flow to street Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less ) Impervious value, Ai= 0.650 Sub-Area C Value= 0.710 TC= 6.44 6.490(In/Hr) 0.000 0.000 0.000 1.000 min. for a 0.978(CFS) 1.946(Ft/s) 100.0 year storm Rainfall intensity= 6.490(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA= 0.285 Subarea runoff 1.673(CFS) for 0.369(Ac.) Total runoff= 1.852(CFS) Total area= 0.402(Ac.) Street flow at end of street= 1.852(CFS) Half street flow at end of street= 1.852(CFS) Depth of flow= 0.271(Ft.), Average velocity= 2.250(Ft/s) Flow width (from curb towards crown)= 8.658(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** SUBAREA FLOW ADDITION**** Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B 6.490(In/Hr) 0.000 0.000 2 for a 100.0 year storm Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less ) Impervious value, Ai= 0.650 Sub-Area C Value= 0.710 0.000 1.000 Time of concentration= 6.44 min. Rainfall intensity= 6.490(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA= 0.386 Subarea runoff 0.650(CFS) for 0.141(Ac.) Total runoff= 2.502(CFS) Total area= 0.543(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** SUBAREA FLOW ADDITION**** Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less ) Impervious value, Ai= 0.650 Sub-Area C Value= 0.710 6.490(In/Hr) 0.000 0.000 0.000 1.000 Time of concentration= 6.44 min. for a 100.0 year storm Rainfall intensity= 6.490(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA= 0.444 Subarea runoff 0.378(CFS) for 0.082(Ac.) Total runoff= 2.880(CFS) Total area= 0.625(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 11.20(Ft.) Slope No. of pipes= 1 Required pipe flow Given pipe size= 12.00(In.) 285.800(Ft.) 282.600(Ft.) 0.2857 Manning's N 2.880(CFS) Calculated individual pipe flow 2.880(CFS) Normal flow depth in pipe= 3.15(In.) Flow top width inside pipe= 10.56(In.) Critical Depth= 8.73(In.) Pipe flow velocity= 17.48(Ft/s) Travel time through pipe= 0.01 min. Time of concentration (TC) = 6.45 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 3 Stream flow area= 0.625(Ac.) Runoff from this stream 2.880(CFS) Time of concentration= 6.45 min. Rainfall intensity= 6.483(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 201.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less ) Impervious value, Ai= 0.650 Sub-Area C Value= 0.710 0.000 0.000 0.000 1.000 Initial subarea total flow distance 45.000(Ft.) Highest elevation= 295.400(Ft.) Lowest elevation= 294.700(Ft.) Elevation difference= 0.700(Ft.) Slope= 1.556 % Top 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 24.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration 5.20 minutes TC= [1.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC= [l.8*(1.1-0.7100)*( 75.000A.5)/( 1.600A(l/3)]= 5.20 Rainfall intensity (I) = 7.452(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.710 Subarea runoff= 0.079(CFS) Total initial stream area= 0.015(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 15.50(Ft.) Slope No. of pipes= 1 Required pipe flow Given pipe size= 8.00(In.) 286.600(Ft.) 286.200(Ft.) 0.0258 Manning's N 0.079(CFS) Calculated individual pipe flow 0.079(CFS) Normal flow depth in pipe= 1.ll(In.) Flow top width inside pipe= 5.52(In.) Critical Depth= 1.53(In.) Pipe flow velocity= 2.73(Ft/s) Travel time through pipe= 0.09 min. Time of concentration (TC) = 5.29 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 103.000 **** SUBAREA FLOW ADDITION**** 4 Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less ) Impervious value, Ai= 0.650 Sub-Area C Value= 0.710 7.366(In/Hr) 0.000 0.000 0.000 1.000 Time of concentration= 5.29 min. for a 100.0 year storm Rainfall intensity= 7.366(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA= 0.164 Subarea runoff 1.129(CFS) for 0.216(Ac.) Total runoff= 1.208(CFS) Total area= 0.231(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 103.000 **** SUBAREA FLOW ADDITION**** Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less ) Impervious value, Ai= 0.650 Sub-Area C Value= 0.710 7.366(In/Hr) 0.000 0.000 0.000 1.000 Time of concentration= 5.29 min. for a 100.0 year storm Rainfall intensity= 7.366(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA= 0.254 Subarea runoff 0.664(CFS) for 0.127(Ac.) Total runoff= 1.872(CFS) Total area= 0.358(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 103.000 **** SUBAREA FLOW ADDITION**** Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less ) Impervious value, Ai= 0.650 Sub-Area C Value= 0.710 7.366(In/Hr) 0.000 0.000 0.000 1.000 Time of concentration= 5.29 min. for a 100.0 year storm Rainfall intensity= 7.366(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA= 0.484 Subarea runoff 1.694(CFS) for 0.324(Ac.) Total runoff= 3.567(CFS) Total area= 0.682(Ac.) 5 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 103.000 **** SUBAREA FLOW ADDITION**** Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less ) Impervious value, Ai= 0.650 Sub-Area C Value= 0.710 7.366(In/Hr) 0.000 0.000 0.000 1.000 Time of concentration= 5.29 min. for a 100.0 year storm Rainfall intensity= 7.366(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA= 0.582 Subarea runoff 0.722(CFS) for 0.138(Ac.) Total runoff= 4.288(CFS) Total area= 0.820(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 103.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 368.l0(Ft.) Slope No. of pipes= 1 Required pipe flow Given pipe size= 36.00(In.) 285.800(Ft.) 283.200(Ft.) 0.0071 Manning's N 4.288(CFS) Calculated individual pipe flow 4.288(CFS) Normal flow depth in pipe= 6.74(In.) Flow top width inside pipe= 28.08(In.) Critical depth could not be calculated. Pipe flow velocity= 4.69(Ft/s) Travel time through pipe 1.31 min. Time of concentration (TC) = 6.60 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 103.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 0.820(Ac.) Runoff from this stream 4.288(CFS) Time of concentration= Rainfall intensity= Summary of stream data: Stream Flow rate 6.60 min. 6.387(In/Hr) TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 2.880 2 4.288 Qmax(l) 6.45 6.60 6 6.483 6.387 1.000 * 1.000 * 2.880) + 1.000 * 0.977 * 4.288) + 7.071 Qmax(2) 0.985 * 1.000 * 2.880) + 1.000 * 1.000 * 4.288) + 7.126 Total of 2 main streams to confluence: Flow rates before confluence point: 2.880 4.288 Maximum flow rates at confluence using above data: 7.071 7.126 Area of streams before confluence: 0.625 0.820 Results of confluence: Total flow rate= 7.126(CFS) Time of concentration 6.601 min. Effective stream area after confluence l.445(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** SUBAREA FLOW ADDITION**** Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less ) Impervious value, Ai= 0.650 Sub-Area C Value= 0.710 6.387(In/Hr) 0.000 0.000 0.000 1.000 Time of concentration= 6.60 min. for a 100.0 year storm Rainfall intensity= 6.387(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA= 1.384 Subarea runoff l.718(CFS) for 0.505(Ac.) Total runoff= 8.843(CFS) Total area= l.950(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** SUBAREA FLOW ADDITION**** Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less ) Impervious value, Ai= 0.650 Sub-Area C Value= 0.710 6.387(In/Hr) 0.000 0.000 0.000 1.000 Time of concentration= 6.60 min. for a 100.0 year storm Rainfall intensity= 6.387(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA= 2.016 7 0.889(Ac.) Subarea runoff Total runoff= 4.032(CFS) 12.875(CFS) for Total area= 2.839(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** SUBAREA FLOW ADDITION**** Rainfall intensity (I) = Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less ) Impervious value, Ai= 0.650 Sub-Area C Value= 0.710 6.387(In/Hr) A 0.000 B 0.000 C 0.000 D 1.000 Time of concentration= 6.60 min. for a 100.0 year storm Rainfall intensity= 6.387(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA= 2.121 Subarea runoff 0.671(CFS) for 0.148(Ac.) Total runoff= 13.546(CFS) Total area= 2.987(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** SUBAREA FLOW ADDITION**** Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less ) Impervious value, Ai= 0.650 Sub-Area C Value= 0.710 6.387(In/Hr) 0.000 0.000 0.000 1.000 Time of concentration= 6.60 min. for a 100.0 year storm Rainfall intensity= 6.387(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA= 2.232 Subarea runoff 0.712(CFS) for 0.157(Ac.) Total runoff= 14.258(CFS) Total area= 3.144(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 60.S0(Ft.) Slope No. of pipes= 1 Required pipe flow Given pipe size= 36.00(In.) 282.900(Ft.) 281.600(Ft.) 0.0214 Manning's N 14.258(CFS) Calculated individual pipe flow 14.258(CFS) Normal flow depth in pipe= 9.30(In.) Flow top width inside pipe= 31.52(In.) Critical Depth= 14.43(In.) 8 0.013 Pipe flow velocity= 9.85(Ft/s) Travel time through pipe 0.10 min. Time of concentration (TC) = 6.70 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** SUBAREA FLOW ADDITION**** Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less ) Impervious value, Ai= 0.650 Sub-Area C Value= 0.710 6.324(In/Hr) 0.000 0 .000 0.000 1.000 Time of concentration= 6.70 min. for a 100.0 year storm Rainfall intensity= 6.324(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA= 2.305 Subarea runoff 0.32l(CFS) for 0.103(Ac.) Total runoff= 14.579(CFS) Total area= 3.247(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** SUBAREA FLOW ADDITION**** Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less ) Impervious value, Ai= 0.650 Sub-Area C Value= 0.710 6.324(In/Hr) 0.000 0.000 0.000 1.000 Time of concentration= 6.70 min. for a 100.0 year storm Rainfall intensity= 6.324(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA= 2.378 Subarea runoff 0.462(CFS) for 0.103(Ac.) Total runoff= 15.042(CFS) Total area= 3.350(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** SUBAREA FLOW ADDITION**** Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less ) Impervious value, Ai= 0.650 6.324(In/Hr) 0.000 0.000 0.000 1.000 9 for a 100.0 year storm Sub-Area C Value= 0.710 Time of concentration= 6.70 min. Rainfall intensity= 6.324(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA= 2.461 Subarea runoff 0.521(CFS) for 0.116(Ac.) Total runoff= 15.563(CFS) Total area= 3.466(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** SUBAREA FLOW ADDITION**** Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less ) Impervious value, Ai= 0.650 Sub-Area C Value= 0.710 6.324(In/Hr) 0.000 0.000 0.000 1.000 Time of concentration= 6.70 min. for a 100.0 year storm Rainfall intensity= 6.324(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA= 2.535 Subarea runoff 0.467(CFS) for 0.104(Ac.) Total runoff= 16.029(CFS) Total area= 3.570(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 320.00(Ft.) Slope No. of pipes= 1 Required pipe flow Given pipe size= 36.00(In.) 280.l00(Ft.) 277.200(Ft.) 0.0091 Manning's N 16.029(CFS) Calculated individual pipe flow 16.029(CFS) Normal flow depth in pipe= 12.33(In.) Flow top width inside pipe= 34.17(In.) Critical Depth= 15.33(In.) Pipe flow velocity= 7.49(Ft/s) Travel time through pipe= 0.71 min. Time of concentration (TC) = 7.42 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 3.570(Ac.) Runoff from this stream 16.029(CFS) Time of concentration= 7.42 min. Rainfall intensity= 5.925(In/Hr) Program is now starting with Main Stream No. 2 10 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 300.000 to Point/Station 301.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (24 .0 DU/A or Less ) Impervious value, Ai= 0.650 Sub-Area C Value= 0.710 0.000 0.000 0.000 1.000 Initial subarea total flow distance 41.000(Ft.) Highest elevation= 290.600(Ft.) Lowest elevation= 290.200(Ft.) Elevation difference= 0.400(Ft.) Slope= 0.976 % Top of Initial Area Slope adjusted by User to 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 24.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration 5.66 minutes TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC= [1.8*(1.1-0.7100)*( 65.000A.5)/( 1.000 A(l/3)]= 5.66 Rainfall intensity (I) = 7.054(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.710 Subarea runoff= 0.070(CFS) Total initial stream area= 0. 014 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** SUBAREA FLOW ADDITION**** Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less ) Impervious value, Ai= 0.650 Sub-Area C Value= 0.710 7.054(In/Hr) 0.000 0.000 0.000 1.000 Time of concentration= 5.66 min. for a 100.0 year storm Rainfall intensity= 7.054(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA= 0.119 Subarea runoff 0.77l(CFS) for 0.154(Ac.) Total runoff= 0.841(CFS) Total area= 0.168(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation 284.000(Ft.) 11 Downstream point/station elevation= Pipe length 56.50(Ft.) Slope= No. of pipes= 1 Required pipe flow Given pipe size= 12.00(In.) 282.900(Ft.) 0.0195 Manning's N 0.84l(CFS) Calculated individual pipe flow 0.84l(CFS) Normal flow depth in pipe= 3.34(In.) Flow top width inside pipe= 10.76(In.) Critical Depth= 4.60(In.) Pipe flow velocity= 4.71(Ft/s) Travel time through pipe= 0.20 min. Time of concentration (TC) = 5.86 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 304.000 **** SUBAREA FLOW ADDITION**** Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less ) Impervious value, Ai= 0.650 Sub-Area C Value= 0.710 6.898(In/Hr) 0.000 0.000 0.000 1.000 Time of concentration= 5.86 min. for a 100.0 year storm Rainfall intensity= 6.898(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA= 0.216 Subarea runoff 0.647(CFS) for 0.136(Ac.) Total runoff= 1.489(CFS) Total area= 0.304(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 304.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 48.60(Ft.) Slope No. of pipes= 1 Required pipe flow Given pipe size= 12.00(In.) 282.400(Ft.) 280.400(Ft.) 0.0412 Manning's N 1.489(CFS) Calculated individual pipe flow 1.489(CFS) Normal flow depth in pipe= 3.70(In.) Flow top width inside pipe= 11.08(In.) Critical Depth= 6.21(In.) Pipe flow velocity= 7.25(Ft/s) Travel time through pipe= 0.11 min. Time of concentration (TC) = 5.97 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 304.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 130.60(Ft.) Slope 12 280.000(Ft.) 278.l00(Ft.) 0.0145 Manning's N 0.013 No. of pipes= 1 Required pipe flow 1.489(CFS) Given pipe size= 18.00(In.) Calculated individual pipe flow 1.489(CFS) Normal flow depth in pipe= 4.17(In.) Flow top width inside pipe= 15.18(In.) Critical Depth= 5.48(In.) Pipe flow velocity= 4.81(Ft/s) Travel time through pipe= 0.45 min. Time of concentration (TC) = 6.42 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 304.000 to Point/Station 105.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 0.304(Ac.) Runoff from this stream 1.489(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 6.42 min. 6.500(In/Hr) Stream Flow rate TC Rainfall Intensity No. (CFS) (min) ( In/Hr) 1 16.029 7.42 5.925 2 1.489 6.42 6.500 Qmax(l) 1.000 * 1.000 * 16.029) + 0.912 * 1.000 * 1. 489) + 17.387 Qmax(2) 1.000 * 0.866 * 16.029) + 1.000 * 1.000 * 1. 489) + 15.374 Total of 2 main streams to confluence: Flow rates before confluence point: 16.029 1.489 Maximum flow rates at confluence using above data: 17.387 15.374 Area of streams before confluence: 3.570 0.304 Results of confluence: Total flow rate= 17.387(CFS) Time of concentration= 7.416 min. Effective stream area after confluence End of computations, total study area= 13 3. 874 (Ac.) 3. 874 (Ac.) San Diego County Rational Hydrology Program Downstream of MWS#1 to MWS#2 CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2014 Version 9.0 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 11/17/22 LA COSTA ONSITE 2 ********* Hydrology Study Control Information********** Program License Serial Number 6334 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.900 24 hour precipitation(inches) = 5.100 P6/P24 = 56.9% San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 107.000 **** USER DEFINED FLOW INFORMATION AT A POINT**** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less ) Impervious value, Ai= 0.650 Sub-Area C Value= 0.710 0.000 0.000 0.000 1.000 Rainfall intensity (I) = 7.641(In/Hr) for a 100.0 year storm User specified values are as follows: TC= 5.00 min. Rain intensity= 7.64(In/Hr) Total area= 0.000(Ac.) Total runoff= 0.900(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 107.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 0.000(Ac.) Runoff from this stream 0.900(CFS) Time of concentration= 5.00 min. Rainfall intensity= 7.641(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 500.000 to Point/Station 501.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less ) Impervious value, Ai= 0.650 Sub-Area C Value= 0.710 0.000 0.000 0.000 1 .000 Initial subarea total flow distance 47.000(Ft.) Highest elevation= 293.700(Ft.) Lowest elevation= 293.400(Ft.) Elevation difference= 0.300(Ft.) Slope= 0.638 % Top of Initial Area Slope adjusted by User to 0.660 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.66 %, in a development type of 24.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration 5.70 minutes TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC= [1.8*(1.1-0.7100)*( 50.000A.5)/( 0.660A(l/3)]= 5.70 Rainfall intensity (I) = 7.020(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.710 Subarea runoff= 0.125(CFS) Total initial stream area= 0.025(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 501.000 to Point/Station 502.000 **** STREET FLOW TRAVEL TIME+ SUBAREA FLOW ADDITION**** Top of street segment elevation= 293.400(Ft.) End of street segment elevation= 277.500(Ft.) Length of street segment 215.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 16.000(Ft.) Distance from crown to crossfall grade break 14.500(Ft.) Slope from gutter to grade break (v/hz) = 0.080 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 5.000(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 Nin 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= 0.157(Ft.), Average velocity= Streetflow hydraulics at midpoint of street travel: Halfstreet flow width= 3.115(Ft.) 2 0.626(CFS) 3.721(Ft/s) Flow velocity= 3.72(Ft/s) Travel time= 0.96 min. Adding area flow to street Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less ) Impervious value, Ai= 0.650 Sub-Area C Value= 0.710 TC= 6.66 min. 6.348(In/Hr) 0.000 0.000 0.000 1.000 for a 100.0 year storm Rainfall intensity= 6.348(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.710 CA= 0.188 Subarea runoff 1.070(CFS) for 0.240(Ac.) Total runoff= 1.194(CFS) Total area= 0.265(Ac.) Street flow at end of street= 1.194(CFS) Half street flow at end of street= 1.194(CFS) Depth of flow= 0.189(Ft.), Average velocity= 4.109(Ft/s) Flow width (from curb towards crown)= 4.684(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 502.000 to Point/Station 503.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 4.00(Ft.) Slope No. of pipes= 1 Required pipe flow Given pipe size= 12.00(In.) 273.600(Ft.) 269.700(Ft.) 0.9750 Manning's N 1.194(CFS) Calculated individual pipe flow 1.194(CFS) Normal flow depth in pipe= 1.51(In.) Flow top width inside pipe= 7.97(In.) Critical Depth= 5.52(In.) Pipe flow velocity= 20.79(Ft/s) Travel time through pipe= 0.00 min. Time of concentration (TC) = 6.67 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 503.000 to Point/Station 107.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 0.265(Ac.) Runoff from this stream 1.194(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 6.67 min. 6.346(In/Hr) Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.900 5.00 7.641 2 1.194 6.67 6.346 3 Qmax(l) 1.000 * 1.000 * 0.900) + 1.000 * 0.750 * 1.194) + 1. 796 Qmax(2) 0.831 * 1.000 * 0.900) + 1.000 * 1.000 * 1.194) + 1.942 Total of 2 main streams to confluence: Flow rates before confluence point: 0.900 1.194 Maximum flow rates at confluence using above data: 1.796 1.942 Area of streams before confluence: 0.000 0.265 Results of confluence: Total flow rate= 1.942(CFS) Time of concentration 6.667 min. Effective stream area after confluence 0. 2 65 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 108.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 29.40(Ft.) Slope No. of pipes= l Required pipe flow 268.400(Ft.) 267.800(Ft.) 0.0204 Manning's N 1.942(CFS) Given pipe size= 18.00(In.) Calculated individual pipe flow 1.942(CFS) Normal flow depth in pipe= 4.37(In.) Flow top width inside pipe= 15.44(In.) Critical Depth= 6.30(In.) Pipe flow velocity= 5.85(Ft/s) Travel time through pipe= 0.08 min. Time of concentration (TC) 6.75 min. End of computations, total study area= 0. 2 65 (Ac.) 4 0.013 Downstream of Control structure San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2014 Version 9.0 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 11/28/22 LA COSTA ONSITE 3 ********* Hydrology Study Control Information********** Program License Serial Number 6334 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.900 24 hour precipitation(inches) = 5.100 P6/P24 = 56.9% San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 606.000 to Point/Station 604.000 **** USER DEFINED FLOW INFORMATION AT A POINT**** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less ) Impervious value, Ai= 0.650 Sub-Area C Value= 0.710 0.000 0.000 0.000 1.000 Rainfall intensity (I) = 5.923(In/Hr) for a 100.0 year storm User specified values are as follows: TC= 7.42 min. Rain intensity= 5.92(In/Hr) Total area= 3.874(Ac.) Total runoff= 16.400(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 606.000 to Point/Station 604.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 3.874(Ac.) Runoff from this stream 16.400(CFS) Time of concentration= 7.42 min. Rainfall intensity= 5.923(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 600.000 to Point/Station 601.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 Sub-Area C Value= 0.350 0.000 0.000 0.000 1 .000 Initial subarea total flow distance Highest elevation= 335.500(Ft.) Lowest elevation= 318.B00(Ft.) 35.400(Ft.) Elevation difference= 16.700(Ft.) Slope= 47.175 % Top of Initial Area Slope adjusted by User to 47.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 47.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% TC= [1.8*(1.1-0.3500)*( 100.000A.5)/( 3.74 minutes slopeA (1/3)] 47.000A(l/3)]= Calculated TC of 3.741 minutes is less than 5 minutes, 3.74 resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.641(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff= 0.019(CFS) Total initial stream area= 0.007(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 601.000 to Point/Station 602.000 **** SUBAREA FLOW ADDITION**** Calculated TC of 3.741 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.641(In/Hr) for a 100.0 year storm 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 Time of concentration= 3.74 min. Rainfall intensity= 7.641(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA= 0.294 Subarea runoff 2.228(CFS) for 0.833(Ac.) Total runoff= 2.246(CFS) Total area= 0.840(Ac.) 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 601.000 to Point/Station 602.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= 318.800(Ft.) Downstream point/station elevation 306.800(Ft.) Pipe length 860.00(Ft.) Slope 0.0140 Manning's N 0.015 No. of pipes= 1 Required pipe flow 2.246(CFS) Elliptical pipe dimensions: Ratio A/B = 2.000 Height B = 7.50(In.) Width A= 15.00(In.) Calculated individual pipe flow 2.246(CFS) Normal flow depth in pipe= 5.39(In.) Flow top width inside pipe= 13.49(In.) Critical Depth= 6.l0(In.) Pipe flow velocity= 4.76(Ft/s) Travel time through pipe= 3.01 min. Time of concentration (TC) = 6.75 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 602.000 to Point/Station 603.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 28.60(Ft.) Slope No. of pipes= 1 Required pipe flow Given pipe size= 12.00(In.) 294.500(Ft.) 289.700(Ft.) 0.1678 Manning's N 2.246(CFS) Calculated individual pipe flow 2.246(CFS) Normal flow depth in pipe= 3.18(In.) Flow top width inside pipe= 10.59(In.) Critical Depth= 7.70(In.) Pipe flow velocity= 13.46(Ft/s) Travel time through pipe= 0.04 min. Time of concentration (TC) = 6.79 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 603.000 to Point/Station 604.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 64.80(Ft.) Slope No. of pipes= 1 Required pipe flow Given pipe size= 12.00(In.) 289.400(Ft.) 277.900(Ft.) 0.1775 Manning's N 2.246(CFS) Calculated individual pipe flow 2.246(CFS) Normal flow depth in pipe= 3.14(In.) Flow top width inside pipe= 10.55(In.) Critical Depth= 7.70(In.) Pipe flow velocity= 13.74(Ft/s) Travel time through pipe= 0.08 min. Time of concentration (TC) = 6.87 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 604.000 to Point/Station 605.000 **** CONFLUENCE OF MAIN STREAMS**** 3 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 0.840(Ac.) Runoff from this stream 2.246(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 6.87 min. 6.226(In/Hr) Stream Flow rate TC Rainfall Intensity No. (CFS) (min) ( In/Hr) l 16.400 7.42 5.923 2 2.246 6.87 6.226 Qmax (1) 1.000 * 1.000 * 16.400) + 0.951 * 1.000 * 2. 246) + 18.537 Qmax(2) 1.000 * 0.926 * 16.400) + 1.000 * 1.000 * 2. 246) + 17.428 Total of 2 main streams to confluence: Flow rates before confluence point: 16.400 2.246 Maximum flow rates at confluence using above data: 18.537 17.428 Area of streams before confluence: 3.874 0.840 Results of confluence: Total flow rate= 18.537(CFS) Time of concentration 7.420 min. Effective stream area after confluence 4. 714 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 604.000 to Point/Station 605.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 59.00(Ft.) Slope No. of pipes= 1 Required pipe flow Given pipe size= 18.00(In.) 277.600(Ft.) 269.000(Ft.) 0.1458 Manning's N 18.537(CFS) Calculated individual pipe flow 18.537(CFS) Normal flow depth in pipe= 8.60(In.) Flow top width inside pipe= 17.98(In.) Critical depth could not be calculated. Pipe flow velocity= 22.25(Ft/s) Travel time through pipe 0.04 min. Time of concentration (TC) = 7.46 min. 0. 013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 605.000 to Point/Station 108.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** 4 Upstream point/station elevation= Downstream point/station elevation Pipe length 13.30(Ft.) Slope No. of pipes= 1 Required pipe flow Given pipe size= 18.00(In.) 268.700(Ft.) 268.500(Ft.) 0.0150 Manning's N 18.537(CFS) 0.013 NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 2.777(Ft.) at the headworks or inlet selected pipe size. the pipe invert is of the pipe(s) Pipe friction loss= 0.414(Ft.) Minor friction loss 2.563(Ft.)K-factor 1.50 Critical depth could not be calculated. Pipe flow velocity= 10.49(Ft/s) Travel time through pipe 0.02 min. Time of concentration (TC) = 7.49 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 605.000 to Point/Station 108.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 4.714(Ac.) Runoff from this stream 18.537(CFS) Time of concentration= 7.49 min. Rainfall intensity= 5.890(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 108.000 **** USER DEFINED FLOW INFORMATION AT A POINT**** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less ) Impervious value, Ai= 0.650 Sub-Area C Value= 0.710 0.000 0.000 0.000 1.000 Rainfall intensity (I) = 6.296(In/Hr) for a 100.0 year storm User specified values are as follows: TC= 6.75 min. Rain intensity= 6.30(In/Hr) Total area= 0.265(Ac.) Total runoff= 1.940(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 605.000 to Point/Station 108.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 0.265(Ac.) Runoff from this stream 1.940(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 6.75 min. 6.296(In/Hr) 5 Stream Flow rate TC Rainfall Intensity No. (CFS) (min) ( In/Hr) 1 18.537 7.49 5.890 2 1.940 6.75 6. 296 Qmax(l) 1.000 * 1.000 * 18.537) + 0.935 * 1.000 * 1.940) + 20 .352 Qmax(2) 1.000 * 0.902 * 18.537) + 1.000 * 1.000 * 1.940) + 18.656 Total of 2 main streams to confluence: Flow rates before confluence point: 18.537 1.940 Maximum flow rates at confluence using above data: 20.352 18.656 Area of streams before confluence: 4.714 0.265 Results of confluence: Total flow rate= 20 .352(CFS) Time of concentration= 7.485 min. Effective stream area after confluence End of computations, total study area= 6 4. 979 (Ac.) 4. 97 9 (Ac.) Exhibit A La Costa Town Square POST DEVELOPMENT HYDRAULICS -MAIN SYSTEMS Node PEAK FLOW DIA Area HGL dn/D VELOCITY C.F.S. (IN) (SQ FT) (FPS) 202-103 4.29 36 7.07 288.31 >1 0.61 103-104 7.13 36 7.07 288.31 >1 1.01 Lateral Nor1 6.40 12 0.79 288.31 >1 8.15 Lateral Sou 0.71 12 0.79 288.31 >1 0.90 104-606 16.40 30 4.91 288.31 >1 3.34 104-106 0.90 36 7.07 288.31 >1 0.13 Node PEAK FLOW DIA PIPE Depth dn/D VELOCITY C.F.S. (IN) SLOPE (FEET) (FPS) MWS#1 MWS-106 0.90 12 8.05% 0.20 0.20 8.05 106-107 0.90 12 11.38% 0.18 0.18 9.07 502-107 1.20 18 97.50% 0.11 0.07 20.33 107-108 2.10 18 2.00% 0.38 0.25 5.94 Diversion Structure 606-604 16.40 18 5.17% 0.91 0.61 14.58 600-604 2.20 18 17.75% 0.23 0.15 13.24 604-605 18.60 18 14.58% 0.72 0.48 22.30 605-108 18.60 18 1.50% FULL >1 10.53 D:\76882 La Costa Town Square\13 Reports\Hydrology\sewer5_gravity_offsite MH.xlsx 76882.25 EXHIBIT B Inlet Summary D:\76882 La Costa Town Square\13 Reports\Hydrology\La Costa, Drainage Study 2022 0210.docx Page 12 Exhibit "B" LA COSTA TOWN SQUARE PARCEL 3 CURB INLET DESIGN SUMMARY Inlet Inlet Inlet No Basin Basin Area Q (cfs) (Ac) Type Condition 1 404 0.2645 1.43 Curb On Grade 2 215 0.1364 0.74 Curb Sump 3 201A,201B 1.3943 7.56 Curb Sump 4 202 0.1568 0.85 Curb On Grade 5 102 0.0688 0.37 Curb On Grade 6 103,104 0.2113 1.15 Curb On Grade 7 203 0.3691 2.00 Curb Sump 8 212 0.1408 0.76 Curb Sump Type B Curb Inlet with 4" Local depression(a=0.33) for 10" curb face. B Curb Inlet size is opening length (round up)+ 1 foot Passing Grade Depth (y) based upon Gutter & Roadway Chart for 6" curb height Qint = 0.7L (a+y)Al.S Lreq'd = Q/(0.7*(a+y)A1.5) Inlet Capacity is based upon opening length & upstream depth Street Depth Grade (ft) 10.6% 0.19 2% 0.21 14.2% 0.10 14.2% 0.20 Req'd Inlet Inlet capacity Opening Length /ft\ /ft\ (cfs) 5.5 7 1.6 0.4 5 6.8 4.4 6 8.5 3.1 5 1.1 1.9 5 0.8 4.2 6 1.4 1.2 5 6.8 0.4 5 6.8 Sump Condition Opening Height =(h) 6.2" Max Depth (H) = 10" curb face H/h ratio = 1.61 Q bypass (cfs) 0 0 0 0 0 0 0 0 Q/L solved from Nomograph for Curb Inlet@ Sag Required Opening L = Q/l.7 Capacity is based upon max depth & actual opening EXHIBIT C Detention Calculations Annotated Excerpts CT-01-09 Drainage Study D:\76882 La Costa Town Square\13 Reports\Hydrology\La Costa, Drainage Study 2022 0210.docx Page 13 Annotated Excerpts from CT 01-09 Drainage Study I ~ ,J C,,,14 q/i-z/lt I I I HYDROLOGY STUDY FOR I LA COSTA TOWN SQUARE I C.T. 01-09 .Dw& 4oq -4 c. I I Job No. 10-1290 I I Prepared: April 2012 Revised: May 29, 2013 Revised: July 31, 2013 I Revised: December 23, 2013 Revised: January 2, 2014 Revised: August 18, 2014 I I t-6 - I Prepared by: 0 z O'DAY CONSULTANTS, INC. ~ I 2710 Loker A venue West Suite 100 0 Carlsbad, California 92010 I Tel: (760) 931-7700 w Fax: (760) 931-8680 X I t) ~ M :z ~ I Tim 0. Carroll RCE 55381 Date r.J r,. L-I 1:\001017\_ Commercial\Stormwater\Drainage\LCTS Comm_ Drainage Rpt.Doc I I I I I I I I I I I I I I I I I I I A construction revision to Drawing 205-2D to install a metal plate at the entrance of the 72 inch RCP will be processed with the City of Carlsbad prior to approval of Final Map CT 01-09. See table below for comparisons of peak outflows for the box culverts and two 72 inch RCPs. Peak Flow 3.5' x 5' Opening in Box Culvert (Top 1.5' Block with Metal Plate) per Addendum 585.9 cfs @ 255.3 Feet to the Preliminary HydroloJ?:V Study Two 72" RCPs with 3.2' High Opening 582.3 cfs@ 256.3 Feet (Top 2.8' Blocked with Metal Plate) Basin 2 The 100-year detained discharge from Basin 2 from the project site is 110.7 cfs. This flow, includes existing flows from Rancho Santa Fe Road, will discharge to a proposed detention facility southwest of the Commercial Site and west of the Office site just north of La Costa Avenue. The increase from the existing conditions discharge of 54.8 cfs will be mitigated through on-site hydromodification as well as the proposed detention facility. The detention basin in Basin 2 is designed to provide hydromodification for Drainage Management Areas (DMA's) that provide treatment for runoff only, but not hydromodification. The San Diego BMP Calculator Pond Sizer was used to size the detention basin and orifices for hydromodification flow. See Attachment 8 for hydromodification design for the detention basin. The hydromodification flows from the detention basin will be controlled by two pipes (a 5-inch pipe at an invert of 266.19 foot elevation, and a 10-inch pipe at an invert of 268.39 foot elevation) through a 2.5-foot high concrete weir surrounding the 30-inch outlet pipe. The bottom 2.5 feet of the detention basin will serve as temporary storage for the DMA's without hydromodification. The maximum storage corresponding to the hydromodification flow threshold is 0.687 ac-ft (29,904 ft3). Flows greater than the hydromodification flow threshold will over top the 20-foot long concrete weir. The detention basin analysis indicates that the peak 100-year flow is attenuated from 110.7 cfs to 49.9 cfs. The maximum storage volume used is 1.301 ac-ft (56,672 ft\ with a maximum water surface elevation at 5.4 feet from the bottom of the detention basin. 1:\00 IO 17\_ Commercial\Stormwater\Drainage\LCTS Comm_ Drainage Rpt.Doc I I I I I I I I I I I I I I I I I I I SECTION3 HYDROLOGY -EXISTING CONDITION I I I I I I I I I I I I I I I I I I I SECTION3 HYDROLOGY -EXISTING CONDITION BASINC I I I I I I ) I I I I I I 1017C.OUT San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering software, (c) 2004 version 3.2 Rational method hydrology program based on San Diego county Flood control Division 2003 hydrology manual Rational Hydrology study Date: 08/29/07 LA COSTA TOWN SQUARE BASIN C -EXISTING CONDITIONS G:\ACCTS\001017\1017C.OUT ********* Hydrology study control Information********** o'Day consultants, San Diego, California -S/N 10125 Rational hydrology study storm event year is Map data precipitation entered: 6 hour, precipitation(inches) = 2.800 24 hour precipitation(inches) = 5.100 Adjusted 6 hour precipitation (inches)= 2.800 P6/P24 = 54.9% san Diego h~drology manual 'c' values used Runoff coefficients by rational method 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 300.000 to Point/station 300.000 **** USER DEFINED FLOW INFORMATION AT A POINT**** PER DWG. 368-2, SHT. 42 user specified 'C' value of 0.800 given for subarea Rainfall intensity (I)= 3.350 for a 100.0 year storm user specified values are as follows: TC= 17.00 min. Rain intensity= 3.35(In/Hr) Total area= 10.80(Ac.) Total runoff= 32.50(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 300.000 to Point/Station 300.000 **** SUBAREA FLOW ADDITION**** user specified 'c' value of 0.350 ~iven for subarea Time of concentration= 17.00 min. Rainfall intensity= 3.350(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, c = 0.350 subarea runoff= 1.173(CFS) for 1.000(Ac.) Total runoff= 33.673(CFS) Total area= ll.80(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 300.000 to Point/Station 302.000 **** IMPROVED CHANNEL TRAVEL TIME**** upstream point elevation= Downstream point elevation= channel length thru subarea channel base width = slope or 'z' of left channel 308.00(Ft.) 268.00(Ft.) = 600.00(Ft.) l.000(Ft.) bank= 2.000 Page 1 I I I ( ) I I I I 1017C.OUT slope or 'z' of right channel bank= 2.000 Estimated mean flow rate at midpoint of channel= 40.664(CFS) Manning's 'N' = 0.015 Maximum depth of channel = l.OOO(Ft.) Flow(q) thru subarea = 40.664(CFS) Depth of flow= 0.900(Ft.), Average velocity= 16.143(Ft/s) channel flow top width= 4.599(Ft.) Flow Velocity= 16.14(Ft/s) Travel time = 0.62 min. Time of concentration= 17.62 min. critical depth= l.672(Ft.) Adding area flow to channel user specified 'C' value of 0.350 given for subarea Rainfall intensity= 3.274(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA c = 0.350 subarea runoff= 5.615(CFS) for 4.900(Ac.) Total runoff= 39.287(CFS) Total area= 16.70(Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 302.000 **** SUBAREA FLOW ADDITION**** I I ) user specified 'c' value of 0.350 9iven for subarea Time of concentration= 17.62 m1n. Rainfall intensity= 3.274(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, c = 0.350 subarea runoff= 15.469(CFS) for 13.SOO(Ac.) Total runoff= 54.757(CFS) Total area= 30.20(Ac.) End of computations, total study area= 30.20 (Ac.) I I I I I I I I) Page 2 I I I I I I 1· ii I I I 11 I I .I I I I I I · ----· -· ~ -------------, SECTION 4 HYDROLOGY -DEVELOPED CONDITION BASIN 2 I I I I I I I I I I I I I I I I I I I 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: 04/27/12 La Costa Town Square Developed Condition Hydrology Basin No. 2 ********* 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) = 24 hour precipitation(inches) = P6/P24 = 54.9% 2.800 5.100 San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2000.000 to Point/Station 2001.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A= Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D = [COMMERCIAL area type (General Commercial ) Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 0.000 0.000 0.000 1.000 Initial subarea total flow distance = 306.000(Ft.) Highest elevation= 334.700(Ft.) Lowest elevation= 331.300(Ft.) Elevation difference= 3.400(Ft.) Slope= 1.111 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.11 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration= 3.77 minutes TC= [1.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC= [1.8*(1.1-0.8200)*( 60.000A.5)/( l.lllA(l/3)]= 3.77 The initial area total distance of 306.00 (Ft.) entered leaves a remaining distance of 246.00 (Ft.) Using Figure 3-4, the travel time for this distance is for a distance of 246.00 (Ft.) and a slope of 1.11 % 3.06 minutes with an elevation difference of 2.73(Ft.) from the end of the top area I I I I I I I I I I I I I I I I I I I Tt = [11.9*length(Mi}A3}/(elevation change(Ft.})]A.385 *60(min/hr} = 3 .062 Minutes Tt=[(ll.9*0.0466A3}/( 2.73)]A.385= 3.06 Total initial area Ti= 3.77 minutes from Figure 3-3 formula plus 3.06 minutes from the Figure 3-4 formula= 6.83 minutes Rainfall intensity (I} = 6.032(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff= 4.402(CFS) Total initial stream area= 0.890(Ac.} ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2001.000 to Point/Station 2002.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 329.000(Ft.} Downstream point/station elevation= 325.000(Ft.) Pipe length = 120.00(Ft.) Manning's N = 0.011 No. of pipes= 1 Required pipe flow = 4.402(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 4.402(CFS) Normal flow depth in pipe= 6.51(In.) Flow top width inside pipe= ll.96(In :} Critical Depth= 10.56(In.) Pipe flow velocity= 10.12(Ft/s) Travel time through pipe= 0.20 min. Time of concentration (TC) = 7.03 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2002.000 to Point /Station 2002.000 **** SUBAREA FLOW ADDITION**** 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 Time of concentration= 7.03 min. Rainfall intensity = 5.922(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) i s C = 0.820 CA= 1.066 Subarea runoff l.9ll(CFS) for 0.410(Ac.) Total runoff= 6.313(CFS) Total area= l.300(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2002.000 to Point/Station 2002.000 **** SUBAREA FLOW ADDITION**** User specified 'C' value of 0 .850 given for subarea Time of concentration= 7.03 min. Rainfall intensity= 5.922(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.850 CA= 1.454 Subarea runoff -2.295(CFS} for 0.410(Ac.} Total runoff= 8.608(CFS) Total area= l .710(Ac.) I I I I I I I I I I I I I I I I I I ' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2002.000 to Point/Station 2003.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 325.000(Ft.) Downstream point/station elevation= 324.400(Ft.) Pipe length = 30.00(Ft.) Manning's N = 0.011 No. of pipes= 1 Required pipe flow = 8.608(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 8.608(CFS) Normal flow depth in pipe= 10.13(In.) Flow top width inside pipe= 14.05(In.) Critical Depth= 13.70(In.) Pipe flow velocity= 9.77(Ft/s) Travel time through pipe= 0.05 min. Time of concentration (TC) = 7.08 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2003.000 to Point/Station 2003.000 **** SUBAREA FLOW ADDITION**** 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 Time of concentration= 7.08 min. Rainfall intensity= 5.895(In/Hr) for a 100 .0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.849 CA= 1.527 Subarea runoff= 0.395(CFS) for 0 .090(Ac.) Total runoff= 9.003(CFS) Total area= l .800(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2003.000 to Point/Station 2004.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 324.400(Ft.) Downstream point/station elevation= 323.l00(Ft.) Pipe length = 62.00(Ft.) . Manning's N = 0.011 No. of pipes= 1 Required pipe flow 9 .003(CFS) Nearest computed pipe diameter = 15 .00(In.) Calculated individual pipe flow 9.003(CFS) Normal flow depth in pipe= 10.29(In.) Flow top width inside pipe= 13.92(In.) Critical Depth= 13.86(In.) Pipe flow velocity= 10.04(Ft/s) Travel time through pipe= 0.10 min. Time of concentration (TC) = 7.18 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2004.000 to Point/Station 2004.000 **** SUBAREA FLOW ADDITION **** I I I I I I I I I I I I I I I I I I I 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 Time of concentration= 7.18 min . Rainfall intensity= 5.840(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.846 CA= 1.650 Subarea runoff= 0.635(CFS) for 0.150(Ac.) Total runoff= 9.638(CFS) Total area= 1.950(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2004.000 to Point/Station 2005 .000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 323.l00(Ft.) Downstream point/station elevation= 321.l00(Ft.) Pipe length = 99.00(Ft.) Manning's N = 0 .011 No. of pipes= 1 Required pipe flow = 9.638(CFS) Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow = 9.638(CFS) Normal flow depth in pipe= 11.00(In.) Flow top width inside pipe= 13 .26(In.) Critical Depth= 14.l0(In.) Pipe flow velocity= 9.99(Ft/s) Travel time through pipe= 0.17 min. Time of concentration (TC) = 7 .35 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2005.000 to Point/Station 2005.000 **** SUBAREA FLOW ADDITION**** 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 Time of concentration= 7.35 min. Rainfall intensity= 5.755(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.844 CA= 1.773 Subarea runoff= 0.568(CFS) for 0.150(Ac.) Total runoff = 10.205(CFS) Total area= 2.l00(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2005.000 to Point/Station 2006.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 321.l00(Ft.) Downstream point/station elevation= 318.800(Ft.) Pipe length = 115.00(Ft.) Manning"s N = 0.011 I I I I I I I I I I I I I I I I I I I No. of pipes= 1 Required pipe flow = 10.205(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 10.205(CFS) Normal flow depth in pipe= ll.63(In.) Flow top width inside pipe= 12.53(In.) Critical depth could not be calculated. Pipe flow velocity= 10.0l(Ft/s) Travel time through pipe= 0.19 min. Time of concentration (TC) = 7.54 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2000.000 to Point/Station 2006.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 2.lOO(Ac.) Runoff from this stream= 10.205(CFS) Time of concentration= 7.54 min. Rainfall intensity= 5.660(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2006.100 to Point/Station 2006.200 **** 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 = 110.000(Ft.) Highest elevation= 330.400(Ft.) Lowest elevation= 329.500(Ft.) Elevation difference= 0.900(Ft.) Slope~ 0.818 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 0.82 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration= 4.17 minutes TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)) TC= [1.8*(1.1-0.8200)*( 60.000A.5)/( 0.818A(l/3))= 4.17 The initial area total distance of 110.00 (Ft.) entered leaves a remaining distance of 50.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1 .01 minutes for a distance of 50.00 (Ft.) and a slope of 0.82 % with an elevation difference of 0.4l(Ft.) from the end of the top area Tt = [ll.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 1.010 Minutes Tt=[(ll.9*0.0095A3)/( 0.41)]A.385= 1.01 Total initial area Ti= 4.17 minutes from Figure 3-3 formula plus 1.01 minutes from the Figure 3-4 formula= 5.18 minutes Rainfall intensity (I) = 7.207(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff= l.182(CFS) I I I I I I I I I I I I I I I I I I I Total initial stream area= 0.200(Ac .) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2006.200 to Point/Station 2006.300 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 323.700(Ft.) Downstream point/station elevation= 320 .900(Ft.) Pipe length = 119.00(Ft.) Manning's N = 0.011 No. of pipes= 1 Required pipe flow = l .182(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = l.182(CFS) Normal flow depth in pipe= 3.93(In .) Flow top width inside pipe= 8.93(In.) Critical Depth= 6.00(In.) Pipe flow velocity= 6 .39(Ft/s) Travel time through pipe= 0.31 min. Time of concentration (TC) = 5.50 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2006.300 to Point/Station 2006.300 **** SUBAREA FLOW ADDITION**** 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 Time of concentration= 5.50 min. Rainfall intensity= 6.941(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 0.443 Subarea runoff= l.892(CFS) for 0.340(Ac.) Total runoff= 3.074(CFS) Total area= 0.540(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2006 .300 to Point /Station 2006.400 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 320.900(Ft.) Downstream point/station elevation= 319.200(Ft.) Pipe length = 40.00(Ft.) Manning"s N = 0.011 No. of pipes= 1 Required pipe flow = 3.074(CFS) Nearest computed pipe diameter = 9 .00(In.) Calculated individual pipe flow 3.074(CFS) Normal flow depth in pipe= 5.88(In.) Flow top width inside pipe= 8.56(In.) Critical depth could not be calculated. Pipe flow velocity= 10.04(Ft/s) Travel time through pipe= 0.07 min. Time of concentration (TC) = 5.56 mi n. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point /Station 2006.400 to Point/Station 2006.400 I I I I I I I I I I I I I I I I I I I **** SUBAREA FLOW ADDITION **** 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 Time of concentration= 5.56 min. Rainfall intensity= 6.888(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 0.566 Subarea runoff= 0.823(CFS) for 0.150(Ac.) Total runoff= 3.897(CFS) Total area= 0.690(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2006.400 to Point/Station 2006.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 319.200(Ft.) Downstream point/station elevation= 318.S00(Ft.) Pipe length = 14.00(Ft.) Manning"s N = 0.011 No. of pipes= 1 Required pipe flow = 3.897(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow 3.897(CFS) Normal flow depth in pipe= 6.33(In.) Flow top width inside pipe= ll.98{In.) Critical Depth= 10.06(In.) Pipe flow velocity= 9.27(Ft/s) Travel time through pipe= 0.03 min. Time of concentration (TC) = 5.59 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2006.400 to Point/Station 2006.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 0.690{Ac .) Runoff from this stream= 3.897{CFS) Time of concentration= 5 .59 min. Rainfall intensity= 6.868(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. {CFS) {min) (In/Hr) 1 10.205 7.54 5.660 2 3.897 5.59 6.868 Qmax(l) = 1.000 * 1. 000 * 10.205) + 0.824 * 1. 000 * 3.897) + = 13. 417 Qmax{2) = 1. 000 * 0.741 * 10.205) + 1.000 * 1. 000 * 3.897) + 11. 459 I I I I I I I I I I I I I I I I I I I Total of 2 main streams to confluence: Flow rates before confluence point: 10.205 3.897 Maximum flow rates at confluence using above data: 13.417 11.459 Area of streams before confluence: 2.100 0.690 Results of confluence: Total flow rate= 13.417(CFS) Time of concentration= 7.540 min. Effective stream area after confluence = 2 . 790 (Ac .) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2006.000 to Point/Station 2007.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 318.800(Ft.) Downstream point/station elevation= 317.400(Ft.) Pipe length = 66.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 13.417(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 13.417(CFS) Normal flow depth in pipe= 13.08(In.) Flow top width i nside pipe= 16.05(In.) Critical Depth= 16.38(In.) Pipe flow velocity= 9.76(Ft/s) Travel time through pipe= 0.11 min. Time of concentration (TC) = 7.65 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2007 .000 to Point/Station 2007.000 **** SUBAREA FLOW ADDITION**** 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 Time of concentration= 7.65 min. Rainfall intensity= 5.606(In/Hr) for a 100.0 year storm Effecti ve runoff coefficient used for total area (Q=KCIA) is C = 0.837 CA= 2.487 Subarea runoff 0.524(CFS) for 0.180(Ac.) Total runoff= 13.94l(CFS) Total area= 2.970(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2000 .000 to Point/Station 2007.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 St ream flow area= 2.970(Ac.) Runoff from this stream= 13.94l(CFS) I I I I I I I I I I I I I I I I I I I Time of concentration= 7.65 min. Rainfall intensity= 5.606(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2007.100 to Point/Station 2007.200 **** INITIAL AREA EVALUATION**** Decimal fraction soil Decimal fraction soil Decimal fraction soil group A group B group C = 0.000 = 0.000 = 0.000 Decimal fraction soil group D = (COMMERCIAL area type 1.000 (General Commercial ) Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 Initial subarea total flow distance = Highest elevation= 329.900(Ft.) Lowest elevation= 328.800(Ft .) 62.000(Ft.) Elevation difference l.l00(Ft.) Slope= 1.774 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1.77 %, in a development General Commercial In Accordance With Table 3-2 Initial Area Time of Concentration= 3.60 minutes (for slope value of 2.00 %) Calculated TC of 3.600 minutes is less than 5 minutes, type of resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff= 0.665(CFS) Total initial stream area= 0.ll0(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2007.200 to Point/Station 2007.300 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 324.400(Ft.) Downstream point/station elevation= 317.600(Ft .) Pipe length = 76.00(Ft.) Manning's N = 0.011 No. of pipes= 1 Required pipe flow 0.665(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.665(CFS) Normal flow depth in pipe= 2.40(In.) Flow top width inside pipe= 5.88(In.) Critical Depth= 4.95(In.) Pipe flow velocity= 9.ll(Ft/s) Travel time through pipe= 0.14 min. Time of concentration (TC) = 3.74 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2007.300 to Point/Station 2007.300 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C 0.000 I I I I I I I I I I I I I I I I I I I Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 Time of concentration= 3.74 min. Rainfall intensity= 7.377(In/Hr} for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 0.180 Subarea runoff= 0.665(CFS) for 0.ll0(Ac.) Total runoff= 1.331(CFS) Total area= 0.220(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2007.300 to Point/Station 2007.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 317.600(Ft.) Downstream point/station elevation= 317.400(Ft.) Pipe length = 14.00(Ft.) Manning's N = 0.011 No. of pipes= 1 Required pipe flow = l.331(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.33l(CFS) Normal flow depth in pipe= 4.86(In.) Flow top width inside pipe= 8.97(In.) Critical Depth= 6.38(In.) Pipe flow velocity= 5.46(Ft/s) Travel time through pipe= 0.04 min. Time of concentration (TC) = 3.78 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2007.300 to Point/Station 2007.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 0 .220(Ac.) Runoff from this stream= 1.33l(CFS) Time of concentration ~ 3.78 min. Rainfall intensity= 7.377(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 13.941 7.65 5.606 2 1.331 3.78 7.377 Qmax(l) = 1.000 * 1.000 * 13.941) + 0.760 * 1.000 * 1.331) + = 14.953 Qmax(2) = 1.000 * 0.494 * 13.941) + 1.000 * 1.000 * 1.331) + = 8.221 Total of 2 main streams to confluence: Flow rates before confluence point: 13.941 1.331 Maximum flow rates at confluence using above data: 14.953 8.221 I I I I I I I I I I I I I I I I I I I Area of streams before confluence: 2.970 0.220 Results of confluence: Total flow rate= 14.953(CFS) Time of concentration= 7.653 min. Effective stream area after confluence = 3 .190 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2007.000 to Point/Station 2008.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 317.400(Ft.) Downstream point/station elevation= 313.300(Ft.) Pipe length = 271.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 14.953(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow 14.953(CFS) Normal flow depth in pipe= 13.78(In.) Flow top width inside pipe= 19.95(In.) Critical Depth= 17.19(In.) Pipe flow velocity= 8.93(Ft/s) Travel time through pipe= 0.51 min. Time of concentration (TC) = 8.16 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2000.000 to Point/Station 2008.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 3.190(Ac.) Runoff from this stream= 14.953(CFS) Time of concentration= 8.16 min. Rainfall intensity= 5.380(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2008.100 to Point/Station 2008.200 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A= Decimal fraction soil group B = Decimal fraction soil group C Decimal fraction soil group D = [COMMERCIAL area type (General Commercial ) Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 0.000 0.000 0.000 1. 000 Initial subarea total flow distance = 180.000(Ft.) Highest elevation= 329.700(Ft.) Lowest elevation= 326.200(Ft.) Elevation difference= 3.500(Ft.) Slope= 1.944 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1.94 %, in a development General Commercial type of I I I I I I I I I I I I I I I I I In Accordance With Figure 3-3 Initial Area Time of Concentration= 3 .50 minutes TC= [1.8*{1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC= [1.8*(1.1-0.8200)*( 75.000A.5)/( l.944A(l/3)]= 3.50 The initial area total distance of 180.00 {Ft.) entered leaves a remaining distance of 105 .00 {Ft.) Using Figure 3-4, the travel time for this distance is 1.28 minutes for a distance of 105.00 (Ft.) and a slope of 1.94 % with an elevation difference of 2.04(Ft.) from the end of the top area Tt = [11.9*length{Mi)A3)/(elevation change{Ft.))J A.385 *60(min/hr) = 1.282 Minutes Tt=[(ll.9*0.0199 A3)/( 2.04)]A.385= 1.28 Total initial area Ti= 3.50 minutes from Figure 3-3 formula plus 1.28 minutes from the Figure 3-4 formula= 4 .78 minutes Calculated TC of 4.779 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity {I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff= 1.028(CFS) Total initial stream area= 0.170(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2008.200 to Point/Station 2008.300 **** PIPEFLOW TRAVEL TIME {Program estimated size) **** Upstream point/station elevation= 322 .200{Ft.) Downstream point/station elevation= 320.400(Ft.) Pipe length = 131.00{Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = l.028{CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.028(CFS) Normal flow depth in pipe= 4.66{In.) Flow top width inside pipe= 8.99(In.) Critical Depth = 5.59{In.) Pipe flow velocity= 4.45{Ft/s) Travel time through pipe= 0.49 min. Time of concentration {TC) = 5.27 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2008.300 to Point/Station 2008.300 **** SUBAREA FLOW ADDITION**** Decimal fraction soil group A 0.000 Decimal fraction soil group B = 0.000 Decimal fracti on 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 Time of concentration= 5.27 min. Rainfall intensity= 7.132(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area {Q=KCIA) is C = 0.820 CA= 0.353 Subarea runoff = l.486{CFS) for 0.260{Ac.) Total runoff= 2.51 5{CFS) Total area= 0 .430(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I I I I I I I I I I I I I I I I I I I Process from Point/Station 2008.300 to Point/Station 2008.400 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 320.400(Ft.) Downstream point/station elevation= 319.000(Ft.) Pipe length = 90.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 2.515(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 2.515(CFS) Normal flow depth in pipe= 6.46(In.) Flow top width inside pipe= 11.96(In.) Critical Depth= 8.15(In.) Pipe flow velocity= 5.83(Ft/s) Travel time through pipe= 0.26 min. Time of concentration (TC) = 5.53 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2008.400 to Point/Station 2008.500 **** IRREGULAR CHANNEL FLOW TRAVEL TIME**** Estimated mean flow rate at midpoint of channel= Depth of flow= 0.ll0(Ft.), Average velocity= ******* Irregular Channel Data*********** Information entered for subchannel Point number 'X' coordinate 1 0.00 2 10.00 3 32.60 4 56.30 Manning's 'N' friction factor= number 1 : 'Y' coordinate 4.70 0.00 0.00 12.00 0.035 Sub-Channel flow = 2.546(CFS) flow top width= 23.0S0(Ft.) velocity= l.017(Ft/s) area= 2.503(Sq.Ft) Froude number= 0.544 Upstream point elevation= Downstream point elevation= Flow length= 36.000(Ft.) Travel time = 0.59 min. 319.000(Ft.) 318.600(Ft.) Time of concentration= 6.12 min. Depth of flow= 0.ll0(Ft.) Average velocity= 1.017(Ft/s) Total irregular channel flow= 2.546(CFS) Irregular channel normal depth above invert elev. = Average velocity of channel(s) l.017(Ft/s) Adding area flow to channel User specified 'C' value of 0.490 given for subarea The area added to the existing stream causes a a lower flow rate of Q = 2.444(CFS) 2.546(CFS) l.017(Ft/s) 0.ll0(Ft.) therefore the upstream flow rate of Q = 2.515(CFS) is being used Rainfall intensity= 6.478(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.490 CA= 0.377 Subarea runoff= 0.000(CFS) for 0.340(Ac .) Total runoff= 2.515(CFS) Total area= Depth of flow= 0.109(Ft.), Average velocity= 0.770(Ac.) 1 .012(Ft/s) I I I I I I I I I I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2008.500 to Point/Station 2008.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 314.500(Ft.) Downstream point/station elevation= 313.300(Ft.) Pipe length = 99.00(Ft.) Manning's N = 0.011 No. of pipes= 1 Required pipe flow = 2.515(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 2.515(CFS) Normal flow depth in pipe= 6 .30(In.) Flow top width inside pipe= ll.99(In.) Critical Depth= 8.15(In.) Pipe flow velocity= 6.02(Ft/s) Travel time through pipe= 0.27 min. Time of concentration (TC) = 6.39 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2008.500 to Point/Station 2008.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 0.770(Ac.) Runoff from this stream= 2.515(CFS) Time of concentration= 6.39 min. Rainfall intensity= 6.298(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 14.953 8.16 5.380 2 2.515 6.39 6.298 Qmax(l) = 1.000 * 1.000 * 14.953) + 0.854 * 1.000 * 2.515) + = 17.101 Qmax(2) = 1.000 * 0.783 * 14.953) + 1.000 * 1.000 * 2 .515) + 14.227 Total of 2 main streams to confluence: Flow rates before confluence point: 14.953 2.515 Maximum flow rates at confluence using above data: 17.101 14.227 Area of streams before confluence: 3.190 0.770 Results of confluence: Total flow rate= 17.lOl(CFS) Time of concentration= 8.158 min. Effecti ve stream area after confluence = 3.960(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point /Station 2008.000 to Point/Station 2009.000 I I I I I I I I I I I I I I I I I I I **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 313.300(Ft.) Downstream point/station elevation= 312.400(Ft.) Pipe length = 89.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow 17.l0l(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 17.l0l(CFS) Normal flow depth in pipe= 15.54(In.) Flow top width inside pipe= 22.93(In.) Critical Depth= 17.89(In.) Pipe flow velocity= 7.95(Ft/s) Travel time through pipe= 0.19 min. Time of concentration (TC) = 8.34 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2009.000 to Point/Station 2009.000 **** SUBAREA FLOW ADDITION**** 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 The area added to the existing stream causes a a lower flow rate of Q = 16.749(CFS) therefore the upstream flow rate of Q = 17.l0l(CFS) is being used Time of concentration= 8.34 min. Rainfall intensity= 5.302(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.771 CA= 3.159 Subarea runoff 0.000(CFS) for 0.140(Ac.) Total runoff= 17 .l0l(CFS) Total area= 4.l00(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2009 .000 to Point/Station 2010.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 312.400(Ft.) Downstream point/station elevation= 312.200(Ft.) Pipe length 13.40(Ft.) Manning"s N = 0.013 No. of pipes= 1 Required pipe flow 17.l0l(CFS) Nearest computed pipe diameter = 21 .00(In.) Calculated individual pipe flow = 17.l0l(CFS) Normal flow depth in pipe= 15 .33(In.) Flow top width inside pipe= 18.65(In.) Critical Depth= 18.19(In.) Pipe flow velocity= 9.08(Ft/s) Travel time through pipe= 0.02 min. Time of concentration (TC) = 8.37 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2010.000 to Point /Station 2010.000 **** SUBAREA FLOW ADDITION**** I I I I I I I I I I I I I I I I I I I Decimal fraction soil group A= Decimal fraction soil group B Decimal fraction soil group C = Decimal fraction soil group D = [COMMERCIAL area type (General Commercial ) Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 0.000 0.000 0.000 1.000 Time of concentration= 8.37 min. Rainfall intensity= 5.292(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.773 CA= 3.323 Subarea runoff= 0.485(CFS) for 0.200(Ac.) Total runoff= 17.585(CFS) Total area= 4.300(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2010.000 to Point/Station 2011.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 312.200(Ft.) Downstream point/station elevation 311.960(Ft.) Pipe length = 26.80(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 17.585(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 17.585(CFS) Normal flow depth in pipe= 16.55(In.) Flow top width inside pipe= 22.2l(In.) Critical Depth= 18.13(In.) Pipe flow velocity= 7.60(Ft/s) Travel time through pipe= 0.06 min. Time of concentration (TC) = 8.43 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2000.000 to Point/Station 2011.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 4.300(Ac.) Runoff from this stream= 17.585(CFS) Time of concentration= 8.43 min. Rainfall intensity= 5 .268(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2011.100 to Point/Station 2011.200 **** 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 = 214 .000(Ft.) Highest elevation= 329.200(Ft.) I I I I I I I I \I I I I I I I I I I I Lowest elevation= 324.600(Ft.) Elevation difference= 4.600(Ft.) Slope= 2.150 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.15 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration= 3.38 minutes TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC= [1.8*(1.1-0.8200)*( 75.000A.5)/( 2.150A(l/3)]= 3.38 The initial area total distance of 214.00 (Ft.) entered leaves a remaining distance of 139.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.53 minutes for a distance of 139.00 (Ft.) and a slope of 2.15 % with an elevation difference of 2.99(Ft.) from the end of the top area Tt = [ll.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 1 .530 Minutes Tt=[(ll.9*0.0263A3)/( 2.99)]A.385= 1.53 Total initial area Ti= 3.38 minutes from Figure 3-3 formula plus 1.53 minutes from the Figure 3-4 formula= 4.91 minutes Calculated TC of 4.912 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff= 1.633(CFS) Total initial stream area= 0.270(Ac .) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2011.200 to Point/Station 2011.300 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 319.600(Ft.) Downstream point/station elevation 317 .700(Ft.) Pipe length = 73.00(Ft.) Manning's N = 0.011 No. of pipes= 1 Required pipe flow = l.633(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow l.633(CFS) Normal flow depth in pipe= 4.59(In.) Flow top width inside pipe= 9.00(In.) Critical Depth= 7.05(In.) Pipe flow velocity= 7.20(Ft/s) Travel time through pipe= 0.17 min. Time of concentration (TC) = 5.08 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2011 .300 to Point/Station 2011 .300 **** SUBAREA FLOW ADDITION**** 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 Time of concentration = 5.08 min. Rainfall intensity= 7.301(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area I I I I I I I I I I I I I I I I I I I (Q=KCIA) is C = 0.820 Subarea runoff= CA= 0.312 0.642(CFS) for Total runoff= 2.275(CFS) Total 0.ll0(Ac.) area= 0.380(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2011.300 to Point/Station 2011.400 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 317.700(Ft.) Downstream point/station elevation= 312.600(Ft.) Pipe length = 137.50(Ft.) Manning's N = 0 .011 No. of pipes= 1 Required pipe flow = 2 .275(CFS) Nearest computed pipe diameter = 9.00(In.) Ca1culated individual pipe flow = 2.275(CFS) Normal flow depth in pipe= 5.04(In.) Flow top width inside pipe= 8.93(In.) Critical Depth= 8.08(In.) Pipe flow velocity= 8.92(Ft/s) Travel time through pipe= 0.26 min. Time of concentration (TC) = 5.34 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2011.400 to Point/Station 2011.400 **** SUBAREA FLOW ADDITION**** 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 Time of concentration= 5.34 min. Rainfall intensity= 7.073(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 0.443 Subarea runoff 0.857(CFS) for 0.160(Ac.) Total .runoff= 3.132(CFS) Total area= 0.540(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2011.400 to Point/Station 2011 .000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 312.600(Ft.) Downstream point/station elevation= 311.960(Ft.) Pipe length = 15.40(Ft .) Manning's N = 0.011 No. of pipes= 1 Required pipe flow = 3.132(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 3.132(CFS) Normal flow depth in pipe= 6.0l(In.) Flow top width inside pipe= 8.48(In.) Critical depth could not be calculated. Pipe flow velocity= 9.99(Ft /s) Travel time through pipe= 0.03 min. Time of concentration (TC) = 5.36 min. I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2011.400 to Point/Station 2011.000 I **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 I Stream flow area= 0.540(Ac.) Runoff from this stream= 3.132(CFS) Time of concentration= 5.36 min. Rainfall intensity= 7.051(In/Hr) I Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) I 1 17.585 8.43 5.268 2 3.132 5.36 7.051 I Qmax(l) = 1.000 * 1.000 * 17 .585) + 0.747 * 1.000 * 3.132) + = 19.925 I Qmax(2) = 1.000 * 0.636 * 17 .585) + 1.000 * 1.000 * 3.132) + = 14.323 I Total of 2 main streams to confluence: Flow rates before confluence point: 17.585 3.132 Maximum flow rates at confluence using above data: I 19.925 14.323 Area of streams before confluence: 4.300 0.540 I Results of confluence: Total flow rate= 19.925(CFS) Time of concentration= 8.428 min. I Effective stream area after confluence 4.840(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 2011.000 to Point/Station 2012.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 311.960(Ft.) I Downstream point/station elevation 311.l00(Ft.) Pipe length = 37.00(Ft.) Manning"s N = 0.013 No. of pipes= 1 Required pipe flow 19.925(CFS) I Nearest computed pipe diameter 21.00(In.) Calculated individual pipe flow = 19.925(CFS) Normal flow depth in pipe= 14.53(In.) Flow top width inside pipe= 19.39(In.) I Critical Depth= 19.16(In.) Pipe flow velocity= ll.22(Ft/s) Travel time through pipe= 0.05 min. Time of concentration (TC) = 8.48 min. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2012.000 to Point /Station 2012.000 I **** SUBAREA FLOW ADDITION**** I I I I I I I I I I I I I I I I I I I I 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 Time of concentration= 8.48 min. Rainfall intensity= 5.246(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0 .779 CA= 3.840 Subarea runoff 0.218(CFS) for 0 .090(Ac.) Total runoff= 20.143(CFS) Total area= 4.930(Ac .) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2012.000 to Point/Station 2013.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 311.l00(Ft.) Downstream point/station elevation = 310.000(Ft.) Pipe length = 96.S0(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 20 .143(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 20.143(CFS) Normal flow depth in pipe= 16.76(In.) Flow top width inside pipe= 22.03(In.) Critical Depth= 19 .33(In.) Pipe flow velocity= 8.60(Ft/s) Travel time through pipe= 0.19 min. Time of concentration (TC) = 8.67 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2013.000 to Point/Station 2013 .000 **** SUBAREA FLOW ADDITION**** Decimal fraction soil group A 0.000 Decimal fraction soil group B = 0 .000 Decimal fraction soil group C 0.000 Decimal frac tion so il group D 1.000 (COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration= 8 .67 min. Rainfall int ensity= 5.173(In/Hr) for a 100.0 year s t orm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.781 CA= 4.110 Subarea runoff = l.119(CFS) for 0.330(Ac.) Total runoff= 21.261(CFS) Total area= 5.260(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2013.000 to Point/Station 2014.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= Downstream point/station elevation= 310.000(Ft.) 305.300(Ft .) I I I I I I I I I I I I I I I I I I I Pipe length = 89.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 21.261(CFS) Nearest computed pipe diameter 18.00(In.) Calculated individual pipe flow = 21.261(CFS) Normal flow depth in pipe= 13.ll(In.) Flow top width inside pipe= 16.0l(In.) Critical depth could not be calculated. Pipe flow velocity= 15.41(Ft/s) Travel time through pipe= 0.10 min. Ti me of concentration (TC) = 8.77 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2000.000 to Point/Station 2014.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 5.260(Ac.) Runoff from this stream= 21.26l(CFS) Time of concentration= 8.77 min. Rainfall intensity= 5.136(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2014.100 to Point/Station 2014.200 **** 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 = 234.000(Ft.) Highest elevation = 330.200(Ft.) Lowest elevation= 325.000(Ft.) Elevation difference= 5 .200(Ft .) Slope= 2.222 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow d i stance i s 75.00 (Ft) for the top area slope value of 2.22 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration 3.34 minutes TC= [l .8*(1 .l-C)*dist ance(Ft.)A.5)/(% slopeA(l/3)) TC= [1.8*(1.1-0.8200)*( 75.000A.5)/( 2.222 A(l/3))= 3.34 The initial area total distance of 234 .00 (Ft.) entered leaves a remaining distance of 159.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.68 minutes for a distance of 159.00 (Ft.) and a slope of 2.22 % with an elevation difference of 3.53(Ft.) from the end of the top area Tt = [ll.9*l ength(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 1.676 Minutes Tt=((ll.9*0.0301A3)/( 3.53))A.385= 1.68 Total initial area Ti= 3 .34 minutes from Figure 3-3 formula plus 1.68 minutes from the Figure 3-4 formula= 5.02 minutes Rainfall intensity (I) = 7.358(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 I I I I I I I I I I I I I I I I I I I Subarea runoff= 1 .931(CFS) Total initial stream area= 0.320(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2014.200 to Point/Station 2014.300 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 320.000(Ft.) Downstream point/station elevation= 316.S00(Ft.) Pipe length = 29.00(Ft.) Manning's N = 0.011 No. of pipes= 1 Required pipe flow 1.93l(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = l.931(CFS) Normal flow depth in pipe= 4.20(In .) Flow top width inside pipe= 5.50(In.) Critical depth could not be calculated. Pipe flow velocity= 13.14(Ft/s) Travel time through pipe= 0.04 min. Time of concentration (TC) = 5.06 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2014.300 to Point/Station 2014.300 **** SUBAREA FLOW ADDITION**** 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 Time of concentration= 5.06 min. Rainfall intensity= 7.323(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.279 Subarea runoff= 0.lll(CFS) for 0.020(Ac.) Total runoff= 2.042(CFS) Total area= 0.340(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2014.300 to Point/Station 2014.400 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point /station elevation= 316.S00(Ft.) Downstream point/station elevation 312.S00(Ft.) Pipe length 122.00(Ft.) Manning's N = 0.011 No. of pipes= 1 Required pipe flow 2.042(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 2 .042(CFS) Normal flow depth in pipe= 4 .90(In.) Flow top width inside pipe= 8.96(In.) Critical Depth= 7.77(In.) Pipe flow velocity= 8 .30(Ft/s) Travel time through pipe= 0.25 min. Time of concentration (TC) = 5.30 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I I I I I I I I I I I I I I I I I I I Process from Point/Station 2014.400 to Point/Station 2014.400 **** SUBAREA FLOW ADDITION**** 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 Time of concentration= 5.30 min. Rainfall intensity= 7.103(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 0 .927 Subarea runoff= 4.540(CFS) for 0.790(Ac.) Total runoff= 6.582(CFS) Total area= l.130(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2014.400 to Point/Station 2014.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 312.S00(Ft.) Downstream point /station elevation= 305.J0O(Ft.) Pipe length = 15.40(Ft.) Manning's N = 0.011 No . of pipes= 1 Required pipe flow = 6.582(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow 6.582(CFS) Normal flow depth in pipe= 4.46(In.) Flow top width inside pipe= 9.00(In.) Critical depth could not be calculated. Pipe flow velocit y= 30.14(Ft/s) Travel time through pipe= 0.01 min. Time of concentration (TC) = 5 .31 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2014.400 to Point/Station 2014.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream i s listed: In Main Stream number: 2 Stream flow area = l.130(Ac .) Runoff from this stream= 6 .582(CFS) Time of concentration= 5.31 min. Rainfall intensity= 7.096(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2014.500 to Point/Station 2014.600 **** 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 I I I I I I I I I I I I I I I I I I I Sub-Area C Value= 0.820 Initial subarea total flow distance = 208.000(Ft.) Highest elevation= 320.700(Ft.) Lowest elevation= 318.000(Ft.) Elevation difference= 2.700(Ft.) Slope= 1.298 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1 .30 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration= 3.58 minutes TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)) TC= [1.8*(1.1-0.8200)*( 60.000A .5)/( 1.298A(l/3)]= 3.58 The initial area total distance of 208 .00 (Ft.) entered leaves a remaining distance of 148.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.95 minutes for a distance of 148.00 (Ft.) and a slope of 1.30 % with an elevation difference of 1.92(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.)))A.385 *60(min/hr) = 1.950 Minutes Tt=[(ll.9*0.0280A3)/( l.92))A.385= 1.95 Total initial area Ti= 3.58 minutes from Figure 3-3 formula plus 1.95 minutes from the Figure 3-4 formula= 5.53 minutes Rainfall intensity (I) = 6.914(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff= 3.005(CFS) Total initial stream area= 0.530(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2014.600 to Point/Station 2014.700 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 313.700(Ft.) Downstream point/station elevation 306.700(Ft .) Pipe length = 89.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 3.005(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 3.005(CFS) Normal flow depth in pipe = 4. 75 (In.) Flow top width inside pipe= 8.99(In.) Critical depth could not be calculated. Pipe flow velocity = 12.69(Ft/s) Travel time through pipe= 0.12 mi n. Time of concentrati on (TC) = 5.65 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2014.700 to Point/Station 2014.700 **** SUBAREA FLOW ADDITION**** 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 Time of concentration Rainfall intensity= 5.65 min. 6.821(In/Hr) for a 100.0 year storm I I I I I I I I I I I I I I I I I I I Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 1.845 Subarea runoff= 9.580(CFS) for 1.720(Ac.) Total runoff= 12.585(CFS) Total area= 2. 250 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2014.700 to Point/Station 2014.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 306.700(Ft.) Downstream point/station elevation= 305.300(Ft.) Pipe length = 222.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 12.585(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 12.585(CFS) Normal flow depth in pipe= 17.22(In.) Flow top width inside pipe= 16.14(In.) Critical Depth= 15.86(In.) Pipe flow velocity= 5.96(Ft/s) Travel time through pipe= 0.62 min. Time of concentration (TC) = 6.27 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2014.700 to Point/Station 2014.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area= 2.250(Ac.) Runoff from this stream = 12.585(CFS) Time of concentration= 6.27 min. Rainfall intensity= 6.378(In/Hr) Summary of stream data: Stream Flow rate No. (CFS) TC (min) Rainfall Intensity (In/Hr) 1 21.261 2 6.582 3 12.585 Qmax(l) 1.000 * 0.724 * 0 .805 * Qmax{2) = 1. 000 * 1.000 * 1 .000 * Qmax(3) = 1.000 * 0.899 * 1.000 * 8.77 5.31 6.27 1. 000 1. 000 1.000 0.606 1. 000 0.848 0. 715 1.000 1.000 * * * * * * * * * 5 .136 7.096 6.378 21.261) + 6.582) + 12.585) + 21 .261) + 6.582) + 12.585) + = 21.261) + 6.582) + 12.585) + Total of 3 main streams to confluence: Flow rates before confluence point: 21.261 6.582 12.585 36.160 30.128 33.699 Maximum flow rates at confluence using above data: 36.160 30.128 33.699 I I I I I I I I I I I I I I I I I I I Area of streams before confluence: 5.260 1.130 2.250 Results of confluence: Total flow rate= 36.160(CFS) Time of concentration= 8.766 min. Effective stream area after confluence = 8.640(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2014.000 to Point/Station 2014.000 **** SUBAREA FLOW ADDITION**** 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 The area added to the existing stream causes a a lower flow rate of Q = 35.893(CFS) therefore the upstream flow rate of Q = 36.160(CFS) is being used Time of concentration= 8.77 min. Rainfall intensity= 5 .136(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.797 CA= 6.989 Subarea runoff= 0.000(CFS) for 0.130(Ac.} Total runoff= 36.160(CFS} Total area= 8.770(Ac.} ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2014.000 to Point/Station 2015.000 **** PIPEFLOW TRAVEL TI~E (Program estimated size) **** Upstream point/station elevation= 305.300(Ft.} Downstream point/station elevation= 284.200(Ft.) Pipe length = 48.00(Ft.) Manning 's N = 0.013 No. of pipes= 1 Required pipe flow 36.160(CFS) Nearest computed pipe diameter 15.00(In.} Calculated individual pipe flow 36.160(CFS) Normal flow depth in pipe= 10.57(In.) Flow top width inside pipe= 13.69(In.} Critical depth could not be calculated. Pipe flow velocity= 39.14(Ft/s} Travel time through pipe 0.02 min. Time of concentration (TC} = 8.79 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2015.000 to Point/Station 2016.000 **** PIPEFLOW TRAVEL TIME (Program estimated size} **** Upstream point/station elevation= 284.200(Ft.) Downstream point/station elevation= 283.500(Ft.} Pipe length = 39.00(Ft.} Manning's N = 0.013 No. of pipes= 1 Required pipe flow 36.160(CFS) Nearest computed pipe diameter = 27.00(In .} Calculated individual pipe flow = 36.160(CFS} I I I I I I I I I I I I I I I I I I Normal flow depth in pipe= Flow top width inside pipe= Critical Depth= 24.4l(In.) 19 .50(In.) 24 .19 (In.) Pipe flow velocity= ll.76(Ft/s) Travel time through pipe= 0.06 min. Time of concentration {TC) = 8.84 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2000.000 to Point/Station 2016.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 8.770(Ac.) Runoff from this stream= 36.160(CFS) Time of concentration= 8.84 min. Rainfall intensity= 5.107(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2019.500 to Point/Station 2020.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A= Decimal fraction soil group B = Decimal fraction soil group C = Decimal fraction soil group D [COMMERCIAL area type (General Commercial ) Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 0.000 0.000 0.000 1. 000 Initial subarea total flow distance Highest elevation= 342.l00(Ft.) Lowest elevation= 338.800(Ft.) 162. 000 (Ft.) Elevation difference= 3.300(Ft.) Slope= 2.037 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.04 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration 3.44 minutes TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l /3)] TC= [1.8*(1.1-0.8200)*( 75.000A.5)/( 2.037A(l/3)]= 3.44 The initial area total distance of 162 .00 (Ft.) entered leaves a remaining distance of 87.00 (Ft.) Using Figure 3-4, the travel time for this distance is for a distance of 87.00 (Ft.) and a slope of 2.04 % 1.09 minutes with an elevation difference of l.77(Ft.) from the end of the top Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) 1.089 Minutes Tt=[(ll.9*0.0165A3)/( l.77)]A.385= 1.09 Total initial area Ti= 3.44 minutes from Figure 3-3 formula plus 1.09 minutes from the Figure 3-4 formula= 4 .53 minutes Calculated TC of 4.532 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff= 0.726(CFS) Total initial stream area= 0.120(Ac.) area I I I I I I I I I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2020.000 to Point/Station 2021 .000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 329.B00(Ft.) Downstream point/station elevation= 328.900(Ft.) Pipe length = 277.S0(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 0.726(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 0.726(CFS) Normal flow depth in pipe= 5.93(In.) Flow top width inside pipe= 8.53(In.) Critical Depth= 4.65(In.) Pipe flow velocity= 2.35(Ft/s) Travel time through pipe= 1.97 min. Time of concentration (TC) = 6.50 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2021.000 to Point/Station 2021.000 **** SUBAREA FLOW ADDITION**** 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 Time of concentration= 6.50 min . Rainfall intensity= 6.230(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 0.312 Subarea runoff= 1.215(CFS) for 0.260(Ac.) Total runoff= 1.94l(CFS) Total area= 0.380(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2021.000 to Point/Station 2022.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 328.900(Ft.) Downstream point/station elevation= 327.900(Ft.) Pipe length 63 .00(Ft.) Manning's N = 0.013 **** No. of pipes= 1 Required pipe flow = 1.941(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.941(CFS) Normal flow depth in pipe= 6.88(In.) Flow top width inside pipe= 7.64(In.) Critical Depth= 7.61(In.) Pipe flow velocity= 5.36(Ft/s) Travel time through pipe= 0.20 min. Time of concentration (TC) = 6.69 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2022.000 to Point/Station 2022.000 **** SUBAREA FLOW ADDITION **** I I I I I I I I I I I I I I I I I I 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 Time of concentration= 6.69 min. Rainfall intensity= 6.112(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 0.385 Subarea runoff= 0.414(CFS) for 0.090(Ac.) Total runoff= 2.356(CFS) Total area= 0.470(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2022.000 to Point/Station 2023.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 327.900(Ft.) Downstream point/station elevation= 327.200(Ft.) Pipe length = 48.40(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 2.356(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 2.356(CFS) Normal flow depth in pipe= 6.35(In.) Flow top width inside pipe= ll.98(In.) Critical Depth= 7.88(In.) Pipe flow velocity= 5.59(Ft/s) Travel time through pipe= 0.14 min. Time of concentration (TC) = 6.84 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2023.000 to Point/Station 2023.000 **** SUBAREA FLOW ADDITION**** 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 Time of concentration= 6.84 min. Rainfall intensity= 6.028(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 0.640 Subarea runoff l.S00(CFS) for 0.310(Ac.) Total runoff= 3.856(CFS) Total area= 0.780(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2023.000 to Point/Station 2024.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= Downstream point/station elevation= 327.200(Ft.) 325.900(Ft.) I I I I I I I I I I I I I I I I I I I Pipe length = 83.60(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 3.856(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 3.856(CFS) Normal flow depth in pipe= 8.64(In.) Flow top width inside pipe= 10.78(In.) Critical Depth= 10.0l(In.) Pipe flow velocity= 6.37(Ft/s) Travel time through pipe= 0.22 min. Time of concentration (TC) = 7.06 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2024.000 to Point/Station 2024.000 **** SUBAREA FLOW ADDITION**** 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 Time of concentration= 7.06 min. Rainfall intensity= 5.907{In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area {Q=KCIA) is C = 0.820 CA= 0.845 Subarea runoff= l.133(CFS) for 0.250(Ac.) Total runoff= 4.989(CFS) Total area= 1.030(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2024.000 to Point/Station 2025.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 325.900(Ft.) Downstream point/station elevation= 323.800{Ft.) Pipe length = 80 .00{Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 4.989(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 4.989(CFS) Normal flow depth in pipe= 8 .6l(In.) Flow top width inside pipe= 10.80{In.) Critical Depth = 11.00{In.) Pipe flow velocity = 8.27{Ft/s) Travel time through pipe= 0 .16 min. Time of concentration {TC) = 7.22 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2025 .000 to Point/Station 2025.000 **** SUBAREA FLOW ADDITION**** 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 I I I I I I I I I I I I I I I I I I I Sub-Area C Value= 0.820 Time of concentration= 7.22 min. Rainfall intensity= 5.822(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0 .820 CA= 0.943 Subarea runoff= 0.501(CFS) for 0.120(Ac.) Total runoff= 5.490(CFS) Total area= 1.150(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2025.000 to Point/Station 2026.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 323.800(Ft.) Downstream point/station elevation= 323.200(Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 5.490(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 5.490(CFS) Normal flow depth in pipe= 9.77(In.) Flow top width inside pipe= 9.33(In.) Critical Depth= 11.26(In.) Pipe flow velocity= 8.0l(Ft/s) Travel time through pipe= 0.05 min. Time of concentration (TC) = 7.27 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2026.000 to Point/Station 2026.000 **** SUBAREA FLOW ADDITION**** 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 Time of concentration= 7.27 min. Rainfall intensity= 5.795(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 1.689 Subarea runoff 4.299(CFS) for 0.910(Ac.) Total runoff= 9.789(CFS) Total area= 2.060(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2026.000 to Point /Station 2027.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 323.200(Ft.) Downstream point/station elevation= 322.700(Ft.) Pipe length 17.80(Ft.) Manning's N = 0 .013 No. of pipes= 1 Required pipe flow = 9.789(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 9.789(CFS) Normal flow depth in pipe= 11.17(In.) Flow top width inside pipe= 13 .08(In.) Critical Depth= 14.14(In.) Pipe f low velocity= 9.99(Ft/s) I I I I I I I I I I I I I I I I I I I Travel time through pipe= Time of concentration (TC) = 0.03 min. 7.30 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2020.000 to Point/Station 2027.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 2 in normal stream number 1 Stream flow area= 2.060(Ac.) Runoff from this stream= 9.789(CFS) Time of concentration= 7.30 min. Rainfall intensity= 5.780(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2027.100 to Point/Station 2027.200 **** 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 = 175.000(Ft.) Highest elevation= 338.000(Ft.) Lowest elevation= 334.000(Ft.) Elevation difference 4.000(Ft.) Slope= 2.286 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.29 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration= 3.31 minutes TC= [1.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC= [l.8*(1.1-0.8200)*( 75.000A.5)/( 2.286A(l/3)]= 3.31 The initial area total distance of 175.00 (Ft.) entered leaves a remaining distance of 100.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.16 minutes for a distance of 100 .00 (Ft.) and a slope of 2.29 % with an elevation difference of 2.29(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 1.160 Minutes Tt=[(ll.9*0.0189A3)/( 2.29)]A.385= 1.16 Total initial area Ti 3.31 minutes from Figure 3-3 formula plus 1.16 minutes from the Figure 3-4 formula= 4.47 minutes Calculated TC of 4.473 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff= 1.512(CFS) Total initial stream area= 0.250(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2027.200 to Point/Station 2027.300 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** I I I I I I I I I I I I I I I I I I I Upstream point/station elevation= 331.300(Ft.) Downstream point/station elevation= 326.600(Ft.) Pipe length = 115.00(Ft.) Manning's N = 0.011 No. of pipes= 1 Required pipe flow = 1.512(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.512(CFS) Normal flow depth in pipe= 3.86(In.) Flow top width inside pipe= 8.91(In.) Critical Depth= 6.80(In.) Pipe flow velocity= 8.35(Ft/s) Travel time through pipe= 0.23 min. Time of concentration (TC) = 4.70 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2027.300 to Point/Station 2027.300 **** SUBAREA FLOW ADDITION**** 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 Time of concentration= 4.70 min. Rainfall intensity= 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 0.476 Subarea runoff 1 .996(CFS) for 0.330(Ac.) Total runoff= 3.509(CFS) Total area= 0 .580(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2027.300 to Point/Station 2027.400 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point /station elevation = 326 .600(Ft.) Downstream point/station elevation 323.600(Ft.) Pipe length = 74.00(Ft .) Manning's N = 0.011 No. of pipes= 1 Required pipe flow = 3.509(CFS) Nearest computed pipe diameter = 9 .00(In.) Calculated individual pipe flow = 3.509(CFS) Normal flow depth in pipe = 6. 62 (In. ) Flow top width inside pipe= 7.94(In.) Critical depth c ould not be calculated. Pipe flow velocity = 10.07(Ft/s) Travel time through pipe= 0.12 min. Time of concentration (TC) = 4.83 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2027.400 to Point/Station 2027.400 **** SUBAREA FLOW ADDITION**** 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 I I I I I I I I I I I I I I I I I I I (General Commercial ) Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 Time of concentration= 4 .83 min. Rainfall intensity= 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 0.730 Subarea runoff= l.875(CFS) for 0.310(Ac.) Total runoff= 5.384(CFS) Total area= 0.890(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2027.400 to Point/Station 2027.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 323.600(Ft.) Downstream point/station elevation= 322.700(Ft.) Pipe length = 20.60(Ft.) Manning's N = 0.011 No. of pipes= 1 Required pipe flow = 5.384(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 5.384(CFS) Normal flow depth in pipe= 6.79(In .) Flow top width inside pipe= ll.90(In.) Critical Depth= ll.22(In.) Pipe flow velocity= ll.77(Ft/s) Travel time through pipe= 0.03 min . Time of concentration (TC) = 4.85 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2027 .400 to Point/Station 2027.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 2 in normal stream number 2 Stream flow area= 0.890(Ac.) Runoff from this stream= 5.384(CFS) Time of concentration= 4.85 min. Rainfall intensity= 7.377(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. {CFS) (min) (In/Hr) 1 9 .789 7.30 5 .780 2 5.384 4.85 7.377 Qmax{l) = 1.000 * 1.000 * 9.789) + 0.783 * 1.000 * 5.384) + = 14.006 Qmax{2) 1.000 * 0.665 * 9.789) + 1.000 * 1.000 * 5 .384) + = 11.893 Total of 2 streams to confluence: Flow rates before confluence point: 9.789 5.384 Maximum flow rates at confluence using above data: 14.006 11.893 Area of streams before confluence : 2.060 0.890 Results of confluence: I I I I I I I I I I I I I I I I I I I Total flow rate= 14.006(CFS) Time of concentration= 7.300 min . Effective stream area after confluence= 2.950(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2027.000 to Point/Station 2027.000 **** SUBAREA FLOW ADDITION**** 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 Time of concentration= 7.30 min. Rainfall intensity= 5.780(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 2.780 Subarea runoff= 2.060(CFS) for 0.440(Ac.) Total runoff= 16.066(CFS) Total area= 3.390(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2027.000 to Point/Station 2028.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 322.400(Ft.) Downstream point/station elevation= 316.600(Ft.) Pipe length 150.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 16.066(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 16.066(CFS) Normal flow depth in pipe= ll.93(In.) Flow top width inside pipe= 17.02(In.) Critical depth could not be calculated. Pipe flow vel ocity= 12.92(Ft/s) Travel time through pipe= 0.19 min. Time of concentration (TC) = 7.49 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2028.000 to Point/Station 2028.000 **** SUBAREA FLOW ADDITION**** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C = Decimal fraction soil group D = [COMMERCIAL area type (General Commercial ) Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 0.000 0.000 0.000 1.000 Time of concentration= 7.49 min. Rainfall intensity= 5.683(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 3.132 Subarea runoff= l.735(CFS) for 0.430(Ac.) Total runoff= 17.80l(CFS) Total area= 3.820(Ac.) I I I I I I I I I I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2028.000 to Point/Station 2029 .000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 316.300(Ft.) Downstream point/station elevation= 315.200(Ft.) Pipe length = 54.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow 17.80l(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 17.801(CFS) Normal flow depth in pipe= 14.04(In.) Flow top width inside pipe= 19.77(In.) Critical Depth= 18.46(In.) Pipe flow velocity= 10.4l(Ft/s) Travel time through pipe= 0.09 min. Time of concentration (TC) = 7 .58 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2029.000 to Point/Station 2029.000 **** SUBAREA FLOW ADDITION**** 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 Time of concentration= 7.58 min . Rainfall intensity= 5.641(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0 .820 CA= 3.190 Subarea runoff= 0.193(CFS) for 0.070(Ac.) Total runoff= 17.994(CFS) Total area= 3.890(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2029.000 to Point/Station 2030.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 315.200(Ft.) Downstream point/station elevation= 313.900(Ft.) Pipe length = 67.S0(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 17.994(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 17.994(CFS) Normal flow depth in pipe= 14.44(In.) Flow top width inside pipe= 19.47(In.) Critical Depth= 18.52(In.) Pipe flow velocity= 10.20(Ft/s) Travel time through pipe= 0.11 min. Time of concentration (TC) = 7 .69 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2030.000 to Point /Station 2030 .000 **** SUBAREA FLOW ADDITION**** I I I I I I I I I I I I I I I I I I I 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 Time of concentration= 7.69 min. Rainfall intensity= 5.589(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 3.419 Subarea runoff= 1.116(CFS) for 0.280(Ac.) Total runoff= 19.ll0(CFS) Total area= 4.170(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2030.000 to Point/Station 2031.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 313.900(Ft.) Downstream point/station elevation= 313.700(Ft.) Pipe length = 10.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 19.ll0(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 19.ll0(CFS) Normal flow depth in pipe= 14.91(In.) Flow top width inside pipe= 19.06(In.) Critical Depth= 18.92(In.) Pipe flow velocity = 10.46(Ft/s) Travel time through pipe= 0.02 min. Time of concentration (TC) = 7.71 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2020.000 to Point/Station 2031.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 2 in normal stream number 1 Stream flow area= 4.170(Ac .) Runoff from this stream= 19.ll0(CFS) Time of concentration= Rainfall intensity= 7.71 min. 5.581(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point /Station 2031.100 to Point/Station 2031.200 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A= Decimal fraction soil group B = Decimal fraction soil group C = Decimal fraction soil group D [COMMERCIAL area type (General Commercial ) Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 0.000 0.000 0.000 1.000 Initial subarea total flow distance Highest elevation= 335.500(Ft.) Lowest elevation= 329.000(Ft.) 238.000(Ft.) I I I I I I I I I I I I I I I I I I I Elevation difference= 6.500(Ft.) Slope= 2.731 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 2.73 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration= 3.32 minutes TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC= [1.8*(1.1-0.8200)*( 85.000A.5)/( 2.731A(l/3)]= 3.32 The initial area total distance of 238.00 (Ft.) entered leaves a remaining distance of 153.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.50 minutes for a distance of 153.00 (Ft.) and a slope of 2.73 % with an elevation difference of 4.18(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 1 .503 Minutes Tt=[(ll.9*0.0290A3)/( 4.18)]A.385= 1.50 Total initial area Ti= 3.32 minutes from Figure 3-3 formula plus 1 .50 minutes from the Figure 3-4 formula= 4.83 minutes Calculated TC of 4.827 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0 .820 Subarea runoff= 1.573(CFS) Total initial stream area= 0.260(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2031.200 to Point/Station 2031.300 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 324.S00(Ft.) Downstream point/station elevation= 320.300(Ft.) Pipe length 85.00(Ft.) Manning's N = 0.011 No. of pipes= 1 Required pipe flow 1.573(CFS) Nearest computed pipe diameter = 9.00(In.) Calcul ated individual pipe flow 1.573(CFS) Normal flow depth in pipe= 3.74(In.) Flow top width inside pipe= 8.87(In .) Critical Depth= 6.93(In.) Pipe flow velocity= 9.0S(Ft/s) Travel time through pipe= 0.16 min. Time of c oncentrat ion (TC) = 4.98 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2031.300 to Point/Station 2031.300 **** SUBAREA FLOW ADDITION**** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [COMMERCIAL area type (General Commercial ) Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 A = B = C = D = 0.000 0.000 0.000 1. 000 Time of concentration= 4.98 min. Rainfall i ntensity= 7 .377(In/Hr) for a Effective runoff coefficient used for total (Q=KCIA) is C = 0.820 CA= 0.418 100.0 year storm area I I I I I I I I I I I I I I I I I I I Subarea runoff= Total runoff= 1.512(CFS) for 0.250(Ac.) 3.085(CFS) Total area= 0.510(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2031.300 to Point/Station 2031.400 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 320.300(Ft.) Downstream point/station elevation 316.900(Ft.) Pipe length = 65.00(Ft.) Manning's N = 0.011 No . of pipes= 1 Required pipe flow 3.085(CFS) Nearest computed pipe diameter = 9.00(In .) Calculated individual pipe flow = 3.085(CFS) Normal flow depth in pipe= 5.50(In.) Flow top width inside pipe= 8.78(In.) Critical depth could not be calculated. Pipe flow velocity= 10.92(Ft/s) Travel time through pipe= 0.10 min. Time of concentration (TC) = 5.08 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2031 .400 to Point/Station 2031.400 **** SUBAREA FLOW ADDITION**** 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 Time of concentration= 5.08 min. Rainfall intensity= 7.300(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 0.697 Subarea runoff 2.003(CFS) for 0.340(Ac.) Total runoff= 5.088(CFS) Total area= 0,850(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2031 .400 to Poin t /Station 2031.700 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 317.500(Ft.) Downstream point/station elevation 314 .300(Ft.) Pipe length = 61.50(Ft.) Manning's N = 0.011 No. of pipes= 1 Required pipe flow 5.088(CFS) Nearest computed pipe diameter = 12 .00(In.) Calculated individual pipe flow = 5.088(CFS) Normal flow depth in pipe= 6.21(In.) Flow top width inside pipe= ll.99(In.) Critical Depth= 11.05(In.) Pipe flow velocity= 12.41(Ft/s) Travel time through pipe= 0.08 min. Ti me of concentration (TC) = 5 .17 mi n. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I I I I I I I I I I I I I I I I I I I Process from Point/Station 2031.700 to Point/Station **** SUBAREA FLOW ADDITION**** 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 Time of concentration= 5.17 min. 2031.700 Rainfall intensity= 7.224(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 1 .214 Subarea runoff= 3.679(CFS) for 0.630(Ac.) Total runoff= 8.767(CFS) Total area= l.480(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2031.700 to Point/Station 2031.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 314.300(Ft.) Downstream point/station elevation= 313.700(Ft.) Pipe length 11.00(Ft.) Manning's N = 0.011 No. of pipes= 1 Required pipe flow = 8.767(CFS) Nearest computed pipe diameter 12.00(In.) Calculated individual pipe flow = 8.767(CFS) Normal flow depth in pipe= 8.84(In.) Flow top width inside pipe= 10.57(In.) Critical depth could not be calculated. Pipe flow velocity= 14.15(Ft/s) Travel time through pipe= 0.01 min. Time of concentration (TC) = 5.18 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2031 .700 to Point/Station 2031.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 2 in normal stream number 2 Stream flow area= l.480(Ac.) Runoff from this stream 8.767(CFS) Time of concentration= 5.18 min . Rainfall intensity= 7.212(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 19.110 7.71 5.581 2 8.767 5.18 7.212 Qmax(l) = 1.000 * 1.000 * 19.110) + 0.774 * 1.000 * 8.767) + = 25.894 Qmax(2) = 1.000 * 0.672 * 19 .110) + 1.000 * 1.000 * 8.767) + = 21 .608 I I I I I I I I I I I I I I I I I I I Total of 2 streams to confluence: Flow rates before confluence point: 19.110 8.767 Maximum flow rates at confluence using above data: 25.894 21.608 Area of streams before confluence: 4.170 1.480 Results of confluence: Total flow rate= 25.894(CFS) Time of concentration= 7.706 min. Effective stream area after confluence 5. 650 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2031.000 to Point/Station 2032.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 313.300(Ft.) Downstream point/station elevation= 287.600{Ft.) Pipe length = 347.00(Ft.) Manning's N = 0 .013 No. of pipes= 1 Required pipe flow = 25.894(CFS) Nearest computed pipe diameter = 18.00{In.) Calculated individual pipe flow = 25.894(CFS) Normal flow depth in pipe= 13.43(In.) Flow top width inside pipe= 15.67{In.) Critical depth could not be calculated. Pipe flow velocity= 18.32{Ft/s) Travel time through pipe= 0.32 min. Time of concentration (TC) = 8.02 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2032 .000 to Point/Station 2016.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 287.200(Ft.) Downstream point/station elevation= 283.400(Ft.) Pipe length = 68.00{Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 25.894{CFS) Nearest computed pipe diameter. = 21. 00 {In.) Calculated individual pipe flow 25.894(CFS) Normal flow depth in pipe= 12.84(In.) Flow top width i nsi de pipe = 20.47{In.) Critical depth could not be calculated. Pipe flow velocity= 16.81(Ft/s) Travel time through pipe= 0.07 min. Time of concentration (TC) = 8.09 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2032 .000 to Point/Station 2016.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 5.650(Ac.) Runoff from this stream= 25.894{CFS) Time of concentration= 8.09 min. Rainfall intensity= 5.409{In/Hr) Summary of stream data: I I I I I I I I I I I I I I I I I I I Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 36.160 8.84 5.107 2 25.894 8.09 5.409 Qmax(l) 1.000 * 1.000 * 36.160) + 0 .944 * 1.000 * 25.894) + = 60.610 Qmax(2) = 1.000 * 0.915 * 36.160) + 1.000 * 1.000 * 25.894) + = 58.975 Total of 2 main streams to confluence: Flow rates before confluence point: 36.160 25.894 Maximum flow rates at confluence using above data: 60.610 58.975 Area of streams before confluence: 8.770 5.650 Results of confluence: Total flow rate= 60.610(CFS) Time of concentration= 8.842 min. Effective stream area after confluence 14.420(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2016 .000 to Point/Station 2016.000 **** SUBAREA FLOW ADDITION**** Decimal fraction soil group A= Decimal fraction soil group B = Decimal fraction soil group C Decimal fraction soil group D [COMMERCIAL area type (General Commercial ) Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 0.000 0.000 0.000 1.000 Time of concentr ation= 8.84 min . Rainfall intensity= 5.107(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.807 CA= 12.466 Subarea runoff = 3.06l(CFS) for l.030(Ac.) Total runoff= 63.67l(CFS) Total area = 15.450(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2016.000 to Point/Station 2065.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 283.400(Ft.) Downstream point/station elevation= 272.700(Ft.) Pipe length = 120.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow 63 .67l(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 63.671(CFS) Normal flow depth in pipe= 18.54(In.) Flow top width inside pipe = 20.12(In.) Critical depth could not be calculated. I I I I I I I I I I I I I I I I I I I Pipe flow velocity= 24.45(Ft/s) Travel time through pipe= 0.08 min. Time of concentration (TC) = 8.92 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2000.000 to Point/Station 2065.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 15.450(Ac.) Runoff from this stream= 63.67l(CFS) Time of concentration= 8.92 min. Rainfall intensity= 5.077(In/Hr) Program i s now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2060.000 to Point/Station 2061.000 **** 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 = 397.000(Ft.) Highest elevation= 326.000(Ft.) Lowest elevation= 319.400(Ft.) Elevation difference= 6 .600(Ft.) Slope= 1.662 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1 .66 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration= 3.68 minutes TC~ [l.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)) TC= [l.8*(1.1-0.8200)*( 75 .000A.5)/( 1.662A(l/3)]= 3.68 The initial area total distance of 397.00 (Ft.) entered leaves a remaining distance of 322.00 (Ft.) Using Figure 3-4 , the travel time for this distance is for a distance of 322.00 (Ft.) and a slope of 1 .66 % 3.23 minutes with a n elevation di fference of 5.35(Ft.) from the end of the top Tt = [11.9*length(Mi)A3)/(elevation change(Ft.)))A.385 *60(min/hr) = 3.226 Minu tes Tt=[(ll.9*0.0610A3)/( 5.35))A.385= 3.23 Total initial area Ti = 3 .68 minutes from 3.23 minutes from the Figure 3-4 formula Rainfall intensity (I) = 5.987(In/Hr) Effective runoff coefficient used for area Subarea runoff= 2 .946(CFS) Figure 3-3 formula plus 6.91 minutes for a 100.0 year storm (Q=KCIA) is C = 0.820 Total initial stream area= 0. 600 (Ac.) area ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2061.000 to Point/Station 2062.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** I I I I I I I I I I I I I I I I I I I Upstream point/station elevation= 314 .800(Ft.) Downstream point/station elevation= 307.200(Ft.) Pipe length = 92.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 2.946(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow 2.946(CFS) Normal flow depth in pipe= 5.13(In.) Flow top width inside pipe= 8.9l(In.) Critical depth could not be calculated. Pipe flow velocity= 11.33(Ft/s) Travel time through pipe= 0.14 min. Time of concentration (TC) = 7 .05 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2060.000 to Point/Station 2062.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 2 in normal stream number 1 Stream flow area= 0.600(Ac.) Runoff from this stream= 2.946(CFS) Time of concentration= 7.05 min. Rainfall intensity= 5.913(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2062.000 to Point/Station 2062.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Decimal fraction soil Decimal fraction soil Decimal fraction soil group A group B group C = 0.000 = 0.000 = 0.000 Decimal fraction soil group D = [COMMERCIAL area type 1. 000 (General Commercial ) Impervious value, Ai= 0 .850 Sub-Area C Value= 0.820 Rainfall intensity (I) = 3.350(In/Hr) for a User specified values are as follows: 100.0 year storm TC= 17.00 min. Rain intensity= 3.35(In/Hr) Total area= 10 .800(Ac.) Total runoff= 32.500(CFS), t")(I Y\"1 N C:? % '' '12c:? (@., ~01 o S/\-N~ ~ 14J ~ ~ ~ITA ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2062 .000 to Point/Station 2062.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 2 in normal stream number 2 Stream flow area= 10.800(Ac.) Runoff from this stream= 32.500(CFS) Time of concentration= 17.00 min. Rainfall i ntensity= 3.350(In/Hr) Summary of stream data: Stream No. 1 2 Flow rate (CFS) 2.946 32 .500 TC (min) 7.05 17.00 Rainfall Intensity (In/Hr) 5 . 913 3.350 Ave I I I I I I I I I I I I I I I I I I I Qmax(l) = 1.000 * 1.000 * 2.946) + 1.000 * 0.414 * 32 .500) + = 16.417 Qmax(2) 0.567 * 1. 000 * 2.946) + 1.000 * 1.000 * 32.500) + = 34.169 Total of 2 streams to confluence: Flow rates before confluence point: 2.946 32.500 Maximum flow rates at confluence using above data: 16.417 34.169 Area of streams before confluence: 0.600 10.800 Results of confluence: Total flow rate= 34.169(CFS) Time of concentration= 17.000 min. Effective stream area after confluence= 11. 400 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2062.000 to Point/Station 2063.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 306.S00(Ft.) Downstream point/station elevation= 300.300(Ft.) Pipe length = 57.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 34.169(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow 34.169(CFS) Normal flow depth in pipe= 14.20(In.) Flow top width inside pipe= 14.69(In.) Critical depth could not be calculated. Pipe flow velocity= 22.86(Ft/s) Travel time through pipe= 0.04 min. Time of concentration (TC) = 17.04 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2063.000 to Point/Station 2064.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 300.000(Ft.) Downstream point/station elevation 286 .000(Ft.) Pipe length = 229.00(Ft.) Manning"s N = 0.013 No. of pipes= 1 Required pipe flow = 34.169(CFS) Nearest computed pipe diamet er 21.00(In.) Calculated individual pipe flow = 34.1~9(CFS) Normal flow depth in pipe = 15 .19 (In.) Flow top width inside pipe= 18.79(In.) Critical depth could not be calculated. Pipe flow velocity= 18.36(Ft/s) Travel time through pipe= 0.21 min. Time of concentration (TC) = 17.25 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2064.000 to Point/Station 2065.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 285.700(Ft.) I I I I I I I I I I I I I I I I I I I Downstream point/station elevation= 272 .700(Ft.) Pipe length = 230.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 34.169(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 34.169(CFS) Normal flow depth in pipe= 15.68(In.) Flow top width inside pipe= 18.27(In.) Critical depth could not be calculated. Pipe flow velocity= 17.74(Ft/s) Travel time through pipe 0.22 min. Time of concentration (TC) = 17.47 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2064.000 to Point/Station 2065.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 11.400(Ac.) Runoff from this stream= 34.169(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 17.47 min. 3.292(In/Hr) Stream Flow rate TC No. (CFS) (min) 1 63.671 8 .92 2 34.169 17 .47 Qmax(l) = 1.000 * 1.000 * 63.671) 1.000 * 0.511 * 34 .169) Qmax(2) = 0.648 * 1.000 * 63.671) 1 .000 * 1.000 * 34.169) Total of 2 main streams to confluence: Flow rates before confluence point: 6J.671 34.169 Rainfall Intensity (In/Hr) 5.077 3.292 + + 81.129 + + = 75.458 Maximum flow rates at confluence using above data: 81.129 75.458 Area of streams before confluence: 15.450 11.400 Results of confluence: Total flow rate = 81.129(CFS) Time of concentration= 8.924 min. Effective stream area after confluence 26.850(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2065.000 to Point/Station 2066.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 272.300(Ft.) Downstream point/station elevation 268.l00(Ft.) Pipe length = 206.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow 81.129(CFS) I I I I I I I I I I I I I I I I I I I Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 81.129(CFS) Normal flow depth in pipe= 25.55(In.) Flow top width inside pipe= 32.68(In.) Critical Depth= 33.37(In.) Pipe flow velocity= 15.13(Ft/s) Travel time through pipe= 0.23 min. Time of concentration (TC) = 9.15 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2066.000 to Point/Station 2067.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 267.700(Ft.) Downstream point/station elevation= 267.000(Ft.) Pipe length = 61.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 81.129(CFS) Nearest computed pipe diameter = 39.00(In.) Calculated individual pipe flow = 81.129(CFS) Normal flow depth in pipe= 29.39(In.) Flow top width inside pipe= 33.61(In.) Critical Depth= 33.88(In.) Pipe flow velocity= 12.09(Ft/s) Travel time through pipe= 0.08 min. Time of concentration (TC) = 9.23 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2000.000 to Point/Station 2067.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 26.850(Ac.) Runoff from this stream 81.129(CFS) Time of concentration= 9.23 min. Rainfall intensity= 4.966(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2067.000 to Point/Station 2067.000 **** USER DEFINED FLOW INFORMATION AT A POINT**** Decimal fraction soil group A= Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D = [COMMERCIAL area type (General Commercial ) Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 0.000 0.000 0.000 1.000 Rainfall intensity (I) = 4.968(In/Hr) for a User specified values are as follows: 100.0 year storm TC= 9.23 min. Rain intensity= 4.97(In/Hr) Total area= 0.770(Ac.) Total runoff= 3.250(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2067.000 to Point/Station 2067.000 I I I I I I I I I I I I I I I I I I I **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 0 .770(Ac.) Runoff from this stream= 3.250(CFS) Time of concentration= 9.23 min. Rainfall intensity= 4.968(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 81.129 9.23 4.966 2 3.250 9.23 4.968 Qmax(l) = 1.000 * 1.000 * 81.129) + 1.000 * 1.000 * 3.250) + = 84.378 Qmax(2) = 1.000 * 0.999 * 81.129) + 1.000 * 1.000 * 3.250) + = 84.338 Total of 2 main streams to confluence: Flow rates before confluence point: 81.129 3.250 Maximum flow rates at confluence using above data: 84.378 84.338 Area of streams before confluence: 26 .850 0.770 Results of confluence: Total flow rate= 84.378(CFS) Time of concentration= 9.235 min. Effective stream area after confluence = 27.620(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point /Station 2067.000 to Point/Station 2068.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 267.000(Ft.) Downstream point/station elevation= 266.lOO(Ft.) Pipe length = 77.00(Ft.) Manning 's N = 0.013 No. of pipes= 1 Required pipe flow = 84.378(CFS) Nearest computed pipe diameter = 39.00(In.) Calculated individual pipe flow = 84.378(CFS) Normal flow depth in pipe= 30.19(In.) Flow top width inside pipe= 32.62(In.) Critical Depth= 34.40(In .) Pipe flow velocity = 12.24(Ft/s) Travel time through pipe= 0.10 min . Time of concentration (TC) = 9 .34 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2000.000 to Point/Station 2068.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: I I I I I I I I I I I I I I I I I I I In Main Stream number: 1 Stream flow area= 27.620(Ac.) Runoff from this stream= 84.378(CFS) Time of concentration= 9.34 min. Rainfall intensity= 4.930(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2040.000 to Point/Station 2041.000 **** 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 = 770.000(Ft .) Highest elevation= 340.000(Ft.) Lowest elevation= 322.000(Ft.) Elevation difference= 18.000(Ft.) Slope= 2.338 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.34 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration= 3.29 minutes TC= [l.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l /3)] TC= [1 .8*(1.1-0.8200)*( 75.000A.5)/( 2.338A(l/3)]= 3.29 The initial area total distance of 770.00 (Ft.) entered leaves a remaining distance of 695.00 (Ft.) Using Figure 3-4, the travel time for this distance is 5.12 minutes for a distance of 695.00 (Ft.) and a slope of 2.34 % with an elevation difference of 16.25(Ft.) from the end of the top area Tt = [ll.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) 5 .116 Minutes Tt=[(ll.9*0.1316A3)/( 16.25)]A.385= 5.12 Total initial area Ti= 3.29 minutes from Figure 3-3 formula plus 5.12 minutes from the Figure 3-4 formula= 8.40 minutes Rainfall intensity (I) = 5.277(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff= 10.732(CFS) Total initial stream area = 2.480(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2041.000 to Point/Station 2042.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 318.000(Ft.) Downstream point/station elevation= 290.000(Ft.) Pipe length = 196.00(Ft.) Manning's N = 0 .013 No. of pipes= 1 Required pipe flow = 10.732(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 10.732(CFS) Normal flow depth in pipe= 8.l0(In.) Flow top width inside pipe= ll.24(In.) Critical depth could not be calculated. I I I I I I I I I I I I I I I I I I I Pipe flow velocity= 19.04(Ft/s) Travel time through pipe= 0.17 min. Time of concentration (TC) = 8.58 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2042.000 to Point/Station 2042.000 **** SUBAREA FLOW ADDITION**** 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 Time of concentration= 8.58 min. Rainfall intensity= 5.209(In/Hr) for a 100.0 year stdrm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA= 3.600 Subarea runoff= 8.019(CFS) for l.910(Ac.) Total runoff= 18.752(CFS) Total area= 4.390(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2042.000 to Point/Station 2068.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 290.000(Ft.) Downstream point/station elevation= 266.000(Ft.) Pipe length = 76.70(Ft.) Manning"s N = 0.013 No. of pipes= 1 Required pipe flow = 18.752(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow 18.752(CFS) Normal flow depth in pipe= 9.26(In.) Flow top width inside pipe= 10.0B(In.) Critical depth could not be calculated. Pipe flow velocity= 28 .85(Ft/s) Travel time through pipe= 0.04 min. Time of concentration (TC) = 8.62 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2042.000 to Point/Station 2068.000 **** CONFLUENCE OF MAIN STREAMS**** The foll owing data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 4.390(Ac.) Runoff from this stream= 18.752(CFS) Time of concentration = 8.62 min. Rainfall intensity= 5.192(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2049.000 to Point/Station 2050.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A= 0.000 I I I I I I I I I I I I I I I I I I I 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 = 36.000(Ft.) Highest elevation= 338.000(Ft.) Lowest elevation= 320.000(Ft.) Elevation difference= 18.000(Ft.) Slope= 50.000 % Top of Initial Area Slope adjusted by User to 0.010 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.01 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration= 16.54 minutes TC= [1.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l /3)) TC= [1.8*(1.1-0.8200)*( 50.000A.5)/( 0.0lOA(l/3))= 16.54 Rainfall intensity (I) = 3.410(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff= 0.028(CFS) Total initial stream area= 0.0l0(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point /Station 2050.000 to Point/Station 2051.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME**** Estimated mean flow rate at midpoint of channel Depth of flow= 0.194(Ft.), Average velocity= ******* Irregular Channel Data*********** Information entered for subchannel number 1 : Point number 1 2 3 4 'X' coordinate 0.00 0.50 1.50 2.00 'Y' coordinate 1.00 0.00 0.00 1.00 Manning's 'N' friction factor= 0.015 Sub-Channel flow = 0.645(CFS) flow top width= l.194(Ft.) velocity= 3.030(Ft/s) area= 0.213(Sq.Ft) Froude number= 1.265 Upstream point elevation= Downstream point elevation Flow length= 840.000(Ft.) Travel time = 4.62 min. 320.000(Ft.) 310.000(Ft.) Time o f concentration= 21.16 min. Depth of flow= 0.194(Ft.) Average velocity= 3.030(Ft/s) Total irregular channel flow= 0.645(CFS) Irregular channel normal depth above invert elev. Average velocity of channel(s) = 3.030(Ft/s) Adding area flow to channel User specified 'C' value of 0 .490 given for subarea 0 .645(CFS) 3.030(Ft/s) 0.194(Ft.) Rainfall intensity= 2.909(In/Hr) for a 100.0 year storm I I I I I I I I I I I I I I I I I I I Effective runoff coefficient used for total area (Q=KCIA) is C = 0.490 CA= 0.407 Subarea runoff= 1.155(CFS) for 0.820(Ac.) Total runoff= l.183(CFS) Total area= Depth of flow= 0 .283(Ft.), Average velocity= 0.830(Ac .) 3.668(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2051.000 to Point/Station 2054 .000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 302.000(Ft.) Downstream point/station elevation= 278.000(Ft.) Pipe length = 97.00(Ft.) Manning's N = 0.011 No . of pipes= 1 Required pipe flow = 1.183(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 1.183(CFS) Normal flow depth in pipe= 2.48(In.) Flow top width inside pipe= 5.91(In.) Critical depth could not be calculated. Pipe flow velocity= 15.41(Ft/s) Travel time through pipe= 0.10 min. Time of concentration (TC) = 21.27 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2050.000 to Point/Station 2053.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 3 in normal stream number 1 Stream flow area= 0.830(Ac.) Runoff from this stream= l.183(CFS) Time of concentration= 21 .27 min. Rainfall intensity= 2.900(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2052.000 to Point/Station 2053.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A= Decimal fraction soil group B = Decimal fraction soil group C Decimal fraction soil group D [COMMERCIAL area type (General Commercial ) Impervious value, Ai= 0.850 Sub-Area C Value= 0.820 0.000 0.000 0.000 1.000 Initial subarea total flow distance = 276.000(Ft.} Highest elevation= 293.000(Ft.) Lowest elevation= 287.000(Ft.) Elevation difference= 6.000(Ft.) Slope= 2.174 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75 .00 (Ft) for the top area slope value of 2.17 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.37 minutes TC= [1 .8*(1.l-C)*distance(Ft.}A.5)/(% slopeA(l/3)] TC= (1.8*(1.1-0.8200)*( 75.000A.5)/( 2.174A(l/3}]= 3.37 The initial area total distance of 276.00 (Ft.} entered leaves a I I I I I I I I I I I I I I I I I I I remaining distance of 201.00 (Ft.) Using Figure 3-4, the travel time for this distance is 2.02 minutes for a distance of 201.00 (Ft.) and a slope of 2.17 % with an elevation difference of 4.37(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 2.024 Minutes Tt=[(ll.9*0.0381A3)/( 4.37)]A.385= 2.02 Total initial area Ti 3.37 minutes from Figure 3-3 formula plus 2.02 minutes from the Figure 3-4 formula= 5.39 minutes Rainfall intensity (I) = 7.026(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff= 9.333(CFS) Total initial stream area= 1.620(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2053.000 to Point/Station 2054.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 281.000(Ft.) Downstream point/station elevation= 278.000(Ft.) Pipe length 252.00(Ft.) Manning's N = 0.011 No. of pipes= 1 Required pipe flow = 9.333(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 9.333(CFS) Normal flow depth in pipe= 10.98(In.) Flow top width inside pipe= 17.56(In.) Critical Depth= 14.16(In.) Pipe flow velocity= 8.27(Ft/s) Travel time through pipe= 0.51 min. Time of concentration (TC) = 5.90 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2053.000 to Point/Station 2054.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 3 in normal stream number 2 Stream flow area= l.620(Ac.) Runoff from this stream= 9.333(CFS) Time of concentration= 5.90 min. Rainfall intensity= 6.629(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No . (CFS) (min) (In/Hr) 1 1.183 21.27 2.900 2 9.333 5.90 6.629 Qmax(l) 1.000 * 1.000 * 1.183) + 0 .437 * 1.000 * 9.333) + = 5.265 Qmax(2) = 1.000 * 0.277 * 1.183) + 1.000 * 1.000 * 9.333) + = 9.661 Total of 2 streams to confluence: Flow rates before confluence point: 1.183 9.333 Maximum flow rates at confluence using above data: I I I I I I I I I I I I I I I I I I I 5.265 9.661 Area of streams before confluence: 0.830 1.620 Results of confluence: Total flow rate= 9.66l(CFS) Time of concentration= 5.901 min. Effective stream area after confluence= 2. 450 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2054 .000 to Point/Station 2055.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 278.000(Ft.) Downstream point/station elevation= 268.000(Ft.) Pipe length = 67.00(Ft.) Manning's N = 0.013 No. of pipes= 1 Required pipe flow = 9.66l(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 9.66l(CFS) Normal flow depth in pipe= 7.4l(In.) Flow top width inside pipe= ll.66(In.) Critical depth could not be calculated. Pipe flow velocity= 18.97(Ft/s) Travel time through pipe= 0.06 min. Time of concentration (TC) = 5.96 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2055.000 to Point/Station 2055.000 **** SUBAREA FLOW ADDITION**** User specified 'C' value of 0.490 given for subarea Time of concentration= 5.96 min. Rainfall intensity= 6.587(In/Hr) for a 100 .0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.490 CA= 1.720 Subarea runoff= l.668(CFS) for l.060(Ac.) Total runoff= ll.329(CFS) Total area= 3.510(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2055.000 to Point/Station 2068.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area= 3.510(Ac.) Runoff from this stream= 11.329(CFS) Time of concentration= 5.96 min. Rainfall intensity= 6.587(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 84.378 9.34 4.930 2 18.752 8.62 5 .192 3 11. 329 5.96 6.587 Qmax(l) = 1.000 * 1.000 * 84.378) + I I I I I I I I I I I I I I I I I I I 0.950 * 1.000 * 18.752) + 0.748 * 1. 000 * 11. 329) + = 110.665 Qmax(2) = 1.000 * 0.923 * 84.378) + 1. 000 * 1.000 * 18.752) + 0. 788 * 1. 000 * 11. 329) + 105.561 Qmax(3) = 1.000 * 0.638 * 84.378) + 1.000 * 0. 691 * 18.752) + 1. 000 * 1.000 * 11. 329) + = 78.142 Total of 3 main streams to confluence: Flow rates before confluence point: 84.378 18.752 11.329 Maximum flow rates at confluence using above data: 110.665 105.561 78.142 Area of streams before confluence: 27.620 4.390 3.510 Results of confluence: Total flow rate= 110.665(CFS) Time of concentration= 9.340 min. Effective stream area after confluence = End of computations, total study area= 3 5 . 5 2 0 ( Ac . ) 3 5 . 5 2 0 ( Ac . ) I I I I I I I I I I I I I I I I I I I DETENTION BASIN DEPTH vs STORAGE VS DISCHARGE FROM OUTLET STRUCTURE I:\001017\_ Commercial\Stonnwater\Drainage\LCTS Comm_Drainage Rpt_ Basin2 _ Det_Hydromod-SWMP. Doc ------------------- Calculations for Detention Basin with Hydromodification Stage Detention Basin Average TOTAL S-inch pipe 10-inch pipe 30-inch pipe OutletQ Elevation (ft) Storage (ac-ft) STORAGE (ac (Hydro mod) (Hydromod) Weir (cfs) (ft) Plan Area (sf) Area (cf) ft) (cfs) (cfs) (cfs) (cfs) 0.0 266.0 0 0 0.000 0.000 0.0 0.0 0.0 0.0 0 1.0 267.0 5,387 2,694 0.062 0.062 0.6 0.0 0.0 0.0 0.6 2.0 268.0 11,229 8,308 0.191 0.253 0.9 1.7 0.0 0.0 2.6 2.5 268.5 12,121 5,838 0.134 0.387 1.0 2.5 21.2 27.3 27.3 3.0 269.0 13,013 6,284 0.144 0.531 1.1 3.2 60.0 32.3 32.3 4.0 270.0 14,074 13,544 0.311 0.842 1.3 4.2 See 30-inch Q 40.5 40.S 5.0 271.0 15,168 14,621 0.336 1.177 1.5 5.0 See 30-inch Q 47.3 47.3 6.0 272.0 16,300 15,734 0.361 1.539 1.6 5.7 See 30-inch Q 53.2 53.2 7.0 273.0 17,491 16,896 0.388 1.926 1.8 6.3 See 30-inch Q 58.5 58.5 Detention Basin Depth vs Storage vs Discharge from Outlet Structure Stage Storage (ac-ft) Outlet Q (cfs) (ft) 0.0 0.000 0.0 1.0 0.062 0.6 2.0 0.253 2.6 2.5 0.387 27.3 3.0 0.531 32.3 4.0 0.842 40.5 5.0 1.177 47.3 6.0 1.539 53.2 7.0 1.926 58.S 1:\001017\._Commercial\Stormwater\Drainage\Detention Basin with HydroMod\DET BASIN STORAGE W HYDROMOD '• I I I I I I I I I I I I I I I I I I CALCULATIONS FOR DETENTION BASIN WITH HYDROMODIFICATION I:\00 IO 17\_ Comrnercial\Stonnwater\Drainage\LCTS Comm _Drainage Rpt_ Basin2 _Det_ Hydromod-SWMP.Doc I I I I I I I I I I I I I I I I I I I **************************************************************************** HYDRAULICS ELEMENTS -II PROGRAM PACKAGE STORAGE BASIN HYDROGRAPH ROUTING MODEL **************************************************************************** (c) Copyright 1983-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1423 Analysis prepared by: ************************** DESCRIPTION OF STUDY************************** * BAS I N 2 -DETENTION BASIN WITH HYDROMODIF I CATION * * * * * ************************************************************************** FILE NAME: 1290-10 .DAT TIME/DATE OF STUDY : 11:39 12/16/2013 ENTERED INFORMATION : TOTAL NUMBER OF INFLOW HYDROGRAPH INTERVALS= 42 CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 9.000 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 ENTERED INFLOW HYDROGRAPH ORDINATES (CFS) : *I NTERVAL FLOW *INTERVAL FLOW *INTERVAL FLOW * * NUMBER (CFS) * NUMBER (CFS) * NUMBER (CFS) * * 1: 0.00* 2: 0 .00* 3 : 3 .70* * 4: 3.80* 5: 3.90* 6: 4 .00* * 7: 4.10* 8: 4.20* 9: 4 .40* * 10: 4 .50* 11: 4.70* 12: 4.80* * 13 : 5 .10* 14 : 5.20* 15 : 5 .50* * 16: 5.70* 17 : 6.10* 18: 6.40* * 19: 6 .90* 20: 7.30* 21: 8.10* * 22: 8.50* 23: 9 .80* 24: 10.60* * 25: 13. 00* 26: 14 .80* 27: 21 .70* * 28 : 29.50* 29: 110.70* 30: 17.40* * 31: 11. 60* 32: 9.10* 33: 7 .60* * 34: 6.60* 35: 5.90* 36: 5 .40* * 37: 4.90* 38: 4.60* 39: 4 .30* * 40: 4 .00* 41 : 3.80* 42: 0.00* ====-----==========--------------------------------------------------------- DEPTH-VS.-STORAGE AND DEPTH-VS .-DISCHARGE INFORMATION : TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES= 9 *BASIN-DEPTH STORAGE OUTFLOW **BASIN-DEPTH STORAGE OUTFLOW * I I I I I I I I I I I I I I I I I I I * (FEET) (ACRE-FEET) (CFS) ** (FEET) (ACRE-FEET) (CFS) * * 0.000 0.000 0.000** 1.000 0.062 0.600* * 2.000 0.253 2 .600** 2.500 0.387 27 .300* * 3 .000 0.531 32.300** 4 .000 0.842 40.500* * 5.000 1.117 47.300** 6 .000 1. 539 53.200* * 7.000 1. 926 58.500** **************************************************************************** INITIAL BASIN DEPTH(FEET) = 0.00 INITIAL BASIN STORAGE(ACRE -FEET) = 0.00 INITIAL BASIN OUTFLOW(CFS) = 0.00 BASIN STORAGE, OUTFLOW INTERVAL {S-O*DT/2} NUMBER (ACRE -FEET) 1 0.00000 2 0 .05828 3 4 5 6 0.23688 0. 21779 0.33079 0.59097 AND DEPTH ROUTING {S+O*DT/2} (ACRE-FEET) 0 .00000 0.06572 0 .26912 0 .55621 0 .73121 1 .09303 7 0 .82382 1 .41018 8 1.20925 1.86875 9 1.56340 2.28860 VALUES: WHERE S=STORAGE(AF);O=OUTFLOW(AF/MIN.);DT=UNIT(MIN.) *UNIT-HYDROGRAPH STORAGE-BASIN ROUTING* NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL; GRAPH NOTATION : "I"=MEAN UNIT INFLOW; "O"=OUTFLOW AT GIVEN TIME TIME INFLOW OUTFLOW STORAGE (HOURS) (CFS) (CFS) (ACRE-FT) 0. 28 . 55. 83. 0 .15 0.00 0.00 0 .000 0 [BASIN DEPTH(FEET) = 0 .00] 0.30 0.00 0.00 0.000 O [BASIN DEPTH(FEET) = 0.00] 0.45 3.70 0.42 0 .043 OI [BASIN DEPTH(FEET) = 0 . 70] 0.60 3.80 0.82 0.083 OI [BAS IN DEPTH(FEET) = 1.11] 0.75 3.90 1.19 0 .119 OI [BASIN DEPTH(FEET) = 1. 30] 0 .90 4.00 1. 53 0 .151 OI [BASIN DEPTH(FEET) = 1. 4 7] 1.05 4.10 1.85 0.181 OI 111. I I (BASIN DEPTH(FEET) = 1.62] 1. 20 4.20 2 .13 0.209 OI I [BASIN DEPTH(FEET) = 1. 77) 1. 35 4.40 2.41 0.235 OI (BASIN DEPTH(FEET) = 1.91] 1.50 4.50 3 .17 0.256 OI I (BASIN DEPTH(FEET) = 2 .01) 1. 65 4.70 4.80 0. 265 .0 [BASIN DEPTH(FEET) = 2 .04] I 1. 80 4.80 4.80 0.265 .0 [BASIN DEPTH(FEET) = 2.04] 1. 95 5.10 5.12 0.267 .0 I (BASIN DEPTH(FEET) = 2.05] 2 .10 5.20 5.21 0. 267 .0 [BASIN DEPTH(FEET) = 2.05] 2 .25 5.50 5.52 0 .269 .0 I [BASIN DEPTH(FEET) = 2. 06] 2.40 5.70 5. 71 0.270 .0 (BASIN DEPTH(FEET) = 2. 06) I 2 .55 6.10 6.13 0. 272 .0 (BASIN DEPTH(FEET) = 2. 07 J 2.70 6 .40 6.42 0.274 .o [BASIN DEPTH(FEET) = 2.08] I 2 .85 6.90 6.93 0 . 277 .IO (BASIN DEPTH(FEET) = 2.09] 3.00 7.30 7.32 0 . 279 0 I [BASIN DEPTH(FEET) = 2 .1 0] 3.15 8.10 8 .15 0.283 0 [BASIN DEPTH(FEET) = 2 .11] I 3.30 8.50 8.52 0.285 0 (BASIN DEPTH(FEET) = 2.12) 3 .4 5 9.80 9 .88 0.293 0 [BASIN DEPTH(FEET) = 2.15) I 3 .60 10.60 10.65 0. 297 0 [BASIN DEPTH(FEET) = 2 .16) 3.75 13. 00 13 .16 0.310 0 I [BASIN DEPTH(FEET) = 2 .21 ] 3 .90 14.80 14.91 0.320 0 [BASIN DEPTH(FEET) = 2 .25] I 4.05 21. 70 22 .15 0.359 0 [BASIN DEPTH(FEET) = 2 .40] 4.20 29.50 28.19 0. 413 0 [BASIN DEPTH(FEET) = 2 . 59) I 4.35 110. 70 49.87 1. 301 0 I [BASIN DEPTH(FEET) = 5. 4 4] 4.50 17.40 42. 96 0 .941 I 0 I [BASIN DEPTH(FEET) = 4. 36) 4.65 11. 60 34 .29 0 .606 I .0 [BASIN DEPTH(FEET) = 3.24] 4.80 9 .10 23.04 0.364 I 0 I [BASIN DEPTH(FEET) = 2.41) 4.95 7.60 6.57 0.275 .OI [BASIN DEPTH(FEET) = 2.08] I 5.10 6.60 6.60 0.275 .0 I I I [BASIN DEPTH(FEET) = 2 .08] 5.25 5.90 5.85 0. 271 .0 I [BASIN DEPTH(FEET) = 2.07] 5.40 5.40 5.37 0. 268 .o [BASIN DEPTH(FEET) = 2 . 06] 5.55 4.90 4.87 0 . 265 .o I [BASIN DEPTH(FEET) = 2.05] 5.70 4.60 4.58 0. 264 .o [BASIN DEPTH(FEET) = 2 .04] I 5.85 4.30 4.28 0. 262 .0 [BASIN DEPTH(FEET) = 2 .03] 6.00 4.00 3 .98 0.260 .o I [BASIN DEPTH(FEET) = 2.03] 6 .15 3.80 3.79 0.259 .0 [BASIN DEPTH(FEET) = 2 .02] 6 .30 0 .00 2.27 0.222 0 I [BASIN DEPTH(FEET) = 1. 84 J 6.45 0.00 2.00 0.195 0 [BASIN DEPTH(FEET) = 1 .70] I 6.60 0.00 1. 75 0.172 0 [BASIN DEPTH(FEET) = 1. 58] 6.75 0.00 1. 54 0.152 0 [BASIN DEPTH(FEET) = 1. 47] I 6 .90 0.00 1. 35 0 .134 0 [BASIN DEPTH(FEET) = 1. 38] 7.05 0.00 1.19 0 .118 0 I [BASIN DEPTH(FEET) = 1. 29] 7.20 0.00 1.04 0 .104 0 [BASIN DEPTH(FEET) = 1. 22] I 7.35 0.00 0 .92 0.092 0 [BASIN DEPTH(FEET) = 1.16 J 7.50 0.00 0.80 0 .081 0 [BASIN DEPTH(FEET) = 1.10] I 7.65 0.00 0.71 0.072 0 [BASIN DEPTH(FEET) = 1.05] 7.80 0 .00 0.62 0.064 0 I [BASIN DEPTH(FEET) = 1. 01 J 7.95 0 .00 0.55 0.057 O [BASIN DEPTH(FEET) = 0.91) 8 .10 0.00 0.49 0 .050 0 I [BASIN DEPTH(FEET) = 0.81] 8.25 0.00 0.43 0.045 0 [BASIN DEPTH(FEET) = 0. 72] I 8.40 0.00 0.38 0.040 0 [BASIN DEPTH(FEET) = 0 .64) 8.55 0.00 0.34 0.035 0 I [BASIN DEPTH(FEET) = 0.57) 8.70 0.00 0.30 0.031 0 [BASIN DEPTH(FEET) = 0.50) 8.85 0.00 0.27 0.028 0 I [BASIN DEPTH(FEET) == 0.44] 9 .00 0.00 0.24 0.024 0 [BASIN DEPTH(FEET) = 0. 39) I 9.15 0.00 0.21 0.022 0 I I I [BASIN DEPTH(FEET) = 0.35] 9 .30 0.00 0.19 0 .019 0 I [BASIN DEPTH(FEET) = 0.31] 9.45 0 .00 0.16 0 .017 0 [BASIN DEPTH(FEET) = 0 .27] 9.60 0 .00 0.15 0.015 0 I [BASIN DEPTH(FEET) = 0.24) 9.75 0.00 0.13 0. 013 0 [BASIN DEPTH(FEET) = 0 .22] I 9.90 0.00 0.12 0.012 0 [BASIN DEPTH(FEET) = 0 .19] 10.05 0.00 0.10 0 .011 0 I [BASIN DEPTH(FEET) = 0 .17] 10.20 0.00 0 .09 0.009 0 [BASIN DEPTH (FEET) = 0 .15] 10 .35 0.00 0 .08 0 .008 0 I [BASIN DEPTH (FEET) = 0.13] 10.50 0.00 0.07 0 .007 0 [BASIN DEPTH(FEET) = 0.12] I 10.65 0.00 0.06 0.007 0 [BASIN DEPTH(FEET) = 0 .11] 10.80 0.00 0.06 0.006 0 [BASIN DEPTH(FEET) = 0. 09] I 10.95 0.00 0.05 0.005 0 [BASIN DEPTH(FEET) = 0 .08 ] 11.10 0.00 0.04 0 .005 0 I [BASIN DEPTH(FEET) = 0.07] 11. 25 0.00 0 .04 0.004 0 [BASIN DEPTH(FEET) = 0 .07] I 11 . 40 0.00 0.03 0.004 0 [BASIN DEPTH(FEET) = 0 . 06] 11. 55 0.00 0.03 0.003 0 [BASIN DEPTH(FEET) = 0.05] I 11. 70 0.00 0.03 0 .003 O [BASIN DEPTH(FEET) = 0.05) 11. 85 0.00 0.02 0.002 0 I [BASIN DEPTH(FEET) = 0.04] 12.00 0.00 0.02 0.002 O [BASIN DEPTH(FEET) = 0.04] 12 .15 0.00 0.02 0 .002 0 I [BASIN DEPTH(FEET) = o. 03 l 12.30 0 .00 0.02 0.002 0 [BASIN DEPTH(FEET) = 0. 03] I 12.45 0.00 0.01 0.002 0 [BASIN DEPTH(FEET) = 0 .02] 12.60 0.00 0.01 0.001 0 I [BASIN DEPTH(FEET) = 0.02] 12.75 0.00 0.01 0.001 0 [BASIN DEPTH(FEET) = 0.02] 12.90 0.00 0.01 0.001 0 I [BASIN DEPTH(FEET) = 0.02] 13.05 0 .00 0.01 0.001 0 [BASIN DEPTH(FEET) = 0 .02 ] I 13. 20 0.00 0.01 0 .001 0 I I I I I I I I I I I I I I I I I I I I [BASIN 13.35 [BASIN 13. 50 [BASIN 13. 65 [BASIN 13 . 80 [BASIN 13.95 [BASIN 14.10 [BASIN 14.25 [BASIN 14 .40 [BASIN 14.55 [BASIN 14.70 [BASIN 14.85 [BASIN 15.00 [BASIN DEPTH(FEET) = 0.01) 0.00 0 .01 0.001 0 DEPTH(FEET) = 0.01] 0.00 0.01 0.001 0 DEPTH (FEET) = 0 .01 ] 0.00 0 .01 0.001 0 DEPTH(FEET) = 0 . 01] 0 .00 0.01 0.001 0 DEPTH(FEET) = 0.01] 0.00 0.00 0.000 0 DE PTH(FEET) = 0.01) 0.00 0.00 0.000 0 DEPTH(FEET) = 0.01) 0.00 0.00 0 .000 0 DEPTH(FEET) = 0 .01] 0 .00 0.00 0 .000 0 DEPTH(FEET) = 0 .01] 0.00 0 .00 0 .000 O DEPTH (FEET) = 0.00] 0.00 0.00 0.000 0 DEPTH(FEET) = 0 .00) 0.00 0 .00 0.000 O DEPTH(FEET) = 0.00) 0.00 0.00 0.000 0 DEPTH (FEET) = 0.00) + + -1- + + + -+ + + + + + + +~~ I I \ > t_j\ { \__ ,,) ,~, :;; l'' -~, -+ -+ + -+ + -+ + + + + + + + + + -....t.:.... / ~ + + ::, ' ~-\ ) "'_--' + ¾\·._h-;'~ + + + + + + + + + + + + / + + + + + + + C057A f;-X I s 71/J G ___ 1?~-~ I ft/ A Ge + + + + + ./ ' ' , STREAM "1" O'DAY NODES 2000 THROUGH 2068 A= 27.62 AC le= 9.34 MIN Q = 84.38 CFS /;?' / / ,, // ,/ //,Y / / / ~/, REVISED ROUTING ANALYSIS: EXIST = 54.8 QPROP (UNDET) = 119.8 CFS QPROP DET = 48.8 CFS ©2013 O'Doy Consultonts, Inc. / /, FLOW INTO EXISTING BASIN INCREASED TO 120 CFS TO ACCOUNT FOR ADDITIONAL 2.5-ACRE DRAINAGE AREA FROM LCTC PROJECT SITE ·········---·-········ •• SB&O NODES 2040 •••• THROUGH 2068 A= 4.98 AC tc = 7.49 MIN Q = 20.35 CFS STREAM "2" O'DA Y NODES 2040 THROUGH 2068 A= 4.39 AC tc = 8.62 MIN Q = 18.75 CFS LA COSTA TOWN IVAR£ PROPOSED CONO!TIONS a iN.4Gl JiAP SHffi 2 Of 2 Revised Confluence Calculation **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1532 Analysis prepared by: Tory R. Walker Engineering, Inc. 122 Civic Center Drive Suite 206 Vista, CA 92084 ************************** DESCRIPTION OF STUDY************************** *LACOSTA TOWN SQUARE * ADDITION OF ONSITE 100-YEAR PEAK FLOW TO EXISTING DETENTION BASIN * 100-YEAR RATIONAL METHOD HYDROGRAPH ************************************************************************** FILE NAME: LCTS100.DAT TIME/DATE OF STUDY: 14:31 12/01/2022 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES)= 2.900 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0 .95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS FOR ALL DOWNSTREAM ANALYSES * * * *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW HALF-CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MODEL* MANNING WIDTH CROSSFALL IN-/ OUT-/PARK-HEIGHT WIDTH LIP HIKE NO. (FT) (FT) SIDE/ SIDE/ WAY (FT) (FT) (FT) (FT) ---------------------------------------------------------------------------- FACTOR (n) ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth= 0.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-Curb) 2. (Depth)*(Velocity) Constraint= 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 2067 .00 TO NODE 2068.00 IS CODE= >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 9.34 RAIN INTENSITY(INCH/HOUR) = 5.11 TOTAL AREA(ACRES) = 27 .62 TOTAL RUNOFF(CFS) = 84 .38 7 **************************************************************************** FLOW PROCESS FROM NODE 2068.00 TO NODE 2068.00 IS CODE= >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS= 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.34 RAINFALL INTENSITY(INCH/HR) = 5.11 TOTAL STREAM AREA(ACRES) = 27.62 PEAK FLOW RATE(CFS) AT CONFLUENCE= 84.38 1 **************************************************************************** FLOW PROCESS FROM NODE 2042.00 TO NODE 2068.00 IS CODE= >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 8.62 RAIN INTENSITY(INCH/HOUR) = 5.38 TOTAL AREA(ACRES) = 4.39 TOTAL RUNOFF(CFS) = 18.75 7 **************************************************************************** FLOW PROCESS FROM NODE 2068 .00 TO NODE 2068.00 IS CODE= >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS= 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.62 RAINFALL INTENSITY(INCH/HR) = 5.38 TOTAL STREAM AREA(ACRES) = 4.39 PEAK FLOW RATE(CFS) AT CONFLUENCE= 18.75 1 **************************************************************************** FLOW PROCESS FROM NODE 2054 .00 TO NODE 2055.00 IS CODE= >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 7.49 RAIN INTENSITY(INCH/HOUR) = 5.89 TOTAL AREA(ACRES) = 4 .98 TOTAL RUNOFF(CFS) = 20 .35 7 **************************************************************************** FLOW PROCESS FROM NODE 2068 .00 TO NODE 2068.00 IS CODE= 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS= 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN .) = 7.49 RAINFALL INTENSITY(INCH/HR) = 5.89 TOTAL STREAM AREA(ACRES) = 4.98 PEAK FLOW RATE(CFS) AT CONFLUENCE= 20.35 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 84.38 9.34 5.106 27 .62 2 18.75 8.62 5.377 4.39 3 20.35 7.49 5.887 4.98 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 104.31 7.49 5.887 2 115.21 8.62 5.377 3 119.83 9.34 5.106 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 119 . 83 Tc(MIN .) = 9 .34 TOTAL AREA(ACRES) = 37.0 LONGEST FLOWPATH FROM NODE 0 .00 TO NODE 2068.00 = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 37.0 TC(MIN.) = 9.34 PEAK FLOW RATE(CFS) = 119.83 *** PEAK FLOW RATE TABLE *** Q(CFS) Tc(MIN.) 1 104.31 7.49 2 3 115.21 119.83 8 .62 9.34 END OF RATIONAL METHOD ANALYSIS 0.00 FEET. Revised Regional Hydrograph #= 40 # 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 33 34 35 36 37 38 39 40 Rational Method Hydrograph Calculations for Post Developed Conditions into Regional Detention Basin La Costa Town Square, Carlsbad, CA 0100= 120 cfs Tc= 9 min C= 0.63 P100,6= 2.9 in A= 37 acres (7.44*P6*DA-.645) (J*D/60) (V1-VO) (LI VI LI T) (Q=ciA) (Re-ordered) D I VOL LiVOL I (INCR) Q VOL ORDINATE {MIN} {IN/HR} {IN} {IN} {IN/HR} {CFS} {CF} SUM= 0 0.00 0.00 0.78 5.23 119.83 64708 9 5.23 0.78 0.22 1.46 34.24 18490 4.14 18 3.34 1.00 0.16 1.04 24.30 13123 4.21 27 2.57 1.16 0.12 0.83 19.49 10525 4.36 36 2.14 1.28 0.11 0.71 16.55 8937 4.44 45 1.85 1.39 0.09 0.62 14.53 7847 4.61 54 1.65 1.48 0.08 0.56 13.04 7042 4.71 63 1.49 1.57 0.08 0.51 11 .89 6420 4.91 72 1.37 1.64 0.07 0.47 10.96 5921 5.02 81 1.27 1.71 0.07 0.43 10.20 5510 5.26 90 1.18 1.78 0.06 0.41 9.57 5165 5.40 99 1.11 1.84 0.06 0.38 9.02 4870 5.69 108 1.05 1.90 0.05 0.36 8.55 4615 5.85 117 1.00 1.95 0.05 0.35 8.13 4392 6.21 126 0.95 2.00 0.05 0.33 7.77 4194 6.41 135 0.91 2.05 0.05 0.32 7.44 4017 6.88 144 0.87 2.10 0.05 0.30 7.14 3858 7.14 153 0.84 2.14 0.04 0.29 6.88 3714 7.77 162 0.81 2.19 0.04 0.28 6.64 3583 8.13 171 0.78 2.23 0.04 0.27 6.41 3464 9.02 180 0.76 2.27 0.04 0.26 6.21 3354 9.57 189 0.73 2.31 0.04 0.26 6.02 3252 10.96 198 0.71 2.35 0.04 0.25 5.85 3158 11.89 207 0.69 2.39 0.04 0.24 5.69 3071 14.53 216 0.67 2.42 0.04 0.24 5.54 2989 16.55 225 0.66 2.46 0.03 0.23 5.40 2913 24.30 234 0.64 2.49 0.03 0.22 5.26 2842 34.24 243 0.62 2.53 0.03 0.22 5.14 2775 119.83 252 0.61 2.56 0.03 0.21 5.02 2712 19.49 261 0.60 2.59 0.03 0.21 4.91 2652 13.04 270 0.58 2.62 0.03 0.20 4.81 2596 10.20 279 0.57 2.65 0.03 0.20 4.71 2542 8.55 288 0.56 2.68 0.03 0.20 4.61 2491 7.44 297 0.55 2.71 0.03 0.19 4.52 2443 6.64 306 0.54 2.74 0.03 0.19 4.44 2397 6.02 315 0.53 2.77 0.03 0.19 4.36 2353 5.54 324 0.52 2.80 0.03 0.18 4.28 2312 5.14 333 0.51 2.83 0.03 0.18 4.21 2272 4.81 342 0.50 2.85 0.03 0.18 4.14 2233 4.52 351 0.49 2.88 0.03 0.17 4.07 2197 4.28 360 0.48 2.91 0.00 0.00 0.00 0 4.07 SUM= 243949 cubic feet 666-01 Q100 Hydrograph -Regional 12/1/2022 # Rational Method Hydrograph Calculations for Post Developed Conditions into Regional Detention Basin La Costa Town Square, Carlsbad, CA D I VOL AVOL I (INCR) Q VOL ORDINATE {MIN} {IN/HR} {IN} {IN} {IN/HR} {CFS} {CF} SUM= 5.60 acre-feet Check: V = C*A*P6 V= 5.67 acre-feet OK 666-01 Q100 Hydrograph -Regional 12/1/2022 SWMM Detention Routing Input & Output [TITLE] ;;Project Title/Notes La Costa Town Square Q100 (Mitigated) -POC-1 [OPTIONS] ; ;Option Value FLOW_UNITS CFS INFILTRATION GREEN_AMPT FLOW_ROUTING KINWAVE LINK_OFFSETS DEPTH MIN_SLOPE 0 ALLOW_PONDING NO SKIP_STEADY_STATE NO START_DATE 01/01 /2000 START_TIME 00 :00:00 REPORT_START_DATE 01/01 /2000 REPORT_START_TIME 00:00:00 END_DATE 01/01/2000 END_TIME 12:00:00 SWEEP_START 01/01 SWEEP_END 12/31 DRY_DAYS 0 REPORT_STEP 00:01:00 WET_STEP 00:01:00 DRY_STEP 00 :01:00 ROUTING_STEP 0:01:00 RULE_STEP 00:00:00 INERTIAL_DAMPING PARTIAL NORMAL_FLOW_LIMITED BOTH FORCE_MAIN_EQUATION H-W VARIABLE_STEP 0.75 LENGTHENING_STEP 0 MIN_SURFAREA 12.557 MAX_TRIALS 8 HEAD_TOLERANCE 0.005 SYS_FLOW_TOL 5 LAT_FLOW_TOL 5 MINIMUM_STEP 0.5 THREADS 1 [EVAPORATION] ;;Data Source Parameters MONTHLY 0 .030 0.050 0.080 0.110 0.130 0.150 0.150 0.130 0.110 0.080 0.040 0.020 DRY_ONLY NO [OUTFALLS] ;;Name Elevation Type Stage Data Gated Route To POC-l_Q100 [STORAGE] ; ;Name 0 Elev. FREE NO MaxDepth InitDepth Shape Curve Type/Params SurDepth Fevap Psi Ksat IMD BASIN-2 266 7 0 TABULAR STOR_2 0 0 [OUTLETS] ; ; Name From Node To Node Offset Type QTable/Qcoeff Qexpon Gated OUT_2 [INFLOWS] ; ;Node BASIN-2 [CURVES] ;;Name --------------" OUT_l OUT_l OUT_l OUT_l OUT_l OUT_l OUT_l OUT_l OUT_l STOR_2 STOR_2 STOR_2 STOR_2 STOR_2 STOR_2 STOR_2 STOR_2 STOR_2 [TIMESERIES] ;;Name -------------- Q100 Q100 Q100 Q100 Q100 Q100 Q100 Q100 Q100 Q100 Q100 Q100 Q100 Q100 Q100 Q100 BASIN-2 Constituent FLOW Type ---------- Rating Storage Date ---------- POC-l_Q100 Time Series Q100 X-Value Y-Value -------------------- 0 0 1 0.6 2 2.6 2.5 27.3 3 32.3 4 40.5 5 47.3 6 53.2 7 58.5 0 0 1 5387 2 11229 2.5 12121 3 13013 4 14074 5 15168 6 16300 7 17491 Time Value -------------------- 0:00 0 0:09 4.14 0:18 4.21 0:27 4.36 0:36 4.44 0:45 4.61 0:54 4.71 1:03 4.91 1:12 5.02 1:21 5.26 1:30 5.40 1:39 5.69 1:48 5.85 1:57 6.21 2:06 6.41 2:15 6.88 0 Type FLOW TABULAR/DEPTH OUT_l NO Mfactor Sfactor Baseline Pattern 1.0 1.0 Q100 Q100 Q100 Q100 Q100 Q100 Q100 Q100 Q100 Q100 Q100 Q100 Q100 Q100 Q100 Q100 Q100 Q100 Q100 Q100 Q100 Q100 Q100 Q100 Q100 [REPORT] ;;Reporting Options SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] 2:24 2:33 2:42 2:51 3:00 3:09 3:18 3:27 3:36 3:45 3:54 4 :03 4:12 4:21 4 :30 4:39 4:48 4:57 5 :06 5:15 5:24 5:33 5:42 5:51 6:00 7.14 7. 77 8.13 9.02 9.57 10.96 11.89 14. 53 16.55 24.30 34.24 119.83 19.49 13.04 10.20 8.55 7.44 6.64 6.02 5.54 5.14 4.81 4.52 4.28 4.07 DIMENSIONS 191.920 4920.830 1021.827 5718.627 Units None [COORDINATES] ; ;Node x-coord Y-Coord POC-l_Ql00 543. 726 5281. 929 BASIN-2 533.053 5425.123 [VERTICES] ;;Link X-Coord Y-Coord EPA STORM WATER MANAGEMENT MODEL -VERSION 5.2 (Build 5.2.1) La Costa Town Square Q100 (Mitigated) -POC-1 **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ NO RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Flow Routing Method ...... KINWAVE Starting Date ............ 01/01/2000 00:00:00 Ending Date .............. 01/01/2000 12:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:01:00 Routing Time Step ........ 60.00 sec ************************** Flow Routing Continuity ************************** Dry Weather Inflow Volume acre-feet Wet Weather Inflow ...... . Groundwater Inflow ...... . RDII Inflow ............. . External Inflow ......... . External Outflow ........ . Flooding Loss ........... . Evaporation Loss ........ . Exfiltration Loss ....... . Initial Stored Volume ... . Final Stored Volume ..... . Continuity Error (%) .... . ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step Average Time Step Maximum Time Step 0.000 0.000 0.000 0.000 5.572 5.577 0.000 0.000 0.000 0.000 0.000 -0.078 60.00 sec 60.00 sec 60.00 sec Volume 10A6 gal 0.000 0.000 0.000 0.000 1.816 1.817 0.000 0.000 0.000 0.000 0.000 % of Time in Steady State 0.00 Average Iterations per Step 1.00 % of Steps Not Converging 0.00 ****************** Node Depth Summary ****************** Node POC-l_Q100 BASIN-2 ******************* Node Inflow Summary ******************* Node POC-l_Q100 BASIN-2 ********************* Node Flooding Summary ********************* Type OUTFALL STORAGE Type OUTFALL STORAGE No nodes were flooded. ********************** Storage Volume Summary ********************** Storage Unit BASIN-2 Average Volume 1000 ft 3 7.893 *********************** Outfall Loading Summary *********************** Average Depth Feet 0.00 1. 38 Maximum Lateral Inflow CFS 0.00 119.83 Avg Pent Full 9 Maximum Depth Feet Maximum HGL Feet Time of Max Occurrence days hr:min Reported Max Depth Feet 0.00 5.26 Maximum Total Inflow CFS 48.81 119.83 Evap Exfil Pent Pent Loss Loss 0 0 0.00 271.26 0 00:00 0 04:10 Time of Max Occurrence days hr :min 0 04:10 0 04:04 Maximum Volume 1000 ft 3 55.210 Lateral Inflow Volume 10"6 gal 0 1.82 Max Pent Full 66 0.00 5.26 Total Inflow Volume 10"6 gal 1.82 1.82 Time of Max Occurrence days hr:min 0 04:10 Flow Balance Error Percent 0.000 -0.078 Maximum Outflow CFS 48.81 Outfall Node POC-l_Ql00 System ******************** Link Flow Summary ******************** Link OUT_2 Flow Freq Pent 83.47 83 .47 Type DUMMY ************************* Conduit Surcharge Summary ************************* No conduits were surcharged. Analysis begun on: Thu Dec Analysis ended on: Thu Dec Total elapsed time: < 1 sec 1 1 Avg Flow CFS 6.74 6.74 Maximum IFlowl CFS 48.81 14:40 :05 14:40:05 Max Flow CFS 48.81 48.81 Time of Max Occurrence days hr:min 0 04:10 2022 2022 Total Volume 10"6 gal 1.817 1.817 Maximum IVelocl ft /sec Max/ Full Flow Max/ Full Depth D:\76882 La Costa Town Square\13 Reports\Hydrology\La Costa, Drainage Study 2022 0210.docx EXHIBITD SWMM Data Table HY-8 Analysis Page 14 ~ ..... TORY R. WALKER ~ENGINEERING TECHNICAL MEMORANDUM SWMM Modeling for Hydromodification Compliance at POC-1 La Costa Town Square Carlsbad, CA Project No. CT 2017-0003 Prepared for: Woodside 05S, LP 1250 Corona Pointe Court, Suite 500 Corona, CA 92879 Prepared by: Tory R. Walker, PE R.C.E. 45005 (951) 363-0369 December 2022 Date: To: From: Subject: INTRODUCTION TORY R. WALKER ENGINEERING TECHNICAL MEMORANDUM December 2022 Woodside 05S, LP 1250 Corona Pointe Court, Suite 500 Corona, CA 92879 (951) 363-0369 Tory Walker, PE, CFM, LEED GA Summary of SWMM Modeling for Hydromodification Compliance at POC-1 for La Costa Town Square, City of Carlsbad, CA. This technical memorandum summarizes the approach used to model the proposed La Costa Town Square development project in the City of Carlsbad, CA, using the Environmental Protection Agency (EPA) Storm Water Management Model (SWMM). SWMM analyses were prepared for the pre-and post-developed conditions at the project site to determine if the proposed flow control facility basin meets Hydromodification Management Plan (HMP) requirements. The San Diego Regional Water Quality Control Board (SDRWQCB) established these requirements in the Model BMP Design Manual San Diego Region1 (BMPDM) for the County of San Diego Copermittees, which includes the City of Carlsbad. SWMM MODEL DEVELOPMENT The project proposes to subdivide and develop a property located north of the intersection of La Costa Avenue and Calle Timiteo, in the City of Carlsbad. Two (2) SWMM scenarios were prepared for this study, one for the pre-developed and another for the post-developed conditions. This study analyzes the pre-to-post project flow rates and durations at one Point of Compliance (POC- 1). POC-1 is located at the western end project site, at the existing outfall draining to the existing detention basin (as shown on the DMA Exhibit in SWQMP Attachment lA). The existing detention basin was constructed as a part of the La Costa Town Center project (CT 01-09) to provide hydromodification flow control for a portion of the La Costa Town Center project and 100-year storm detention for said project and offsite tributary areas. No changes to the existing detention basin storage or outflow structure are proposed as part of the La Costa Town Square project. For both SWMM scenarios, flow duration curves were prepared for POC-1 to determine whether the proposed Best Management Practice (BMP) is sufficient to meet the current HMP requirements. The input data required to develop SWMM analyses include rainfall, watershed characteristics, and BMP configurations. The Oceanside gauge from the Project Clean Water website was used for this study, since it is the most representative of the site precipitation due to elevation and proximity to the project site. WATERSHED, FLOODPLAIN & STORMWATER MANAGEMENT I RIVER RESTORATION I FLOOD FACILITIES DESIGN I SEDIMENT & EROSION 122 CIVIC CENTER DRIVE, SUITE 206, VISTA, CA 92084 I (7 60) 414-9212 I TRWENGINEERING,COM La Costa Town Square SWMM Technical Memorandum December 2022 Evaporation for the site was modeled using average monthly values from the County hourly dataset. Surrounding soils for the project site were determined to be type D soils, thus the predeveloped condition for the site was modeled with Type D hydrologic soils. In existing conditions, soils are assumed to be uncompacted to represent the current undeveloped condition of the site. Soils are assumed to be compacted in proposed conditions. Based on the HMP Review and Analysis prepared for the Cities of San Marcos, Oceanside & Vista2, other SWMM inputs for the subareas are discussed in the appendices to this document, where the selection of the parameters is explained in detail. HMP MODELING POC-l is located west of the project, at the outfall where the site currently discharges into the existing detention basin. In the existing condition, the site drains westerly to POC-1, and confluences with runoff from the La Costa Town Center project (Project No. CT 01-09) within the detention basin before entering the MS4. The existing site is in a mass graded state and was modeled as completely pervious. For simplicity, the existing and proposed condition areas were assumed equal. In the proposed condition, the developed area tributary to POC-l is drained to two proprietary biofiltration systems, and one undisturbed onsite slope area will continue to discharge directly to the revised basin, with unchanged subcatchment properties. Table l. l summarizes data for DMA l and the offsite area. TABLE 1.1 -SUMMARY OF EXISTING AND PROPOSED CONDITIONS FOR POC-1 DMA Tributary Area, A (ac) Impervious Percentage, Ip DMA EX 0.0% 4.94 DMA PR 81 .25% The proprietary biofiltration systems are responsible for handling hydromodification requirements for POC-l . Low flows are routed through the proposed biofiltration BMPs, where treated stormwater runoff is directly discharged to POC-l . The larger of the two biofiltration systems, BMP 2, will feature an oversized influent storm drain designed to detain high flows (i.e., flows corresponding to all ponded depths exceeding the system operating head) through a flow control structure located at the west end of the drive aisle. General Considerations It is assumed that storm water quality requirements for the project will be met by the proposed storm water quality facilities. However, detailed water quality requirements are not discussed within this technical memo. For further information regarding storm water quality requirements for the project, please refer to the Project Storm Water Management Plan (SWQMP). BMP MODELING FOR HMP PURPOSES Modeling HMP BMPs Page 2 of 6 Job# 666-01 La Costa Town Square SWMM Technical Memorandum December 2022 Two flow-based proprietary biofiltration systems are proposed for hydromodification conformance for POC-1 . Table 2 presents the proposed low-flow dimensions for the proposed proprietary biofiltration systems. Table 3 presents the high-flow dimensions for the dedicated flow control structure for hydromodification flow control compliance at POC-1. TABLE 2 -SUMMARY OF PROPRIETARY BIOFILTRATION BMPs Flow Control Low-Flow Orifice Operating Head BMP Model No. Riser Orifice Diameter (in} Quantity (feet} MWS#l MWS-L-8-24-V-HC 4.09 1 4.4 MWS#2 MWS-L-4-6-C 1.22 1 3.4 TABLE 3 -SUMMARY OF FLOW CONTROL STRUCTURE Lowest Flow Lowest Flow Mid Flow Mid Flow Highest Flow Highest Flow Control Control Control Control Type Elevation Control Type Elevation Control Type Elevation (lx) 1.5-inch 4.4 feet (lx) 12-inch 3.17 feet (lx) 4-foot-5.59 feet orifice above MWS wide by 1-above orifice wide weir above orifice orifice inch hiqh slot FLOW DURATION CURVE COMPARISON Flow Duration Curves (FDC) were compared at the project's POC by exporting the hourly runoff time series results from SWMM to a spreadsheet. The FDC was compared between 50% of the existing condition Q 2 up to the existing condition Q 10. The Q 2 and Q 10 were determined with a partial duration statistical analysis of the runoff time series in an Excel spreadsheet using the Cunnane plotting position method (which is the preferred plotting methodology in the HMP Permit). As the SWMM Model includes a statistical analysis based on the Weibull Plotting Position Method, the Weibull Method was also used within the spreadsheet to ensure that the results were similar to those obtained by the SWMM Model. The range from 50% of Q 2 up to Q 10 was divided into 100 equal time intervals; the number of hours that each flow rate was exceeded was counted from the hourly series. Additionally, the intermediate peaks with a return period "i" were obtained (Q; with i=3 to 9). For the purpose of the plot, the values were presented as percentage of time exceeded for each flow rate. FDC comparison for POC-1 is illustrated in Figure 1 in both normal and logarithmic scale. As can be seen in Figure 1, the FDC for the proposed condition with the HMP facilities is within 110% of the curve for the existing condition in both peak flow and duration. The additional runoff volume generated from developing the site will be released to the existing curb and gutter system at a flow rate below the 50% Q 2 lower threshold. Additionally, the project will not increase peak flow rates between the Q 2 and the Q 10, as shown in the graphics and in the peak flow tables in Attachment 1 . Page 3 of 6 Job# 666-01 SUMMARY La Costa Town Square SWMM Technical Memorandum December 2022 This study has demonstrated that the proposed proprietary biofiltration BMPs and flow control structure provided within the La Costa Town Square project is sufficient to meet the current HMP criteria at POC-1 if the cross-sectional area and volume recommended within this technical memorandum, and the respective pump flowrates, are incorporated as specified within the proposed project site. Page 4 of 6 Job# 666-01 La Costa Town Square SWMM Technical Memorandum December 2022 KEY ASSUMPTIONS 1. Types D soils are representative of the existing and developed conditions per the SDMBMPDM. 2. The existing and proposed condition drainage areas were taken to be equivalent for hydromodification flow control purposes. REFERENCES [1] -"Model BMP Design Manual San Diego Region -For Permanent Site Design, Storm Water Treatment, and Hydromodification Management", June 2015, Geosyntec Consultants & Rick Engineering Company. [2] -"Review and Analysis of San Diego County Hydromodification Management Plan (HMP]: Assumptions, Criteria, Methods, & Modeling Tools -Prepared for the Cities of San Marcos, Oceanside & Vista", May 2012, Tory R. Walker Engineering. [3] -Order R9-2013-001, California Regional Water Quality Control Board San Diego Region (SDRWQCB). [4] -"Handbook of Hydrology", David R. Maidment, Editor in Chief. 1992, McGraw Hill. ATTACHMENTS 1. Q2 to Q1 0 Comparison Tables 2. FDC Plots (log and natural "x" scale) and Flow Duration Tables. 3. List of the "n" largest Peaks: Pre-Developed and Post-Developed Conditions 4. Elevation vs . Area Curves and Elevation vs. Discharge Curves to be used in SWMM 5. DMA Maps, Project plan and section sketches 6. SWMM Input Data in Input Format (Existing and Developed Models) 7. SWMM Explanation of Significant Variables 8. Soil Map 9. Summary files from the SWMM Model Page 5 of 6 Job# 666-01 Elevation (h) 276.86 276.90 276.94 276.99 277.03 277.07 277.11 277.15 277.19 277.24 277.28 277.32 277.36 277.40 277.44 277.49 277.53 277.57 277.61 277.65 277.69 277.74 277.78 277.82 277.86 277.90 277.94 277.99 278.03 278.07 278.11 278.15 278.19 278.24 278.28 278.32 278.36 278.40 278.44 278.49 278.53 278.57 MWS #1 + FLOW CONTROL STRUCTURE DISCHARGE RATING CURVE h (ft) 0.000 0.042 0.083 0.12S 0.167 0.208 0.250 0.292 0.333 0.375 0.417 0.458 0.500 0.542 0.583 0.625 0.667 0.708 0.750 0.792 0.833 0.875 0.917 0.958 1.000 1.042 1.083 1.125 1.167 1.208 1.250 1.292 1.333 1.375 1.417 1.458 1.500 1.542 1.583 1.625 1.667 1.708 ~ Diameter: 4.09 inches Quantity: Invert Elevation: 0.000 ft Type Vertical ~ Diameter: 1.500 inches Quantity: 1 Invert Elevation: 4.400 ft Quantity: Invert Elevation: Width: Height: Lower Slot 7.58 ft 1.00 ft 1.00 in 0.083 ft 284.44 ft Upper Slot Quantity: Invert Elevation: ft Width: ft Height: 1n Absolute Invert Elevation of Lowest Discharge Opening 0.000 ft 276.86 ft Invert Elevation: 276.86 ft LOWEST ORIFICE UPPER ORIFICE Orifice Orifice Discharge Orifice Flow Weir Flow Qrnntro/ (cfs) Discharge Orifice Flow Weir Flow O conrrol (cfs) Coefficient Coefficient N/A N/A 0.000 0.000 N/A N/A N/A N/A N/A N/A 0.003 0.003 N/A N/A N/A N/A N/A N/A 0.013 0.013 N/A N/A N/A N/A N/A N/A 0.029 0.029 N/A N/A N/A N/A N/A N/A 0.050 0.050 N/A N/A N/A N/A N/A N/A 0.075 0.075 N/A N/A N/A N/A N/A N/A 0.104 0.104 N/A N/A N/A N/A N/A N/A 0.136 0.136 N/A N/A N/A N/A N/A N/A 0.170 0.170 N/A N/A N/A N/A 0.597 0.198 N/A 0.198 N/A N/A N/A N/A 0.597 0.217 N/A 0.217 N/A N/A N/A N/A 0.597 0.235 N/A 0.235 N/A N/A N/A N/A 0.597 0.251 N/A 0.251 N/A N/A N/A N/A 0.597 0.266 N/A 0.266 N/A N/A N/A N/A 0.597 0.281 N/A 0.281 N/A N/A N/A N/A 0.597 0.295 N/A 0.295 N/A N/A N/A N/A 0.597 0.308 N/A 0.308 N/A N/A N/A N/A 0.597 0.321 N/A 0.321 N/A N/A N/A N/A 0.597 0.333 N/A 0.333 N/A N/A N/A N/A 0.597 0.345 N/A 0.345 N/A N/A N/A N/A 0.597 0.356 N/A 0.356 N/A N/A N/A N/A 0.598 0.368 N/A 0.368 N/A N/A N/A N/A 0.598 0.378 N/A 0.378 N/A N/A N/A N/A 0.598 0.389 N/A 0.389 N/A N/A N/A N/A 0.598 0.399 N/A 0.399 N/A N/A N/A N/A 0.598 0.409 N/A 0.409 N/A N/A N/A N/A 0.599 0.419 N/A 0.419 N/A N/A N/A N/A 0.599 0.428 N/A 0.428 N/A N/A N/A N/A 0.599 0.438 N/A 0.438 N/A N/A N/A N/A 0.599 0.447 N/A 0.447 N/A N/A N/A N/A 0.599 0.455 N/A 0.455 N/A N/A N/A N/A 0.599 0.464 N/A 0.464 N/A N/A N/A N/A 0.599 0.473 N/A 0.473 N/A N/A N/A N/A 0.599 0.481 N/A 0.481 N/A N/A N/A N/A 0.599 0.489 N/A 0.489 N/A N/A N/A N/A 0.599 0.497 N/A 0.497 N/A N/A N/A N/A 0.599 0.506 N/A 0.506 N/A N/A N/A N/A 0.599 0.514 N/A 0.514 N/A N/A N/A N/A 0.599 0.522 N/A 0.522 N/A N/A N/A N/A 0.599 0.529 N/A 0.529 N/A N/A N/A N/A 0.599 0.537 N/A 0.537 N/A N/A N/A N/A 0.599 0.544 N/A 0.544 N/A N/A N/A N/A Orifice Lower Weir Quantity: 1 Invert Elevation: Length: 10.00 ft 4.00 ft H,,,: 286.86 ft Type Sharp Emergency Weir Invert Elevation: ft Length: ft h 276.86 ft Type Sharp LOWER SLOT Weir Discharge Orifice Flow Discharge Weir Flow Coefficient Coefficient N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A O conrrol (cfs) N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A ~ h taken as total depth above the invert of the lowest discharge opening. Hw: height of slot/weir invert above basin bottom 15.000 Infiltration Basin Footprint: sf Infiltration Rate in/hr Factor of Safety Design Infiltration Rate in/hr r.ooor t, 5000 Rating Curve 0.000 0.000 20.000 40.000 60.000 80.000 100.000 120.000 Discharge(cfs) UPPER SLOT LOWER WEIR EMERGENCY WEIR Orifice Weir Weir Weir Q in/ Discharge Orifice Flow Discharge Weir Flow a conrro/ (cfs) Discharge Q(cfs) Discharge Q(cfs) (cfs) Coefficient Coefficient Coefficient Coefficient N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Q TOTAl (ds) 0.000 0.003 0.013 0.029 0.050 0.075 0.104 0.136 0.170 0.198 0.217 0.235 0.251 0.266 0.281 0.295 0.308 0.321 0.333 0.345 0.356 0.368 0.378 0.389 0.399 0.409 0.419 0.428 0.438 0.447 0.455 0.464 0.473 0.481 0.489 0.497 0.506 0.514 0.522 0.529 0.537 0.544 Elevation (h) 278.61 278.65 278.69 278.74 278.78 278.82 278.86 278.90 278.94 278.99 279.03 279.07 279.11 279.15 279.19 279.24 279.28 279.32 279.36 279.40 279.44 279.49 279.53 279.57 279.61 279.65 279.69 279.74 279.78 279.82 279.86 279.90 279.94 279.99 280.03 280.07 280.11 280.15 280.19 280.24 280.28 280.32 MWS #1 + FLOW CONTROL STRUCTURE DISCHARGE RATING CURVE h (ft) 1.750 1.792 1.833 1.87S 1.917 1.958 2.000 2.042 2.083 2.12S 2.167 2.208 2.250 2.292 2.333 2.375 2.417 2.458 2.500 2.542 2.583 2.625 2.667 2.708 2.750 2.792 2.833 2.875 2.917 2.958 3.000 3.042 3.083 3.125 3.167 3.208 3.250 3.292 3.333 3.375 3.417 3.458 ~ Diameter: 4.09 inches Quantity: Invert Elevation: 0.000 ft Type Vertical ~ Diameter: 1.500 inches Quantity: 1 Invert Elevation: 4.400 ft Quantity: Invert Elevation: Width: Height: Lower Slot 7.58 ft 1.00 ft 1.00 in 0.083 ft 284.44 ft Upper Slot Quantity: Invert Elevation: ft Width: ft Height: 1n Absolute Invert Elevation of Lowest Discharge Opening 0.000 ft 276.86 ft Invert Elevation: 276.86 ft LOWEST ORIFICE UPPER ORIFICE Orifice Orifice Discharge Orifice Flow Weir Flow Qrnntro/ (cfs) Discharge Orifice Flow Weir Flow O conrrol (cfs) Coefficient Coefficient 0.599 0.551 N/A 0.551 N/A N/A N/A N/A 0.599 0.559 N/A 0.559 N/A N/A N/A N/A 0.599 0.566 N/A 0.566 N/A N/A N/A N/A 0.599 0.573 N/A 0.573 N/A N/A N/A N/A 0.599 0.580 N/A 0.580 N/A N/A N/A N/A 0.599 0.587 N/A 0.587 N/A N/A N/A N/A 0.599 0.593 N/A 0.593 N/A N/A N/A N/A 0.599 0.600 N/A 0.600 N/A N/A N/A N/A 0.599 0.607 N/A 0.607 N/A N/A N/A N/A 0.599 0.613 N/A 0.613 N/A N/A N/A N/A 0.599 0.620 N/A 0.620 N/A N/A N/A N/A 0.599 0.626 N/A 0.626 N/A N/A N/A N/A 0.599 0.632 N/A 0.632 N/A N/A N/A N/A 0.599 0.639 N/A 0.639 N/A N/A N/A N/A 0.599 0.645 N/A 0.645 N/A N/A N/A N/A 0.599 0.651 N/A 0.651 N/A N/A N/A N/A 0.599 0.657 N/A 0.657 N/A N/A N/A N/A 0.599 0.663 N/A 0.663 N/A N/A N/A N/A 0.599 0.669 N/A 0.669 N/A N/A N/A N/A 0.599 0.675 N/A 0.675 N/A N/A N/A N/A 0.599 0.681 N/A 0.681 N/A N/A N/A N/A 0.599 0.687 N/A 0.687 N/A N/A N/A N/A 0.599 0.693 N/A 0.693 N/A N/A N/A N/A 0.599 0.699 N/A 0.699 N/A N/A N/A N/A 0.599 0.704 N/A 0.704 N/A N/A N/A N/A 0.599 0.710 N/A 0.710 N/A N/A N/A N/A 0.599 0.716 N/A 0.716 N/A N/A N/A N/A 0.599 0.721 N/A 0.721 N/A N/A N/A N/A 0.599 0.727 N/A 0.727 N/A N/A N/A N/A 0.599 0.732 N/A 0.732 N/A N/A N/A N/A 0.599 0.738 N/A 0.738 N/A N/A N/A N/A 0.599 0.743 N/A 0.743 N/A N/A N/A N/A 0.599 0.749 N/A 0.749 N/A N/A N/A N/A 0.599 0.754 N/A 0.754 N/A N/A N/A N/A 0.599 0.759 N/A 0.759 N/A N/A N/A N/A 0.599 0.764 N/A 0.764 N/A N/A N/A N/A 0.599 0.770 N/A 0.770 N/A N/A N/A N/A 0.599 0.775 N/A 0.775 N/A N/A N/A N/A 0.599 0.780 N/A 0.780 N/A N/A N/A N/A 0.599 0.785 N/A 0.785 N/A N/A N/A N/A 0.599 0.790 N/A 0.790 N/A N/A N/A N/A 0.599 0.795 N/A 0.795 N/A N/A N/A N/A Orifice Lower Weir Quantity: 1 Invert Elevation: Length: 10.00 ft 4.00 ft H,,,: 286.86 ft Type Sharp Emergency Weir Invert Elevation: ft Length: ft h 276.86 ft Type Sharp LOWER SLOT Weir Discharge Orifice Flow Discharge Weir Flow Coefficient Coefficient N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A O conrrol (cfs) N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A ~ h taken as total depth above the invert of the lowest discharge opening. Hw: height of slot/weir invert above basin bottom 15.000 Infiltration Basin Footprint: sf Infiltration Rate in/hr Factor of Safety Design Infiltration Rate in/hr r.ooor t, 5000 Rating Curve 0.000 0.000 20.000 40.000 60.000 80.000 100.000 120.000 Discharge(cfs) UPPER SLOT LOWER WEIR EMERGENCY WEIR Orifice Weir Weir Weir Q in/ Discharge Orifice Flow Discharge Weir Flow a conrro/ (cfs) Discharge Q(cfs) Discharge Q(cfs) (cfs) Coefficient Coefficient Coefficient Coefficient N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Q TOTAl (ds) 0.551 0.559 0.566 0.573 0.580 0.587 0.593 0.600 0.607 0.613 0.620 0.626 0.632 0.639 0.645 0.651 0.657 0.663 0.669 0.67S 0.681 0.687 0.693 0.699 0.704 0.710 0.716 0.721 0.727 0.732 0.738 0.743 0.749 0.754 0.759 0.764 0.770 0.775 0.780 0.785 0.790 0.795 Elevation (h) 280.36 280.40 280.44 280.49 280.53 280.57 280.61 280.65 280.69 280.74 280.78 280.82 280.86 280.90 280.94 280.99 281.03 281.07 281.11 281.15 281.19 281.24 281.26 281.28 281.32 281.36 281.40 281.44 281.49 281.53 281.57 281.61 281.65 281.69 281.74 281.78 281.82 281.86 281.90 281.94 281.99 282.03 MWS #1 + FLOW CONTROL STRUCTURE DISCHARGE RATING CURVE h (ft) 3.500 3.542 3.583 3.62S 3.667 3.708 3.750 3.792 3.833 3.87S 3.917 3.958 4.000 4.042 4.083 4.125 4.167 4.208 4.250 4.292 4.333 4.375 4.400 4.417 4.458 4.500 4.542 4.583 4.625 4.667 4.708 4.750 4.792 4.833 4.875 4.917 4.958 5.000 S.042 5.083 5.125 5.167 ~ Diameter: 4.09 inches Quantity: Invert Elevation: 0.000 ft Type Vertical ~ Diameter: 1.500 inches Quantity: 1 Invert Elevation: 4.400 ft Quantity: Invert Elevation: Width: Height: Lower Slot 7.58 ft 1.00 ft 1.00 in 0.083 ft 284.44 ft Upper Slot Quantity: Invert Elevation: ft Width: ft Height: 1n Absolute Invert Elevation of Lowest Discharge Opening 0.000 ft 276.86 ft Invert Elevation: 276.86 ft LOWEST ORIFICE UPPER ORIFICE Orifice Orifice Discharge Orifice Flow Weir Flow Qrnntro/ (cfs) Discharge Orifice Flow Weir Flow O conrrol (cfs) Coefficient Coefficient 0.599 0.800 N/A 0.800 N/A N/A N/A N/A 0.599 0.805 N/A 0.805 N/A N/A N/A N/A 0.599 0.810 N/A 0.810 N/A N/A N/A N/A 0.599 0.815 N/A 0.815 N/A N/A N/A N/A 0.599 0.820 N/A 0.820 N/A N/A N/A N/A 0.599 0.825 N/A 0.825 N/A N/A N/A N/A 0.599 0.830 N/A 0.830 N/A N/A N/A N/A 0.599 0.834 N/A 0.834 N/A N/A N/A N/A 0.599 0.839 N/A 0.839 N/A N/A N/A N/A 0.599 0.844 N/A 0.844 N/A N/A N/A N/A 0.599 0.848 N/A 0.848 N/A N/A N/A N/A 0.599 0.853 N/A 0.853 N/A N/A N/A N/A 0.599 0.858 N/A 0.858 N/A N/A N/A N/A 0.599 0.862 N/A 0.862 N/A N/A N/A N/A 0.598 0.867 N/A 0.867 N/A N/A N/A N/A 0.598 0.871 N/A 0.871 N/A N/A N/A N/A 0.598 0.876 N/A 0.876 N/A N/A N/A N/A 0.598 0.880 N/A 0.880 N/A N/A N/A N/A 0.598 0.885 N/A 0.885 N/A N/A N/A N/A 0.598 0.889 N/A 0.889 N/A N/A N/A N/A 0.598 0.894 N/A 0.894 N/A N/A N/A N/A 0.598 0.898 N/A 0.898 N/A N/A N/A N/A 0.598 0.901 N/A 0.901 N/A N/A 0.000 0.000 0.598 0.903 N/A 0.903 N/A N/A 0.000 0.000 0.598 0.907 N/A 0.907 N/A N/A 0.004 0.004 0.598 0.911 N/A 0.911 N/A N/A 0.010 0.010 0.598 0.916 N/A 0.916 0.612 0.017 N/A 0.017 0.598 0.920 N/A 0.920 0.612 0.021 N/A 0.021 0.598 0.924 N/A 0.924 0.612 0.024 N/A 0.024 0.598 0.929 N/A 0.929 0.612 0.027 N/A 0.027 0.598 0.933 N/A 0.933 0.612 0.030 N/A 0.030 0.598 0.937 N/A 0.937 0.612 0.032 N/A 0.032 0.598 0.941 N/A 0.941 0.612 0.035 N/A 0.035 0.598 0.946 N/A 0.946 0.612 0.037 N/A 0.037 0.598 0.950 N/A 0.950 0.611 0.039 N/A 0.039 0.598 0.954 N/A 0.954 0.611 0.041 N/A 0.041 0.598 0.958 N/A 0.958 0.611 0.042 N/A 0.042 0.598 0.962 N/A 0.962 0.609 0.044 N/A 0.044 0.598 0.966 N/A 0.966 0.609 0.046 N/A 0.046 0.598 0.971 N/A 0.971 0.608 0.047 N/A 0.047 0.598 0.975 N/A 0.975 0.608 0.049 N/A 0.049 0.598 0.979 N/A 0.979 0.607 0.050 N/A 0.050 Orifice Lower Weir Quantity: 1 Invert Elevation: Length: 10.00 ft 4.00 ft H,,,: 286.86 ft Type Sharp Emergency Weir Invert Elevation: ft Length: ft h 276.86 ft Type Sharp LOWER SLOT Weir Discharge Orifice Flow Discharge Weir Flow Coefficient Coefficient N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A O conrrol (cfs) N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A ~ h taken as total depth above the invert of the lowest discharge opening. Hw: height of slot/weir invert above basin bottom 15.000 Infiltration Basin Footprint: sf Infiltration Rate in/hr Factor of Safety Design Infiltration Rate in/hr r.ooor t, 5000 Rating Curve 0.000 0.000 20.000 40.000 60.000 80.000 100.000 120.000 Discharge(cfs) UPPER SLOT LOWER WEIR EMERGENCY WEIR Orifice Weir Weir Weir Q in/ Discharge Orifice Flow Discharge Weir Flow a conrro/ (cfs) Discharge Q(cfs) Discharge Q(cfs) (cfs) Coefficient Coefficient Coefficient Coefficient N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Q TOTAl (ds) 0.800 0.805 0.810 0.815 0.820 0.825 0.830 0.834 0.839 0.844 0.848 0.853 0.858 0.862 0.867 0.871 0.876 0.880 0.885 0.889 0.894 0.898 0.901 0.903 0.911 0.921 0.933 0.941 0.949 0.956 0.963 0.970 0.976 0.982 0.988 0.995 1.001 1.006 1.012 1.018 1.023 1.029 Elevation (h) 282.07 282.11 282.15 282.19 282.24 282.28 282.32 282.36 282.40 282.44 282.49 282.53 282.57 282.61 282.65 282.69 282.74 282.78 282.82 282.86 282.90 282.94 282.99 283.03 283.07 283.11 283.15 283.19 283.24 283.28 283.32 283.36 283.40 283.44 283.49 283.53 283.57 283.61 283.65 283.69 283.74 283.78 MWS #1 + FLOW CONTROL STRUCTURE DISCHARGE RATING CURVE h (ft) 5.208 5.250 5.292 S.333 S.375 5.417 5.458 5.500 5.542 5.583 S.625 5.667 5.708 5.750 5.792 S.833 5.875 5.917 5.958 6.000 6.042 6.083 6.125 6.167 6.208 6.250 6.292 6.333 6.375 6.417 6.458 6.500 6.542 6.583 6.625 6.667 6.708 6.750 6.792 6.833 6.875 6.917 ~ Diameter: 4.09 inches Quantity: Invert Elevation: 0.000 ft Type Vertical ~ Diameter: 1.500 inches Quantity: 1 Invert Elevation: 4.400 ft Quantity: Invert Elevation: Width: Height: Lower Slot 7.58 ft 1.00 ft 1.00 in 0.083 ft 284.44 ft Upper Slot Quantity: Invert Elevation: ft Width: ft Height: 1n Absolute Invert Elevation of Lowest Discharge Opening 0.000 ft 276.86 ft Invert Elevation: 276.86 ft LOWEST ORIFICE UPPER ORIFICE Orifice Orifice Discharge Orifice Flow Weir Flow Qrnntro/ (cfs) Discharge Orifice Flow Weir Flow O conrrol (cfs) Coefficient Coefficient 0.598 0.983 N/A 0.983 0.607 0.052 N/A 0.052 0.598 0.987 N/A 0.987 0.607 0.053 N/A 0.053 0.598 0.991 N/A 0.991 0.606 0.054 N/A 0.054 0.598 0.995 N/A 0.995 0.606 0.056 N/A 0.056 0.598 0.999 N/A 0.999 0.605 0.057 N/A 0.057 0.598 1.003 N/A 1.003 0.605 0.058 N/A 0.058 0.598 1.007 N/A 1.007 0.605 0.059 N/A 0.059 0.598 1.011 N/A 1.011 0.605 0.061 N/A 0.061 0.598 1.015 N/A 1.015 0.605 0.062 N/A 0.062 0.598 1.019 N/A 1.019 0.604 0.063 N/A 0.063 0.598 1.023 N/A 1.023 0.604 0.064 N/A 0.064 0.598 1.026 N/A 1.026 0.604 0.065 N/A 0.065 0.598 1.030 N/A 1.030 0.604 0.066 N/A 0.066 0.598 1.034 N/A 1.034 0.604 0.067 N/A 0.067 0.598 1.038 N/A 1.038 0.603 0.068 N/A 0.068 0.598 1.042 N/A 1.042 0.603 0.070 N/A 0.070 0.598 1.046 N/A 1.046 0.603 0.071 N/A 0.071 0.598 1.050 N/A 1.050 0.603 0.072 N/A 0.072 0.598 1.053 N/A 1.053 0.603 0.073 N/A 0.073 0.598 1.057 N/A 1.057 0.602 0.074 N/A 0.074 0.598 1.061 N/A 1.061 0.602 0.075 N/A 0.075 0.598 1.065 N/A 1.065 0.602 0.075 N/A 0.075 0.598 1.068 N/A 1.068 0.602 0.076 N/A 0.076 0.598 1.072 N/A 1.072 0.602 0.077 N/A 0.077 0.598 1.076 N/A 1.076 0.602 0.078 N/A 0.078 0.598 1.080 N/A 1.080 0.602 0.079 N/A 0.079 0.598 1.083 N/A 1.083 0.602 0.080 N/A 0.080 0.598 1.087 N/A 1.087 0.602 0.081 N/A 0.081 0.598 1.091 N/A 1.091 0.601 0.082 N/A 0.082 0.598 1.094 N/A 1.094 0.601 0.083 N/A 0.083 0.598 1.098 N/A 1.098 0.601 0.084 N/A 0.084 0.598 1.102 N/A 1.102 0.601 0.084 N/A 0.084 0.598 1.105 N/A 1.105 0.601 0.085 N/A 0.085 0.598 1.109 N/A 1.109 0.601 0.086 N/A 0.086 0.598 1.112 N/A 1.112 0.601 0.087 N/A 0.087 0.598 1.116 N/A 1.116 0.601 0.088 N/A 0.088 0.598 1.120 N/A 1.120 0.601 0.089 N/A 0.089 0.598 1.123 N/A 1.123 0.601 0.089 N/A 0.089 0.598 1.127 N/A 1.127 0.601 0.090 N/A 0.090 0.598 1.130 N/A 1.130 0.601 0.091 N/A 0.091 0.598 1.134 N/A 1.134 0.601 0.092 N/A 0.092 0.598 1.137 N/A 1.137 0.601 0.093 N/A 0.093 Orifice Lower Weir Quantity: 1 Invert Elevation: Length: 10.00 ft 4.00 ft H,,,: 286.86 ft Type Sharp Emergency Weir Invert Elevation: ft Length: ft h 276.86 ft Type Sharp LOWER SLOT Weir Discharge Orifice Flow Discharge Weir Flow Coefficient Coefficient N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A O conrrol (cfs) N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A ~ h taken as total depth above the invert of the lowest discharge opening. Hw: height of slot/weir invert above basin bottom 15.000 Infiltration Basin Footprint: sf Infiltration Rate in/hr Factor of Safety Design Infiltration Rate in/hr r.ooor t, 5000 Rating Curve 0.000 0.000 20.000 40.000 60.000 80.000 100.000 120.000 Discharge(cfs) UPPER SLOT LOWER WEIR EMERGENCY WEIR Orifice Weir Weir Weir Q in/ Discharge Orifice Flow Discharge Weir Flow a conrro/ (cfs) Discharge Q(cfs) Discharge Q(cfs) (cfs) Coefficient Coefficient Coefficient Coefficient N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Q TOTAl (ds) 1.034 1.040 1.045 1.051 1.056 1.061 1.066 1.071 1.077 1.082 1.087 1.092 1.097 1.102 1.107 1.111 1.116 1.121 1.126 1.131 1.135 1.140 1.145 1.150 1.154 1.159 1.163 1.168 1.173 1.177 1.182 1.186 1.190 1.195 1.199 1.204 1.208 1.213 1.217 1.221 1.226 1.230 Elevation (h) 283.82 283.86 283.90 283.94 283.99 284.03 284.07 284.11 284.15 284.19 284.24 284.28 284.32 284.36 284.40 284.44 284.49 284.53 284.57 284.61 284.65 284.69 284.74 284.78 284.82 284.86 284.90 284.94 284.99 285.03 285.07 285.11 285.15 285.19 285.24 285.28 285.32 285.36 285.40 285.44 285.49 285.53 MWS #1 + FLOW CONTROL STRUCTURE DISCHARGE RATING CURVE h (ft) 6.958 7.000 7.042 7.083 7.125 7.167 7.208 7.250 7.292 7.333 7.375 7.417 7.458 7.500 7.542 7.583 7.625 7.667 7.708 7.750 7.792 7.833 7.875 7.917 7.958 8.000 8.042 8.083 8.125 8.167 8.208 8.250 8.292 8.333 8.375 8.417 8.458 8.500 8.542 8.583 8.625 8.667 ~ Diameter: 4.09 inches Quantity: Invert Elevation: 0.000 ft Type Vertical ~ Diameter: 1.500 inches Quantity: 1 Invert Elevation: 4.400 ft Quantity: Invert Elevation: Width: Height: Lower Slot 7.58 ft 1.00 ft 1.00 in 0.083 ft 284.44 ft Upper Slot Quantity: Invert Elevation: ft Width: ft Height: 1n Absolute Invert Elevation of Lowest Discharge Opening 0.000 ft 276.86 ft Invert Elevation: 276.86 ft LOWEST ORIFICE UPPER ORIFICE Orifice Orifice Discharge Orifice Flow Weir Flow Qrnntro/ (cfs) Discharge Orifice Flow Weir Flow O conrrol (cfs) Coefficient Coefficient 0.598 1.141 N/A 1.141 0.601 0.093 N/A 0.093 0.598 1.144 N/A 1.144 0.601 0.094 N/A 0.094 0.598 1.148 N/A 1.148 0.601 0.095 N/A 0.095 0.598 1.151 N/A 1.1S1 0.601 0.096 N/A 0.096 0.598 1.155 N/A 1.155 0.601 0.097 N/A 0.097 0.598 1.158 N/A 1.158 0.601 0.097 N/A 0.097 0.598 1.162 N/A 1.162 0.601 0.098 N/A 0.098 0.598 1.165 N/A 1.165 0.601 0.099 N/A 0.099 0.598 1.168 N/A 1.168 0.601 0.100 N/A 0.100 0.598 1.172 N/A 1.172 0.601 0.100 N/A 0.100 0.598 1.175 N/A 1.175 0.601 0.101 N/A 0.101 0.598 1.178 N/A 1.178 0.601 0.102 N/A 0.102 0.598 1.182 N/A 1.182 0.601 0.102 N/A 0.102 0.598 1.185 N/A 1.185 0.601 0.103 N/A 0.103 0.598 1.188 N/A 1.188 0.601 0.104 N/A 0.104 0.598 1.192 N/A 1.192 0.601 0.105 N/A 0.105 0.598 1.195 N/A 1.195 0.601 0.105 N/A 0.105 0.598 1.198 N/A 1.198 0.601 0.106 N/A 0.106 0.598 1.201 N/A 1.201 0.601 0.107 N/A 0.107 0.598 1.205 N/A 1.205 0.601 0.107 N/A 0.107 0.598 1.208 N/A 1.208 0.601 0.108 N/A 0.108 0.598 1.211 N/A 1.211 0.601 0.109 N/A 0.109 0.598 1.214 N/A 1.214 0.601 0.109 N/A 0.109 0.598 1.218 N/A 1.218 0.601 0.110 N/A 0.110 0.598 1.221 N/A 1.221 0.601 0.111 N/A 0.111 0.597 1.224 N/A 1.224 0.601 0.111 N/A 0.111 0.597 1.227 N/A 1.227 0.601 0.112 N/A 0.112 0.597 1.230 N/A 1.230 0.601 0.113 N/A 0.113 0.597 1.234 N/A 1.234 0.601 0.113 N/A 0.113 0.597 1.237 N/A 1.237 0.600 0.114 N/A 0.114 0.597 1.240 N/A 1.240 0.600 0.114 N/A 0.114 0.597 1.243 N/A 1.243 0.600 0.115 N/A 0.115 0.597 1.246 N/A 1.246 0.600 0.116 N/A 0.116 0.597 1.249 N/A 1.249 0.600 0.116 N/A 0.116 0.597 1.253 N/A 1.253 0.600 0.117 N/A 0.117 0.597 1.256 N/A 1.256 0.600 0.118 N/A 0.118 0.597 1.259 N/A 1.259 0.600 0.118 N/A 0.118 0.597 1.262 N/A 1.262 0.600 0.119 N/A 0.119 0.597 1.265 N/A 1.265 0.600 0.119 N/A 0.119 0.597 1.268 N/A 1.268 0.600 0.120 N/A 0.120 0.597 1.271 N/A 1.271 0.600 0.121 N/A 0.121 0.597 1.274 N/A 1.274 0.600 0.121 N/A 0.121 Orifice Lower Weir Quantity: 1 Invert Elevation: Length: 10.00 ft 4.00 ft H,,,: 286.86 ft Type Sharp Emergency Weir Invert Elevation: ft Length: ft h 276.86 ft Type Sharp LOWER SLOT Weir Discharge Orifice Flow Discharge Weir Flow Coefficient Coefficient N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 3.270 0.000 N/A N/A 3.270 0.028 N/A N/A 3.270 0.079 0.626 0.121 N/A N/A 0.626 0.148 N/A N/A 0.626 0.171 N/A N/A 0.626 0.191 N/A N/A 0.626 0.209 N/A N/A 0.626 0.226 N/A N/A 0.626 0.242 N/A N/A 0.626 0.256 N/A N/A 0.62S 0.270 N/A N/A 0.625 0.283 N/A N/A 0.624 0.295 N/A N/A 0.624 0.307 N/A N/A 0.624 0.319 N/A N/A 0.623 0.329 N/A N/A 0.623 0.340 N/A N/A 0.623 0.351 N/A N/A 0.623 0.361 N/A N/A 0.623 0.371 N/A N/A 0.622 0.380 N/A N/A 0.622 0.389 N/A N/A 0.622 0.398 N/A N/A 0.622 0.407 N/A N/A 0.622 0.416 N/A N/A 0.622 0.425 N/A N/A O conrrol (cfs) N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.000 0.028 0.079 0.121 0.148 0.171 0.191 0.209 0.226 0.242 0.256 0.270 0.283 0.295 0.307 0.319 0.329 0.340 0.351 0.361 0.371 0.380 0.389 0.398 0.407 0.416 0.425 ~ h taken as total depth above the invert of the lowest discharge opening. Hw: height of slot/weir invert above basin bottom 15.000 Infiltration Basin Footprint: sf Infiltration Rate in/hr Factor of Safety Design Infiltration Rate in/hr r.ooor t, 5000 Rating Curve 0.000 0.000 20.000 40.000 60.000 80.000 100.000 120.000 Discharge(cfs) UPPER SLOT LOWER WEIR EMERGENCY WEIR Orifice Weir Weir Weir Q in/ Discharge Orifice Flow Discharge Weir Flow a conrro/ (cfs) Discharge Q(cfs) Discharge Q(cfs) (cfs) Coefficient Coefficient Coefficient Coefficient N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Q TOTAl (ds) 1.234 1.238 1.243 1.247 1.251 1.255 1.260 1.264 1.268 1.272 1.276 1.280 1.284 1.288 1.292 1.296 1.328 1.383 1.429 1.460 1.487 1.511 1.533 1.554 1.573 1.592 1.609 1.626 1.642 1.658 1.673 1.688 1.702 1.716 1.730 1.744 1.757 1.770 1.783 1.795 1.808 1.820 Elevation (h) 285.57 285.61 285.65 285.69 285.74 285.78 285.82 285.86 285.90 285.94 28S.99 286.03 286.07 286.11 286.15 286.19 286.24 286.28 286.32 286.36 286.40 286.44 286.49 286.53 286.57 286.61 286.65 286.69 286.74 286.78 286.82 286.86 286.90 286.94 286.99 287.03 287.07 287.11 287.15 287.19 287.24 287.28 MWS #1 + FLOW CONTROL STRUCTURE DISCHARGE RATING CURVE h (ft) 8.708 8.750 8.792 8.833 8.875 8.917 8.958 9.000 9.042 9.083 9.125 9.167 9.208 9.250 9.292 9.333 9.375 9.417 9.458 9.500 9.542 9.583 9.625 9.667 9.708 9.750 9.792 9.833 9.875 9.917 9.958 10.000 10.042 10.083 10.125 10.167 10.208 10.250 10.292 10.333 10.375 10.417 ~ Diameter: 4.09 inches Quantity: Invert Elevation: 0.000 ft Type Vertical ~ Diameter: 1.500 inches Quantity: 1 Invert Elevation: 4.400 ft Quantity: Invert Elevation: Width: Height: Lower Slot 7.58 ft 1.00 ft 1.00 in 0.083 ft 284.44 ft Upper Slot Quantity: Invert Elevation: ft Width: ft Height: 1n Absolute Invert Elevation of Lowest Discharge Opening 0.000 ft 276.86 ft Invert Elevation: 276.86 ft LOWEST ORIFICE UPPER ORIFICE Orifice Orifice Discharge Orifice Flow Weir Flow Qrnntro/ (cfs) Discharge Orifice Flow Weir Flow O conrrol (cfs) Coefficient Coefficient 0.597 1.278 N/A 1.278 0.600 0.122 N/A 0.122 0.597 1.281 N/A 1.281 0.600 0.122 N/A 0.122 0.597 1.284 N/A 1.284 0.600 0.123 N/A 0.123 0.597 1.287 N/A 1.287 0.600 0.123 N/A 0.123 0.597 1.290 N/A 1.290 0.600 0.124 N/A 0.124 0.597 1.293 N/A 1.293 0.600 0.125 N/A 0.125 0.597 1.296 N/A 1.296 0.600 0.125 N/A 0.125 0.597 1.299 N/A 1.299 0.599 0.126 N/A 0.126 0.597 1.302 N/A 1.302 0.599 0.126 N/A 0.126 0.597 1.305 N/A 1.305 0.599 0.127 N/A 0.127 0.597 1.308 N/A 1.308 0.599 0.127 N/A 0.127 0.597 1.311 N/A 1.311 0.599 0.128 N/A 0.128 0.597 1.314 N/A 1.314 0.599 0.129 N/A 0.129 0.597 1.317 N/A 1.317 0.599 0.129 N/A 0.129 0.597 1.320 N/A 1.320 0.599 0.130 N/A 0.130 0.597 1.323 N/A 1.323 0.599 0.130 N/A 0.130 0.597 1.326 N/A 1.326 0.599 0.131 N/A 0.131 0.597 1.329 N/A 1.329 0.599 0.131 N/A 0.131 0.597 1.332 N/A 1.332 0.599 0.132 N/A 0.132 0.597 1.335 N/A 1.335 0.599 0.132 N/A 0.132 0.597 1.338 N/A 1.338 0.599 0.133 N/A 0.133 0.597 1.341 N/A 1.341 0.599 0.133 N/A 0.133 0.597 1.344 N/A 1.344 0.599 0.134 N/A 0.134 0.597 1.347 N/A 1.347 0.599 0.135 N/A 0.135 0.597 1.350 N/A 1.350 0.599 0.135 N/A 0.135 0.597 1.353 N/A 1.353 0.599 0.136 N/A 0.136 0.597 1.356 N/A 1.356 0.599 0.136 N/A 0.136 0.597 1.359 N/A 1.3S9 0.599 0.137 N/A 0.137 0.597 1.362 N/A 1.362 0.599 0.137 N/A 0.137 0.597 1.365 N/A 1.365 0.599 0.138 N/A 0.138 0.597 1.368 N/A 1.368 0.599 0.138 N/A 0.138 0.597 1.370 N/A 1.370 0.599 0.139 N/A 0.139 0.597 1.373 N/A 1.373 0.599 0.139 N/A 0.139 0.597 1.376 N/A 1.376 0.599 0.140 N/A 0.140 0.597 1.379 N/A 1.379 0.599 0.140 N/A 0.140 0.597 1.382 N/A 1.382 0.599 0.141 N/A 0.141 0.597 1.385 N/A 1.385 0.599 0.141 N/A 0.141 0.597 1.388 N/A 1.388 0.599 0.142 N/A 0.142 0.597 1.391 N/A 1.391 0.599 0.142 N/A 0.142 0.597 1.393 N/A 1.393 0.599 0.143 N/A 0.143 0.597 1.396 N/A 1.396 0.599 0.143 N/A 0.143 0.597 1.399 N/A 1.399 0.599 0.144 N/A 0.144 Orifice Lower Weir Quantity: 1 Invert Elevation: Length: 10.00 ft 4.00 ft H,,,: 286.86 ft Type Sharp Emergency Weir Invert Elevation: ft Length: ft h 276.86 ft Type Sharp LOWER SLOT Weir Discharge Orifice Flow Discharge Weir Flow Coefficient Coefficient 0.622 0.433 N/A N/A 0.622 0.441 N/A N/A 0.622 0.449 N/A N/A 0.621 0.457 N/A N/A 0.621 0.464 N/A N/A 0.621 0.472 N/A N/A 0.621 0.479 N/A N/A 0.621 0.487 N/A N/A 0.620 0.494 N/A N/A 0.620 0.501 N/A N/A 0.620 0.508 N/A N/A 0.620 0.515 N/A N/A 0.620 0.522 N/A N/A 0.620 0.528 N/A N/A 0.620 0.535 N/A N/A 0.619 0.541 N/A N/A 0.619 0.548 N/A N/A 0.619 0.554 N/A N/A 0.619 0.561 N/A N/A 0.619 0.567 N/A N/A 0.619 0.573 N/A N/A 0.619 0.579 N/A N/A 0.619 0.585 N/A N/A 0.619 0.591 N/A N/A 0.619 0.597 N/A N/A 0.619 0.603 N/A N/A 0.619 0.609 N/A N/A 0.618 0.614 N/A N/A 0.618 0.620 N/A N/A 0.618 0.626 N/A N/A 0.618 0.631 N/A N/A 0.618 0.637 N/A N/A 0.617 0.642 N/A N/A 0.617 0.647 N/A N/A 0.617 0.653 N/A N/A 0.617 0.658 N/A N/A 0.617 0.663 N/A N/A 0.617 0.668 N/A N/A 0.617 0.674 N/A N/A 0.617 0.679 N/A N/A 0.617 0.684 N/A N/A 0.617 0.689 N/A N/A O conrrol (cfs) 0.433 0.441 0.449 0.457 0.464 0.472 0.479 0.487 0.494 0.501 0.508 0.515 0.522 0.528 0.535 0.541 0.548 0.554 0.561 0.567 0.573 0.579 0.585 0.591 0.597 0.603 0.609 0.614 0.620 0.626 0.631 0.637 0.642 0.647 0.653 0.658 0.663 0.668 0.674 0.679 0.684 0.689 ~ h taken as total depth above the invert of the lowest discharge opening. Hw: height of slot/weir invert above basin bottom 15.000 Infiltration Basin Footprint: sf Infiltration Rate in/hr Factor of Safety Design Infiltration Rate in/hr r.ooor t, 5000 Rating Curve 0.000 0.000 20.000 40.000 60.000 80.000 100.000 120.000 Discharge(cfs) UPPER SLOT LOWER WEIR EMERGENCY WEIR Orifice Weir Weir Weir Q in/ Discharge Orifice Flow Discharge Weir Flow a conrro/ (cfs) Discharge Q(cfs) Discharge Q(cfs) (cfs) Coefficient Coefficient Coefficient Coefficient N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 3.270 0.111 N/A N/A N/A N/A N/A N/A N/A N/A 3.270 0.315 N/A N/A N/A N/A N/A N/A N/A N/A 3.270 0.578 N/A N/A N/A N/A N/A N/A N/A N/A 3.270 0.890 N/A N/A N/A N/A N/A N/A N/A N/A 3.270 1.244 N/A N/A N/A N/A N/A N/A N/A N/A 3.270 1.635 N/A N/A N/A N/A N/A N/A N/A N/A 3.270 2.061 N/A N/A N/A N/A N/A N/A N/A N/A 3.270 2.518 N/A N/A N/A N/A N/A N/A N/A N/A 3.271 3.004 N/A N/A N/A N/A N/A N/A N/A N/A 3.271 3.519 N/A N/A N/A Q TOTAl (ds) 1.832 1.844 1.856 1.867 1.878 1.890 1.901 1.912 1.922 1.933 1.944 1.954 1.964 1.974 1.985 1.995 2.005 2.015 2.025 2.03S 2.044 2.054 2.064 2.073 2.083 2.092 2.101 2.110 2.119 2.128 2.137 2.146 2.266 2.478 2.750 3.071 3.433 3.833 4.267 4.733 5.228 5.751 Elevation (h) 287.32 287.36 287.40 287.44 287.49 287.53 287.57 287.61 287.65 287.69 287.74 287.78 287.82 287.86 287.90 287.94 287.99 288.03 288.07 288.11 288.15 288.19 288.24 288.28 288.32 288.36 288.40 288.44 288.49 288.53 288.57 288.61 288.65 288.69 288.74 288.78 288.82 288.86 288.90 288.94 288.99 289.03 MWS #1 + FLOW CONTROL STRUCTURE DISCHARGE RATING CURVE h (ft) 10.458 10.500 10.542 10.583 10.625 10.667 10.708 10.750 10.792 10.833 10.875 10.917 10.958 11.000 11.042 11.083 11.125 11.167 11.208 11.250 11.292 11.333 11.375 11.417 11.458 11.500 11.542 11.583 11.625 11.667 11.708 11.750 11.792 11.833 11.875 11.917 11.958 12.000 12.042 12.083 12.125 12.167 ~ Diameter: 4.09 inches Quantity: Invert Elevation: 0.000 ft Type Vertical ~ Diameter: 1.500 inches Quantity: 1 Invert Elevation: 4.400 ft Quantity: Invert Elevation: Width: Height: Lower Slot 7.58 ft 1.00 ft 1.00 in 0.083 ft 284.44 ft Upper Slot Quantity: Invert Elevation: ft Width: ft Height: 1n Absolute Invert Elevation of Lowest Discharge Opening 0.000 ft 276.86 ft Invert Elevation: 276.86 ft LOWEST ORIFICE UPPER ORIFICE Orifice Orifice Discharge Orifice Flow Weir Flow Qrnntro/ (cfs) Discharge Orifice Flow Weir Flow O conrrol (cfs) Coefficient Coefficient 0.597 1.402 N/A 1.402 0.599 0.144 N/A 0.144 0.597 1.405 N/A 1.405 0.599 0.145 N/A 0.145 0.597 1.408 N/A 1.408 0.599 0.145 N/A 0.145 0.597 1.411 N/A 1.411 0.599 0.146 N/A 0.146 0.597 1.413 N/A 1.413 0.599 0.146 N/A 0.146 0.597 1.416 N/A 1.416 0.599 0.147 N/A 0.147 0.597 1.419 N/A 1.419 0.599 0.147 N/A 0.147 0.597 1.422 N/A 1.422 0.599 0.148 N/A 0.148 0.597 1.425 N/A 1.425 0.599 0.148 N/A 0.148 0.597 1.427 N/A 1.427 0.599 0.149 N/A 0.149 0.597 1.430 N/A 1.430 0.599 0.149 N/A 0.149 0.597 1.433 N/A 1.433 0.599 0.150 N/A 0.150 0.597 1.436 N/A 1.436 0.599 0.150 N/A 0.150 0.597 1.438 N/A 1.438 0.599 0.151 N/A 0.151 0.597 1.441 N/A 1.441 0.599 0.151 N/A 0.151 0.597 1.444 N/A 1.444 0.599 0.152 N/A 0.152 0.597 1.447 N/A 1.447 0.599 0.152 N/A 0.152 0.597 1.449 N/A 1.449 0.599 0.153 N/A 0.153 0.597 1.452 N/A 1.452 0.599 0.153 N/A 0.153 0.597 1.455 N/A 1.455 0.599 0.154 N/A 0.154 0.597 1.458 N/A 1.4S8 0.599 0.154 N/A 0.154 0.597 1.460 N/A 1.460 0.599 0.155 N/A 0.155 0.597 1.463 N/A 1.463 0.599 0.155 N/A 0.155 0.597 1.466 N/A 1.466 0.599 0.156 N/A 0.156 0.597 1.469 N/A 1.469 0.599 0.156 N/A 0.156 0.597 1.471 N/A 1.471 0.599 0.156 N/A 0.156 0.597 1.474 N/A 1.474 0.599 0.157 N/A 0.157 0.597 1.477 N/A 1.477 0.599 0.157 N/A 0.157 0.597 1.479 N/A 1.479 0.599 0.158 N/A 0.158 0.597 1.482 N/A 1.482 0.599 0.158 N/A 0.158 0.597 1.485 N/A 1.485 0.599 0.159 N/A 0.159 0.597 1.487 N/A 1.487 0.599 0.159 N/A 0.159 0.597 1.490 N/A 1.490 0.599 0.160 N/A 0.160 0.597 1.493 N/A 1.493 0.599 0.160 N/A 0.160 0.597 1.495 N/A 1.495 0.599 0.161 N/A 0.161 0.597 1.498 N/A 1.498 0.599 0.161 N/A 0.161 0.597 1.501 N/A 1.501 0.599 0.161 N/A 0.161 0.597 1.503 N/A 1.503 0.599 0.162 N/A 0.162 0.597 1.506 N/A 1.506 0.599 0.162 N/A 0.162 0.597 1.509 N/A 1.509 0.599 0.163 N/A 0.163 0.597 1.511 N/A 1.511 0.599 0.163 N/A 0.163 0.597 1.514 N/A 1.514 0.599 0.164 N/A 0.164 Orifice Lower Weir Quantity: 1 Invert Elevation: Length: 10.00 ft 4.00 ft H,,,: 286.86 ft Type Sharp Emergency Weir Invert Elevation: ft Length: ft h 276.86 ft Type Sharp LOWER SLOT Weir Discharge Orifice Flow Discharge Weir Flow Coefficient Coefficient 0.617 0.694 N/A N/A 0.617 0.699 N/A N/A 0.616 0.704 N/A N/A 0.616 0.709 N/A N/A 0.616 0.714 N/A N/A 0.616 0.718 N/A N/A 0.616 0.723 N/A N/A 0.616 0.728 N/A N/A 0.616 0.733 N/A N/A 0.616 0.737 N/A N/A 0.616 0.742 N/A N/A 0.616 0.747 N/A N/A 0.615 0.751 N/A N/A 0.615 0.756 N/A N/A 0.615 0.760 N/A N/A 0.615 0.765 N/A N/A 0.615 0.770 N/A N/A 0.615 0.774 N/A N/A 0.615 0.779 N/A N/A 0.615 0.783 N/A N/A 0.615 0.787 N/A N/A 0.615 0.791 N/A N/A 0.615 0.796 N/A N/A 0.615 0.800 N/A N/A 0.614 0.804 N/A N/A 0.614 0.809 N/A N/A 0.614 0.813 N/A N/A 0.614 0.817 N/A N/A 0.614 0.821 N/A N/A 0.614 0.825 N/A N/A 0.614 0.830 N/A N/A 0.614 0.834 N/A N/A 0.614 0.838 N/A N/A 0.614 0.842 N/A N/A 0.614 0.846 N/A N/A 0.614 0.850 N/A N/A 0.613 0.8S4 N/A N/A 0.613 0.858 N/A N/A 0.613 0.862 N/A N/A 0.613 0.866 N/A N/A 0.613 0.870 N/A N/A 0.613 0.874 N/A N/A O conrrol (cfs) 0.694 0.699 0.704 0.709 0.714 0.718 0.723 0.728 0.733 0.737 0.742 0.747 0.751 0.756 0.760 0.765 0.770 0.774 0.779 0.783 0.787 0.791 0.796 0.800 0.804 0.809 0.813 0.817 0.821 0.825 0.830 0.834 0.838 0.842 0.846 0.850 0.854 0.858 0.862 0.866 0.870 0.874 ~ h taken as total depth above the invert of the lowest discharge opening. Hw: height of slot/weir invert above basin bottom 15.000 Infiltration Basin Footprint: sf Infiltration Rate in/hr Factor of Safety Design Infiltration Rate in/hr r.ooor t, 5000 Rating Curve 0.000 0.000 20.000 40.000 60.000 80.000 100.000 120.000 Discharge(cfs) UPPER SLOT LOWER WEIR EMERGENCY WEIR Orifice Weir Weir Weir Q in/ Discharge Orifice Flow Discharge Weir Flow a conrro/ (cfs) Discharge Q(cfs) Discharge Q(cfs) (cfs) Coefficient Coefficient Coefficient Coefficient N/A N/A N/A N/A N/A 3.271 4.059 N/A N/A N/A N/A N/A N/A N/A N/A 3.271 4.625 N/A N/A N/A N/A N/A N/A N/A N/A 3.271 5.216 N/A N/A N/A N/A N/A N/A N/A N/A 3.271 5.829 N/A N/A N/A N/A N/A N/A N/A N/A 3.271 6.465 N/A N/A N/A N/A N/A N/A N/A N/A 3.271 7.122 N/A N/A N/A N/A N/A N/A N/A N/A 3.271 7.800 N/A N/A N/A N/A N/A N/A N/A N/A 3.271 8.498 N/A N/A N/A N/A N/A N/A N/A N/A 3.271 9.217 N/A N/A N/A N/A N/A N/A N/A N/A 3.271 9.954 N/A N/A N/A N/A N/A N/A N/A N/A 3.271 10.710 N/A N/A N/A N/A N/A N/A N/A N/A 3.271 11.484 N/A N/A N/A N/A N/A N/A N/A N/A 3.271 12.276 N/A N/A N/A N/A N/A N/A N/A N/A 3.271 13.086 N/A N/A N/A N/A N/A N/A N/A N/A 3.271 13.912 N/A N/A N/A N/A N/A N/A N/A N/A 3.272 14.755 N/A N/A N/A N/A N/A N/A N/A N/A 3.272 15.615 N/A N/A N/A N/A N/A N/A N/A N/A 3.272 16.491 N/A N/A N/A N/A N/A N/A N/A N/A 3.272 17.382 N/A N/A N/A N/A N/A N/A N/A N/A 3.272 18.290 N/A N/A N/A N/A N/A N/A N/A N/A 3.272 19.212 N/A N/A N/A N/A N/A N/A N/A N/A 3.272 20.149 N/A N/A N/A N/A N/A N/A N/A N/A 3.272 21.102 N/A N/A N/A N/A N/A N/A N/A N/A 3.272 22.068 N/A N/A N/A N/A N/A N/A N/A N/A 3.272 23.050 N/A N/A N/A N/A N/A N/A N/A N/A 3.272 24.045 N/A N/A N/A N/A N/A N/A N/A N/A 3.272 25.054 N/A N/A N/A N/A N/A N/A N/A N/A 3.272 26.077 N/A N/A N/A N/A N/A N/A N/A N/A 3.272 27.114 N/A N/A N/A N/A N/A N/A N/A N/A 3.272 28.164 N/A N/A N/A N/A N/A N/A N/A N/A 3.272 29.227 N/A N/A N/A N/A N/A N/A N/A N/A 3.272 30.303 N/A N/A N/A N/A N/A N/A N/A N/A 3.272 31.392 N/A N/A N/A N/A N/A N/A N/A N/A 3.273 32.494 N/A N/A N/A N/A N/A N/A N/A N/A 3.273 33.609 N/A N/A N/A N/A N/A N/A N/A N/A 3.273 34.736 N/A N/A N/A N/A N/A N/A N/A N/A 3.273 35.876 N/A N/A N/A N/A N/A N/A N/A N/A 3.273 37.027 N/A N/A N/A N/A N/A N/A N/A N/A 3.273 38.191 N/A N/A N/A N/A N/A N/A N/A N/A 3.273 39.367 N/A N/A N/A N/A N/A N/A N/A N/A 3.273 40.555 N/A N/A N/A N/A N/A N/A N/A N/A 3.273 41.754 N/A N/A N/A Q TOTAl (ds) 6.300 6.874 7.473 8.094 8.738 9.403 10.090 10.796 11.522 12.267 13.031 13.814 14.614 15.431 16.265 17.116 17.984 18.867 19.766 20.681 21.611 22.556 23.516 24.490 25.479 26.481 27.498 28.528 29.572 30.630 31.700 32.784 33.880 34.989 36.111 37.245 38.392 39.551 40.721 41.904 43.099 44.305 Elevation (h) 289.07 289.11 289.15 289.19 289.24 289.28 289.32 289.36 289.40 289.44 289.49 289.53 289.57 289.61 289.65 289.69 289.74 289.78 289.82 289.86 289.90 289.94 289.99 290.03 290.07 290.11 290.15 290.19 290.24 290.28 290.32 290.36 290.40 290.44 290.49 290.53 290.57 290.61 290.65 290.69 290.74 290.78 MWS #1 + FLOW CONTROL STRUCTURE DISCHARGE RATING CURVE h (ft) 12.208 12.250 12.292 12.333 12.375 12.417 12.458 12.500 12.542 12.583 12.625 12.667 12.708 12.750 12.792 12.833 12.875 12.917 12.958 13.000 13.042 13.083 13.125 13.167 13.208 13.250 13.292 13.333 13.375 13.417 13.458 13.500 13.542 13.583 13.625 13.667 13.708 13.750 13.792 13.833 13.875 13.917 ~ Diameter: 4.09 inches Quantity: Invert Elevation: 0.000 ft Type Vertical ~ Diameter: 1.500 inches Quantity: 1 Invert Elevation: 4.400 ft Quantity: Invert Elevation: Width: Height: Lower Slot 7.58 ft 1.00 ft 1.00 in 0.083 ft 284.44 ft Upper Slot Quantity: Invert Elevation: ft Width: ft Height: 1n Absolute Invert Elevation of Lowest Discharge Opening 0.000 ft 276.86 ft Invert Elevation: 276.86 ft LOWEST ORIFICE UPPER ORIFICE Orifice Orifice Discharge Orifice Flow Weir Flow Qrnntro/ (cfs) Discharge Orifice Flow Weir Flow O conrrol (cfs) Coefficient Coefficient 0.597 1.517 N/A 1.517 0.599 0.164 N/A 0.164 0.597 1.519 N/A 1.519 0.599 0.165 N/A 0.165 0.597 1.522 N/A 1.522 0.599 0.165 N/A 0.165 0.597 1.524 N/A 1.524 0.599 0.16S N/A 0.165 0.597 1.527 N/A 1.527 0.599 0.166 N/A 0.166 0.597 1.530 N/A 1.530 0.599 0.166 N/A 0.166 0.597 1.532 N/A 1.532 0.599 0.167 N/A 0.167 0.597 1.535 N/A 1.535 0.599 0.167 N/A 0.167 0.597 1.537 N/A 1.537 0.599 0.168 N/A 0.168 0.597 1.540 N/A 1.540 0.599 0.168 N/A 0.168 0.597 1.543 N/A 1.543 0.599 0.168 N/A 0.168 0.597 1.545 N/A 1.545 0.599 0.169 N/A 0.169 0.597 1.548 N/A 1.548 0.599 0.169 N/A 0.169 0.597 1.550 N/A 1.550 0.599 0.170 N/A 0.170 0.597 1.553 N/A 1.553 0.599 0.170 N/A 0.170 0.597 1.555 N/A 1.5S5 0.599 0.171 N/A 0.171 0.597 1.558 N/A 1.558 0.599 0.171 N/A 0.171 0.597 1.561 N/A 1.561 0.599 0.171 N/A 0.171 0.597 1.563 N/A 1.563 0.599 0.172 N/A 0.172 0.597 1.566 N/A 1.566 0.599 0.172 N/A 0.172 0.597 1.568 N/A 1.568 0.599 0.173 N/A 0.173 0.597 1.571 N/A 1.571 0.599 0.173 N/A 0.173 0.597 1.573 N/A 1.573 0.599 0.174 N/A 0.174 0.597 1.576 N/A 1.576 0.599 0.174 N/A 0.174 0.597 1.578 N/A 1.578 0.599 0.174 N/A 0.174 0.597 1.581 N/A 1.581 0.599 0.175 N/A 0.175 0.597 1.583 N/A 1.583 0.599 0.175 N/A 0.175 0.597 1.586 N/A 1.586 0.599 0.176 N/A 0.176 0.597 1.588 N/A 1.588 0.599 0.176 N/A 0.176 0.597 1.591 N/A 1.591 0.599 0.176 N/A 0.176 0.597 1.593 N/A 1.593 0.599 0.177 N/A 0.177 0.597 1.596 N/A 1.596 0.599 0.177 N/A 0.177 0.597 1.598 N/A 1.598 0.599 0.178 N/A 0.178 0.597 1.601 N/A 1.601 0.599 0.178 N/A 0.178 0.597 1.603 N/A 1.603 0.599 0.178 N/A 0.178 0.597 1.606 N/A 1.606 0.599 0.179 N/A 0.179 0.597 1.608 N/A 1.608 0.599 0.179 N/A 0.179 0.597 1.611 N/A 1.611 0.599 0.180 N/A 0.180 0.597 1.613 N/A 1.613 0.599 0.180 N/A 0.180 0.597 1.616 N/A 1.616 0.599 0.180 N/A 0.180 0.597 1.618 N/A 1.618 0.598 0.181 N/A 0.181 0.597 1.621 N/A 1.621 0.598 0.181 N/A 0.181 Orifice Lower Weir Quantity: 1 Invert Elevation: Length: 10.00 ft 4.00 ft H,,,: 286.86 ft Type Sharp Emergency Weir Invert Elevation: ft Length: ft h 276.86 ft Type Sharp LOWER SLOT Weir Discharge Orifice Flow Discharge Weir Flow Coefficient Coefficient 0.613 0.878 N/A N/A 0.613 0.881 N/A N/A 0.613 0.885 N/A N/A 0.613 0.889 N/A N/A 0.613 0.893 N/A N/A 0.613 0.897 N/A N/A 0.612 0.900 N/A N/A 0.612 0.904 N/A N/A 0.612 0.908 N/A N/A 0.612 0.912 N/A N/A 0.612 0.915 N/A N/A 0.612 0.919 N/A N/A 0.612 0.923 N/A N/A 0.612 0.926 N/A N/A 0.612 0.930 N/A N/A 0.612 0.933 N/A N/A 0.612 0.937 N/A N/A 0.612 0.941 N/A N/A 0.611 0.944 N/A N/A 0.611 0.948 N/A N/A 0.611 0.951 N/A N/A 0.611 0.955 N/A N/A 0.611 0.959 N/A N/A 0.611 0.962 N/A N/A 0.611 0.965 N/A N/A 0.611 0.969 N/A N/A 0.611 0.972 N/A N/A 0.611 0.976 N/A N/A 0.611 0.979 N/A N/A 0.611 0.983 N/A N/A 0.610 0.986 N/A N/A 0.610 0.989 N/A N/A 0.610 0.993 N/A N/A 0.610 0.996 N/A N/A 0.610 1.000 N/A N/A 0.610 1.003 N/A N/A 0.610 1.006 N/A N/A 0.610 1.009 N/A N/A 0.610 1.013 N/A N/A 0.610 1.016 N/A N/A 0.610 1.020 N/A N/A 0.610 1.023 N/A N/A O conrrol (cfs) 0.878 0.881 0.885 0.889 0.893 0.897 0.900 0.904 0.908 0.912 0.91S 0.919 0.923 0.926 0.930 0.933 0.937 0.941 0.944 0.948 0.951 0.955 0.959 0.962 0.965 0.969 0.972 0.976 0.979 0.983 0.986 0.989 0.993 0.996 1.000 1.003 1.006 1.009 1.013 1.016 1.020 1.023 ~ h taken as total depth above the invert of the lowest discharge opening. Hw: height of slot/weir invert above basin bottom 15.000 Infiltration Basin Footprint: sf Infiltration Rate in/hr Factor of Safety Design Infiltration Rate in/hr r.ooor t, 5000 Rating Curve 0.000 0.000 20.000 40.000 60.000 80.000 100.000 120.000 Discharge(cfs) UPPER SLOT LOWER WEIR EMERGENCY WEIR Orifice Weir Weir Weir Q in/ Discharge Orifice Flow Discharge Weir Flow a conrro/ (cfs) Discharge Q(cfs) Discharge Q(cfs) (cfs) Coefficient Coefficient Coefficient Coefficient N/A N/A N/A N/A N/A 3.273 42.965 N/A N/A N/A N/A N/A N/A N/A N/A 3.273 44.187 N/A N/A N/A N/A N/A N/A N/A N/A 3.273 45.421 N/A N/A N/A N/A N/A N/A N/A N/A 3.273 46.666 N/A N/A N/A N/A N/A N/A N/A N/A 3.273 47.923 N/A N/A N/A N/A N/A N/A N/A N/A 3.273 49.190 N/A N/A N/A N/A N/A N/A N/A N/A 3.273 50.469 N/A N/A N/A N/A N/A N/A N/A N/A 3.273 51.758 N/A N/A N/A N/A N/A N/A N/A N/A 3.274 53.059 N/A N/A N/A N/A N/A N/A N/A N/A 3.274 54.370 N/A N/A N/A N/A N/A N/A N/A N/A 3.274 S5.691 N/A N/A N/A N/A N/A N/A N/A N/A 3.274 57.024 N/A N/A N/A N/A N/A N/A N/A N/A 3.274 58.366 N/A N/A N/A N/A N/A N/A N/A N/A 3.274 59.719 N/A N/A N/A N/A N/A N/A N/A N/A 3.274 61.083 N/A N/A N/A N/A N/A N/A N/A N/A 3.274 62.457 N/A N/A N/A N/A N/A N/A N/A N/A 3.274 63.841 N/A N/A N/A N/A N/A N/A N/A N/A 3.274 65.235 N/A N/A N/A N/A N/A N/A N/A N/A 3.274 66.639 N/A N/A N/A N/A N/A N/A N/A N/A 3.274 68.053 N/A N/A N/A N/A N/A N/A N/A N/A 3.274 69.477 N/A N/A N/A N/A N/A N/A N/A N/A 3.274 70.910 N/A N/A N/A N/A N/A N/A N/A N/A 3.274 72.354 N/A N/A N/A N/A N/A N/A N/A N/A 3.274 73.807 N/A N/A N/A N/A N/A N/A N/A N/A 3.274 75.270 N/A N/A N/A N/A N/A N/A N/A N/A 3.275 76.742 N/A N/A N/A N/A N/A N/A N/A N/A 3.275 78.224 N/A N/A N/A N/A N/A N/A N/A N/A 3.275 79.715 N/A N/A N/A N/A N/A N/A N/A N/A 3.275 81.216 N/A N/A N/A N/A N/A N/A N/A N/A 3.275 82.726 N/A N/A N/A N/A N/A N/A N/A N/A 3.275 84.246 N/A N/A N/A N/A N/A N/A N/A N/A 3.275 85.774 N/A N/A N/A N/A N/A N/A N/A N/A 3.275 87.312 N/A N/A N/A N/A N/A N/A N/A N/A 3.275 88.859 N/A N/A N/A N/A N/A N/A N/A N/A 3.275 90.415 N/A N/A N/A N/A N/A N/A N/A N/A 3.275 91.980 N/A N/A N/A N/A N/A N/A N/A N/A 3.275 93.554 N/A N/A N/A N/A N/A N/A N/A N/A 3.275 95.137 N/A N/A N/A N/A N/A N/A N/A N/A 3.275 96.729 N/A N/A N/A N/A N/A N/A N/A N/A 3.275 98.329 N/A N/A N/A N/A N/A N/A N/A N/A 3.275 99.938 N/A N/A N/A N/A N/A N/A N/A N/A 3.275 101.556 N/A N/A N/A Q TOTAl (ds) 45.523 46.752 47.993 49.245 50.509 51.783 53.068 54.365 55.672 56.989 S8.318 59.657 61.006 62.366 63.736 65.116 66.507 67.907 69.318 70.739 72.169 73.609 75.059 76.519 77.988 79.467 80.955 82.453 83.960 85.476 87.002 88.537 90.081 91.634 93.196 94.767 96.348 97.937 99.53S 101.141 102.757 104.381 Elevation (h) 290.82 290.86 290.90 290.94 291.00 MWS #1 + FLOW CONTROL STRUCTURE DISCHARGE RATING CURVE h (ft) 13.958 14.000 14.042 14.083 14.140 ~ Diameter: 4.09 inches Quantity: Invert Elevation: 0.000 ft Type Vertical ~ Diameter: 1.500 inches Quantity: 1 Invert Elevation: 4.400 ft Quantity: Invert Elevation: Width: Height: Lower Slot 7.58 ft 1.00 ft 1.00 in 0.083 ft 284.44 ft Upper Slot Quantity: Invert Elevation: ft Width: ft Height: In Absolute Invert Elevation of Lowest Discharge Opening 0.000 ft 276.86 ft Invert Elevation: 276.86 ft LOWEST ORIFICE UPPER ORIFICE Orifice Orifice Discharge Orifice Flow Weir Flow Q rnntro/ (cfs) Discharge Orifice Flow Weir Flow O conrrol (cfs) Coefficient Coefficient 0.597 1.623 N/A 1.623 0.598 0.182 N/A 0.182 0.597 1.626 N/A 1.626 0.598 0.182 N/A 0.182 0.597 1.628 N/A 1.628 0.598 0.182 N/A 0.182 0.597 1.630 N/A 1.630 0.598 0.183 N/A 0.183 0.597 1.634 N/A 1.634 0.598 0.183 N/A 0.183 Orifice Lower Weir Quantity: 1 Invert Elevation: Length: 10.00 ft 4.00 ft H,,,: 286.86 ft Type Sharp Emergency Weir Invert Elevation: ft Length: ft h 276.86 ft Type Sharp LOWER SLOT Weir Discharge Orifice Flow Discharge Weir Flow Coefficient Coefficient 0.610 1.026 N/A N/A 0.610 1.029 N/A N/A 0.610 1.033 N/A N/A 0.610 1.036 N/A N/A 0.610 1.040 N/A N/A O conrrol (cfs) 1.026 1.029 1.033 1.036 1.040 ~ h taken as total depth above the invert of the lowest discharge opening. Hw: height of slot/weir invert above basin bottom 15.000 Infiltration Basin Footprint: sf Infiltration Rate in/hr Factor of Safety Design Infiltration Rate in/hr r.ooor t, 5000 Rating Curve 0.000 0.000 20.000 40.000 60.000 80.000 100.000 120.000 Discharge(cfs) UPPER SLOT LOWER WEIR EMERGENCY WEIR Orifice Weir Weir Weir Q in/ Discharge Orifice Flow Discharge Weir Flow a conrro/ (cfs) Discharge Q(cfs) Discharge Q(cfs) (cfs) Coefficient Coefficient Coefficient Coefficient N/A N/A N/A N/A N/A 3.276 103.183 N/A N/A N/A N/A N/A N/A N/A N/A 3.276 104.818 N/A N/A N/A N/A N/A N/A N/A N/A 3.276 106.462 N/A N/A N/A N/A N/A N/A N/A N/A 3.276 108.115 N/A N/A N/A N/A N/A N/A N/A N/A 3.276 110.376 N/A N/A N/A QTOTAl (ds) 106.014 107.655 109.305 110.964 113.233 Elevation (ft} 273.60 273.64 273.68 273.73 273.77 273.81 273.85 273.89 273.93 273.98 274.02 274.06 274.10 274.14 274.18 274.23 274.27 274.31 274.35 274.39 274.43 274.48 274.52 274.56 274.60 274.64 274.68 274.73 274.77 274.81 274.85 274.89 274.93 274.98 275.02 275.06 275.10 275.14 275.18 275.23 275.27 275.31 MWS #2 DISCHARGE RATING CURVE ~ Diameter: 1.23 inches Quantity: 1 Invert Elevation: 0.000 ft Type Vertical ~ Diameter: inches Quantity: Invert Elevation: Quantity: Invert Elevation: Width: Height: Quantity: Invert Elevation: Width: Height: ~ ft ft in 0.000 ft 273.60 ft ~ ft ft in Ahsol,,re lavect Etevotioa of lowest Oischawe Ooenioa 0.000 ft 273.60 ft Invert Elevation: 273.60 ft LOWEST ORIFICE UPPER ORIFICE h Orifice Orifice (ft} Discharge Orifice Flow Weir Flow O conlFo/ (cfs) Discharge Orifice Flow WeirFlow Ocontrol (cfs) Coefficient Coefficient 0.000 NIA NIA 0.000 0.000 NIA NIA NIA NIA 0.042 NIA NIA 0.002 0.002 NIA NIA NIA NIA 0.083 NIA NIA 0.006 0.006 NIA NIA NIA NIA 0.125 0.620 0.011 NIA 0.011 NIA NIA NIA NIA 0.167 0.620 0.014 NIA 0.014 NIA NIA NIA NIA 0.208 0.620 0.016 NIA 0.016 NIA NIA NIA NIA 0.250 0.620 0.018 NIA 0.018 NIA NIA NIA NIA 0.292 0.620 0.020 NIA 0.020 NIA NIA NIA NIA 0.333 0.620 0.022 NIA 0.022 NIA NIA NIA NIA 0.375 0.620 0.023 NIA 0.023 NIA NIA NIA NIA 0.417 0.620 0.025 NIA 0.025 NIA NIA NIA NIA 0.458 0.617 0.026 NIA 0.026 NIA NIA NIA NIA 0.500 0.617 0.027 NIA 0.027 NIA NIA NIA NIA 0.542 0.617 0.029 NIA 0.029 NIA NIA NIA NIA 0.583 0.614 0.030 NIA 0.030 NIA NIA NIA NIA 0.625 0.614 0.031 NIA 0.031 NIA NIA NIA NIA 0.667 0.613 0.032 NIA 0.032 NIA NIA NIA NIA 0.708 0.613 0.033 NIA 0.033 NIA NIA NIA NIA 0.750 0.613 0.034 NIA 0.034 NIA NIA NIA NIA 0.792 0.611 0.035 NIA 0.035 NIA NIA NIA NIA 0.833 0.611 0.036 NIA 0.036 NIA NIA NIA NIA 0.875 0.610 0.037 NIA 0.037 NIA NIA NIA NIA 0.917 0.610 0.038 NIA 0.038 NIA NIA NIA NIA 0.958 0.609 0.038 NIA 0.038 NIA NIA NIA NIA 1.000 0.609 0.039 NIA 0.039 NIA NIA NIA NIA 1.042 0.609 0.040 NIA 0.040 NIA NIA NIA NIA 1.083 0.608 0.041 NIA 0.041 NIA NIA NIA NIA 1.125 0.608 0.042 NIA 0.042 NIA NIA NIA NIA 1.167 0.607 0.042 NIA 0.042 NIA NIA NIA NIA 1.208 0.607 0.043 NIA 0.043 NIA NIA NIA NIA 1.250 0.607 0.044 NIA 0.044 NIA NIA NIA NIA 1.292 0.606 0.045 NIA 0.045 NIA NIA NIA NIA 1.333 0.606 0.045 NIA 0.045 NIA NIA NIA NIA 1.375 0.605 0.046 NIA 0.046 NIA NIA NIA NIA 1.417 0.605 0.047 NIA 0.047 NIA NIA NIA NIA 1.458 0.605 0.048 NIA 0.048 NIA NIA NIA NIA 1.500 0.605 0.048 NIA 0.048 NIA NIA NIA NIA 1.542 0.605 0.049 NIA 0.049 NIA NIA NIA NIA 1.583 0.605 0.050 NIA 0.050 NIA NIA NIA NIA 1.625 0.605 0.050 NIA 0.050 NIA NIA NIA NIA 1.667 0.605 0.051 NIA 0.051 NIA NIA NIA NIA 1.708 0.605 0.052 NIA 0.052 NIA NIA NIA NIA Orifice ~ Quantity: 1 Invert Elevation: 3.40 ft Length: 3.50 ft Hw: 277.00 ft Type Sharp fmeweoor M(eic Invert Elevation: Length: Breadth: H,,,: 3.96 ft 2.00 ft ft 277.56 ft Type Sharp LOWER SLOT Weir Discharge Orifice Flaw Discharge Weir Flaw Coefficient Coefficient NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA Oconm:,1 (cfs) NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA ~ h taken as total depth above the invert of the lowest discharge opening. H,., = height of slot/weir invert above basin bottom Basin Footprint: sf in/hr 4.000 3.000 :g 12.000 1.000 Rating Curve Infiltration Rate Factor of Safety Design Infiltration Rate in/hr 0.000 ---------0.000 0.010 0.020 0.030 0.040 0.050 0.060 0.070 0.080 Discharge(cfs) UPPER SLOT LOWER WEIR EMERGENCY WEIR Orifice Weir Weir Weir Qin/ Discharge Orifice Flow Discharge Weir Flow a ,,:,ntrol (cfs) Discharge Q(cfs/ Discharge Q(cfs/ (cfs) Coefficient Coefficient Coefficient Coefficient NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA OrorAt (ds) 0.000 0.002 0.006 0.011 0.014 0.016 0.018 0.020 0.022 0.023 0.025 0.026 0.027 0.029 0.030 0.031 0.032 0.033 0.034 0.035 0.036 0.037 0.038 0.038 0.039 0.040 0.041 0.042 0.042 0.043 0.044 0.045 0.045 0.046 0.047 0.048 0.048 0.049 0.050 0.050 0.051 0.052 Elevation (ft} 275.35 275.39 275.43 275.48 275.52 275.56 275.60 275.64 275.68 275.73 275.77 275.81 275.85 275.89 275.93 275.98 276.02 276.06 276.10 276.14 276.18 276.23 276.27 276.31 276.35 276.39 276.43 276.48 276.52 276.56 276.60 276.64 276.68 276.73 276.77 276.81 276.85 276.89 276.93 276.98 277.00 277.02 MWS #2 DISCHARGE RATING CURVE ~ Diameter: 1.23 inches Quantity: 1 Invert Elevation: 0.000 ft Type Vertical ~ Diameter: inches Quantity: Invert Elevation: Quantity: Invert Elevation: Width: Height: Quantity: Invert Elevation: Width: Height: ~ ft ft in 0.000 ft 273.60 ft ~ ft ft in Ahsol,,re lavect Etevotioa of lowest Oischawe Ooenioa 0.000 ft 273.60 ft Invert Elevation: 273.60 ft LOWEST ORIFICE UPPER ORIFICE h Orifice Orifice (ft} Discharge Orifice Flow Weir Flow O conlFo/ (cfs) Discharge Orifice Flow WeirFlow Ocontrol (cfs) Coefficient Coefficient 1.750 0.605 0.052 NIA 0.052 NIA NIA NIA NIA 1.792 0.604 0.053 NIA 0.053 NIA NIA NIA NIA 1.833 0.604 0.053 NIA 0.053 NIA NIA NIA NIA 1.875 0.604 0.054 NIA 0.054 NIA NIA NIA NIA 1.917 0.604 0.055 NIA 0.055 NIA NIA NIA NIA 1.958 0.604 0.055 NIA 0.055 NIA NIA NIA NIA 2.000 0.604 0.056 NIA 0.056 NIA NIA NIA NIA 2.042 0.604 0.056 NIA 0.056 NIA NIA NIA NIA 2.083 0.604 0.057 NIA 0.057 NIA NIA NIA NIA 2.125 0.604 0.058 NIA 0.058 NIA NIA NIA NIA 2.167 0.603 0.058 NIA 0.058 NIA NIA NIA NIA 2.208 0.603 0.059 NIA 0.059 NIA NIA NIA NIA 2.250 0.603 0.059 NIA 0.059 NIA NIA NIA NIA 2.292 0.603 0.060 NIA 0.060 NIA NIA NIA NIA 2.333 0.603 0.060 NIA 0.060 NIA NIA NIA NIA 2.375 0.603 0.061 NIA 0.061 NIA NIA NIA NIA 2.417 0.603 0.061 NIA 0.061 NIA NIA NIA NIA 2.458 0.603 0.062 NIA 0.062 NIA NIA NIA NIA 2.500 0.603 0.063 NIA 0.063 NIA NIA NIA NIA 2.542 0.603 0.063 NIA 0.063 NIA NIA NIA NIA 2.583 0.603 0.064 NIA 0.064 NIA NIA NIA NIA 2.625 0.603 0.064 NIA 0.064 NIA NIA NIA NIA 2.667 0.603 0.065 NIA 0.065 NIA NIA NIA NIA 2.708 0.603 0.065 NIA 0.065 NIA NIA NIA NIA 2.750 0.603 0.066 NIA 0.066 NIA NIA NIA NIA 2.792 0.603 0.066 NIA 0.066 NIA NIA NIA NIA 2.833 0.603 0.067 NIA 0.067 NIA NIA NIA NIA 2.875 0.603 0.067 NIA 0.067 NIA NIA NIA NIA 2.917 0.603 0.068 NIA 0.068 NIA NIA NIA NIA 2.958 0.603 0.068 NIA 0.068 NIA NIA NIA NIA 3.000 0.603 0.069 NIA 0.069 NIA NIA NIA NIA 3.042 0.603 0.069 NIA 0.069 NIA NIA NIA NIA 3.083 0.603 0.070 NIA 0.070 NIA NIA NIA NIA 3.125 0.603 0.070 NIA 0.070 NIA NIA NIA NIA 3.167 0.603 0.070 NIA 0.070 NIA NIA NIA NIA 3.208 0.603 0.071 NIA 0.071 NIA NIA NIA NIA 3.250 0.603 0.071 NIA 0.071 NIA NIA NIA NIA 3.292 0.602 0.072 NIA 0.072 NIA NIA NIA NIA 3.333 0.602 0.072 NIA 0.072 NIA NIA NIA NIA 3.375 0.602 0.073 NIA 0.073 NIA NIA NIA NIA 3.400 0.602 0.073 NIA 0.073 NIA NIA NIA NIA 3.417 0.602 0.073 NIA 0.073 NIA NIA NIA NIA Orifice ~ Quantity: 1 Invert Elevation: 3.40 ft Length: 3.50 ft Hw: 277.00 ft Type Sharp fmeweoor M(eic Invert Elevation: Length: Breadth: H,,,: 3.96 ft 2.00 ft ft 277.56 ft Type Sharp LOWER SLOT Weir Discharge Orifice Flaw Discharge Weir Flaw Coefficient Coefficient NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA Oconm:,1 (cfs) NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA ~ h taken as total depth above the invert of the lowest discharge opening. H,., = height of slot/weir invert above basin bottom Basin Footprint: sf in/hr 4.000 3.000 :g 12.000 1.000 Rating Curve Infiltration Rate Factor of Safety Design Infiltration Rate in/hr 0.000 ---------0.000 0.010 0.020 0.030 0.040 0.050 0.060 0.070 0.080 Discharge(cfs) UPPER SLOT LOWER WEIR EMERGENCY WEIR Orifice Weir Weir Weir Qin/ Discharge Orifice Flow Discharge Weir Flow a ,,:,ntrol (cfs) Discharge Q(cfs/ Discharge Q(cfs/ (cfs) Coefficient Coefficient Coefficient Coefficient NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA 3.270 0.025 NIA NIA NIA OrorAt (ds) 0.052 0.053 0.053 0.054 0.055 0.055 0.056 0.056 0.057 0.058 0.058 0.059 0.059 0.060 0.060 0.061 0.061 0.062 0.063 0.063 0.064 0.064 0.065 0.065 0.066 0.066 0.067 0.067 0.068 0.068 0.069 0.069 0.070 0.070 0.070 0.071 0.071 0.072 0.072 0.073 0.073 0.098 Elevation (ft} 277.04 277.06 277.08 277.10 277.13 277.14 277.17 277.18 277.21 277.23 277.25 277.27 277.29 277.31 277.33 277.35 277.38 277.39 277.42 277.43 277.46 277.48 277.50 277.52 277.54 277.56 277.58 277.60 MWS #2 DISCHARGE RATING CURVE ~ Diameter: 1.23 inches Quantity: 1 Invert Elevation: 0.000 ft Type Vertical ~ Diameter: inches Quantity: Invert Elevation: Quantity: Invert Elevation: Width: Height: Quantity: Invert Elevation: Width: Height: ~ ft ft in 0.000 ft 273.60 ft ~ ft ft in Ahsol,,re lavect Etevotioa of lowest Oischawe Ooenioa 0.000 ft 273.60 ft Invert Elevation: 273.60 ft LOWEST ORIFICE UPPER ORIFICE h Orifice Orifice (ft} Discharge Orifice Flow Weir Flow O conlFo/ (cfs) Discharge Orifice Flow WeirFlow Ocontrol (cfs) Coefficient Coefficient 3.442 0.602 0.073 NIA 0.073 NIA NIA NIA NIA 3.458 0.602 0.074 NIA 0.074 NIA NIA NIA NIA 3.483 0.602 0.074 NIA 0.074 NIA NIA NIA NIA 3.500 0.602 0.074 NIA 0.074 NIA NIA NIA NIA 3.525 0.602 0.074 NIA 0.074 NIA NIA NIA NIA 3.542 0.602 0.075 NIA 0.075 NIA NIA NIA NIA 3.567 0.602 0.075 NIA 0.075 NIA NIA NIA NIA 3.583 0.602 0.075 NIA 0.075 NIA NIA NIA NIA 3.608 0.602 0.075 NIA 0.075 NIA NIA NIA NIA 3.625 0.602 0.075 NIA 0.075 NIA NIA NIA NIA 3.650 0.602 0.076 NIA 0.076 NIA NIA NIA NIA 3.667 0.602 0.076 NIA 0.076 NIA NIA NIA NIA 3.692 0.602 0.076 NIA 0.076 NIA NIA NIA NIA 3.708 0.602 0.076 NIA 0.076 NIA NIA NIA NIA 3.733 0.602 0.077 NIA 0.077 NIA NIA NIA NIA 3.750 0.602 0.077 NIA 0.077 NIA NIA NIA NIA 3.775 0.602 0.077 NIA 0.077 NIA NIA NIA NIA 3.792 0.602 0.077 NIA 0.077 NIA NIA NIA NIA 3.817 0.602 0.077 NIA 0.077 NIA NIA NIA NIA 3.833 0.602 0.078 NIA 0.078 NIA NIA NIA NIA 3.858 0.602 0.078 NIA 0.078 NIA NIA NIA NIA 3.875 0.602 0.078 NIA 0.078 NIA NIA NIA NIA 3.900 0.602 0.078 NIA 0.078 NIA NIA NIA NIA 3.917 0.602 0.078 NIA 0.078 NIA NIA NIA NIA 3.942 0.602 0.079 NIA 0.079 NIA NIA NIA NIA 3.958 0.602 0.079 NIA 0.079 NIA NIA NIA NIA 3.983 0.602 0.079 NIA 0.079 NIA NIA NIA NIA 4.000 0.602 0.079 NIA 0.079 NIA NIA NIA NIA Orifice ~ Quantity: 1 Invert Elevation: 3.40 ft Length: 3.50 ft Hw: 277.00 ft Type Sharp fmeweoor M(eic Invert Elevation: Length: Breadth: H,,,: 3.96 ft 2.00 ft ft 277.56 ft Type Sharp LOWER SLOT Weir Discharge Orifice Flaw Discharge Weir Flaw Coefficient Coefficient NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA Oconm:,1 (cfs) NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA ~ h taken as total depth above the invert of the lowest discharge opening. H,., = height of slot/weir invert above basin bottom Basin Footprint: sf in/hr 4.000 3.000 :g 12.000 1.000 Rating Curve Infiltration Rate Factor of Safety Design Infiltration Rate in/hr 0.000 ---------0.000 0.010 0.020 0.030 0.040 0.050 0.060 0.070 0.080 Discharge(cfs) UPPER SLOT LOWER WEIR EMERGENCY WEIR Orifice Weir Weir Weir Qin/ Discharge Orifice Flow Discharge Weir Flow a ,,:,ntrol (cfs) Discharge Q(cfs/ Discharge Q(cfs/ (cfs) Coefficient Coefficient Coefficient Coefficient NIA NIA NIA NIA NIA 3.270 0.097 NIA NIA NIA NIA NIA NIA NIA NIA 3.270 0.161 NIA NIA NIA NIA NIA NIA NIA NIA 3.270 0.275 NIA NIA NIA NIA NIA NIA NIA NIA 3.270 0.362 NIA NIA NIA NIA NIA NIA NIA NIA 3.270 0.506 NIA NIA NIA NIA NIA NIA NIA NIA 3.270 0.610 NIA NIA NIA NIA NIA NIA NIA NIA 3.270 0.779 NIA NIA NIA NIA NIA NIA NIA NIA 3.270 0.898 NIA NIA NIA NIA NIA NIA NIA NIA 3.270 1.088 NIA NIA NIA NIA NIA NIA NIA NIA 3.270 1.222 NIA NIA NIA NIA NIA NIA NIA NIA 3.270 1.431 NIA NIA NIA NIA NIA NIA NIA NIA 3.270 1.576 NIA NIA NIA NIA NIA NIA NIA NIA 3.270 1.803 NIA NIA NIA NIA NIA NIA NIA NIA 3.270 1.960 NIA NIA NIA NIA NIA NIA NIA NIA 3.270 2.203 NIA NIA NIA NIA NIA NIA NIA NIA 3.271 2.370 NIA NIA NIA NIA NIA NIA NIA NIA 3.271 2.629 NIA NIA NIA NIA NIA NIA NIA NIA 3.271 2.806 NIA NIA NIA NIA NIA NIA NIA NIA 3.271 3.079 NIA NIA NIA NIA NIA NIA NIA NIA 3.271 3.265 NIA NIA NIA NIA NIA NIA NIA NIA 3.271 3.552 NIA NIA NIA NIA NIA NIA NIA NIA 3.271 3.748 NIA NIA NIA NIA NIA NIA NIA NIA 3.271 4.047 NIA NIA NIA NIA NIA NIA NIA NIA 3.271 4.251 NIA NIA NIA NIA NIA NIA NIA NIA 3.271 4.564 NIA NIA NIA NIA NIA NIA NIA NIA 3.271 4.776 3.270 0.000 NIA NIA NIA NIA NIA NIA 3.271 5.100 3.270 0.026 NIA NIA NIA NIA NIA NIA 3.271 5.321 3.270 0.056 NIA OrorAt (ds) 0.171 0.235 0.349 0.436 0.580 0.685 0.854 0.973 1.164 1.297 1.506 1.652 1.879 2.036 2.279 2.447 2.706 2.883 3.156 3.343 3.630 3.826 4.126 4.330 4.642 4.855 5.205 5.455 HY-8 Culvert Analysis Report Crossing Discharge Data Discharge Selection Method: Specify Minimum, Design, and Maximum Flow Minimum Flow: 16.4 cfs Design Flow: 16.4 cfs Maximum Flow: 16.4 cfs Table 1 -Summary of Culvert Flows at Crossing: Single 30 Headwater Elevation Total Discharge (cfs) Single 30 Discharge Roadway Discharge Iterations (ft) (cfs) (cfs) 288.31 16.40 16.40 0.00 1 288.31 16.40 16.40 0.00 1 288.31 16.40 16.40 0.00 1 288.31 16.40 16.40 0.00 1 288.31 16.40 16.40 0.00 1 288.31 16.40 16.40 0.00 1 288.31 16.40 16.40 0.00 1 288.31 16.40 16.40 0.00 1 288.31 16.40 16.40 0.00 1 288.31 16.40 16.40 0.00 1 288.31 16.40 16.40 0.00 1 290.00 28.31 28.31 0.00 Overtopping Rating Curve Plot for Crossing: Single 30 291.0 :=290.5 ~ C 0 g! 290.0 0) w '-2 289.5 ro $ ""O ro ::E 289.0 288.5 Total Rating Curve Crossing: Smg]e 30 25 30 Total Discharge {cfs) 35 40 Table 2 -Culvert Summary Table: Single 30 Total Culvert Headwater Inlet Control Outlet Flow Normal Critical Outlet Depth Tailwater Outlet Tailwater Discharge Discharge Elevation (ft) Depth (ft) Control Type Depth (ft) Depth (ft) (ft) Depth (ft) Velocity Velocity (els) (els) Depth (ft) (ft/s) (ft/s) 16.40 16.40 288.31 2.048 7.043 4-FFf 1.599 1.368 2.500 7.146 3.341 0.000 16.40 16.40 288.31 2.048 7.043 4-FFf 1.599 1.368 2.500 7.146 3.341 0.000 16.40 16.40 288.31 2.048 7.043 4-FFf 1.599 1.368 2.500 7.146 3.341 0.000 16.40 16.40 288.31 2.048 7.043 4-FFf 1.599 1.368 2.500 7.146 3.341 0.000 16.40 16.40 288.31 2.048 7.043 4-FFf 1.599 1.368 2.500 7.146 3.341 0.000 16.40 16.40 288.31 2.048 7.043 4-FFf 1.599 1.368 2.500 7.146 3.341 0.000 16.40 16.40 288.31 2.048 7.043 4-FFf 1.599 1.368 2.500 7.146 3.341 0.000 16.40 16.40 288.31 2.048 7.043 4-FFf 1.599 1.368 2.500 7.146 3.341 0.000 16.40 16.40 288.31 2.048 7.043 4-FFf 1.599 1.368 2.500 7.146 3.341 0.000 16.40 16.40 288.31 2.048 7.043 4-FFf 1.599 1.368 2.500 7.146 3.341 0.000 16.40 16.40 288.31 2.048 7.043 4-FFf 1.599 1.368 2.500 7.146 3.341 0.000 Straight Culvert Inlet Elevation (invert): 281.27 ft, Outlet Elevation (invert): 280.67 ft Culvert Length: 241.45 ft, Culvert Slope: 0.0025 Culvert Performance Curve Plot: Single 30 Performance Curve Culvert: Single 30 00 [iJ llnlet Control Elev OuUet Control E !ev 290 C .2 288 ..... ro > v 287 w ._ d) 1u 286 $ -0 : 285 I 284 20 25 30 35 Total Di1schmge {cfs) Water Surface Profile Plot for Culvert: Single 30 Crossing -Single 3 0, Design Discharge -16 .4 cfs Cmvert -Single 30, Culvert Dif>charge -16.4 cfs +--------- 290 289 288 287 -----------'?< .... ..__ ~286 0 ~ 285 :::,.· ID w 284 283 282 2811 ----------------- 1350 11300 1250 1200 11150 1100 Site Data -Single 30 Site Data Option: Culvert Invert Data Inlet Station: 1302.45 ft Inlet Elevation: 281 .27 ft Outlet Station: 1061.00 ft Outlet Elevation: 280.67 ft Number of Barrels: 1 Culvert Data Summary -Single 30 Barrel Shape: Circular Barrel Diameter: 2.50 ft Barrel Material: Smooth HOPE Embedment: 0.00 in Barrel Manning's n: 0.0120 Culvert Type: Straight Station {fl) Inlet Configuration: Square Edge with Headwall Inlet Depression : None 11050 moo Table 3 -Downstream Channel Rating Curve (Crossing: Single 30) Flow (cfs) Water Surface Elev (ft) Depth (ft) Velocity (ft/s) 0.00 281 .26 281 .26 0.00 0.01 281 .36 281 .36 0.00 0.02 281.46 281.46 0.00 0.03 281 .56 281 .56 0.00 0.04 281 .65 281 .65 0.00 0.04 281 .75 281 .75 0.00 0.04 281 .85 281 .85 0.00 0.05 281 .95 281 .95 0.00 0.05 282.05 282.05 0.00 0.05 282.15 282.15 0.00 0.06 282.24 282.24 0.00 0.06 282.34 282.34 0.00 0.06 282.44 282.44 0.00 0.07 282.54 282.54 0.00 0.07 282.64 282.64 0.00 0.07 282.74 282.74 0.00 0.07 282.83 282.83 0.00 0.07 282.93 282.93 0.00 0.08 283.03 283.03 0.00 0.08 283.13 283.13 0.00 0.08 283.23 283.23 0.00 0.08 283.33 283.33 0.00 0.09 283.42 283.42 0.00 0.09 283.52 283.52 0.00 0.09 283.62 283.62 0.00 0.09 283.72 283.72 0.00 0.09 283.82 283.82 0.00 0.10 283.92 283.92 0.00 0.10 284.01 284.01 0.00 0.10 284.11 284.11 0.00 0.10 284.21 284.21 0.00 0.10 284.31 284.31 0.00 0.10 284.41 284.41 0.00 0.16 284.51 284.51 0.00 0.25 284.61 284.61 0.00 0.30 284.70 284.70 0.00 0.35 284.80 284.80 0.00 0.38 284.90 284.90 0.00 0.41 285.00 285.00 0.00 0.44 285.10 285.10 0.00 0.47 285.20 285.20 0.00 0.49 285.29 285.29 0.00 0.52 285.39 285.39 0.00 0.54 285.49 285.49 0.00 0.56 285.59 285.59 0.00 0.58 285.69 285.69 0.00 0.60 285.79 285.79 0.00 0.62 285.88 285.88 0.00 0.64 285.98 285.98 0.00 0.65 286.08 286.08 0.00 0.67 286.18 286.18 0.00 0.69 286.28 286.28 0.00 0.70 286.38 286.38 0.00 0.72 286.47 286.47 0.00 0.73 286.57 286.57 0.00 0.95 286.67 286.67 0.00 1.60 286.77 286.77 0.00 2.49 286.87 286.87 0.00 3.57 286.97 286.97 0.00 4.82 287.06 287.06 0.00 6.20 287.16 287.16 0.00 7.71 287.26 287.26 0.00 9.34 287.36 287.36 0.00 11 .08 287.46 287.46 0.00 12.92 287.56 287.56 0.00 14.86 287.65 287.65 0.00 16.89 287.75 287.75 0.00 19.01 287.85 287.85 0.00 21 .22 287.95 287.95 0.00 23.51 288.05 288.05 0.00 25.88 288.15 288.15 0.00 28.32 288.25 288.25 0.00 30.84 288.34 288.34 0.00 33.43 288.44 288.44 0.00 36.10 288.54 288.54 0.00 38.83 288.64 288.64 0.00 41 .62 288.74 288.74 0.00 44.49 288.84 288.84 0.00 47.41 288.93 288.93 0.00 50.40 289.03 289.03 0.00 53.45 289.13 289.13 0.00 56.56 289.23 289.23 0.00 59.73 289.33 289.33 0.00 62.96 289.43 289.43 0.00 66.24 289.52 289.52 0.00 69.58 289.62 289.62 0.00 72.97 289.72 289.72 0.00 76.42 289.82 289.82 0.00 79.92 289.92 289.92 0.00 83.48 290.02 290.02 0.00 87.09 290.11 290.11 0.00 90.74 290.21 290.21 0.00 94.45 290.31 290.31 0.00 98.21 290.41 290.41 0.00 102.01 290.51 290.51 0.00 105.87 290.61 290.61 0.00 109.77 290.70 290.70 0.00 113.72 290.80 290.80 0.00 117.72 290.90 290.90 0.00 121 .76 291 .00 291 .00 0.00 Tailwater Channel Data -Single 30 Tailwater Channel Option: Enter Rating Curve Channel Invert Elevation: 280 .58 ft Roadway Data for Crossing: Single 30 Roadway Profile Shape: Constant Roadway Elevation Crest Length: 2.00 ft Crest Elevation: 290.00 ft Roadway Surface: Paved Roadway Top Width: 20 .00 ft D:\76882 La Costa Town Square\] 3 Reports\Hydrology\La Costa, Drainage Study 2024 0504 Add I CC3.docx EXHIBITE Addendum 1 Calculations Hydrology Hydraulics Inlet Calculations Page 18 La Costa Town Square 3/5/2024 Drainage Amendment #1 Supplemental Hydrology Area lmperv C CxA Tc 1100 QlO0 Comment (ac) (%) (ac) (min) (In/hr) (cfs) Atrium Grate -Area 1 0.097 10 0.41 0.040 5.0 7.64 0.30 Ditch @ Upper Entry Wall Atrium Grate -Area 2 0.046 10 0.41 0.019 5.0 7.64 0.14 Ditch @ Lower Entry Wall Inlet-Area 3 0.135 95 0.87 0.117 5.0 7.64 0.90 GO Inlet -12" pipe to MWS #2 811 Atrim Grate Capacity Assume 50% Reduction from Grate Adjusted Allowable Depth= 1' Dia Length Depth Weir Capacity Capacity (In) (ft) (ft) Coeff (cfs) (50%) Check Weir Capacity 8 2.094 1 3 6.28 3.14 cfs Adjusted Dia Area Depth Weir Capacity Capacity (in) (sf) (ft) Coeff (cfs) (50%) Check Orifice Capacity 8 0.35 1 0.66 1.as j 0.92 ! cfs Estimated Capacity of Riser@ 1' Depth= 0.92 cfs D:\76882 La Costa Town Square\13 Reports\ProjectData.xlsx Tab: Hydrology La Costa Town Square 3/5/2024 N Value= 0.013 PEAK FLOW LINE SIZE DESIGN dn dn/D VELOCITY I C.F.S. M.G.D. (INCHES) SLOPE(%) (FEET) (FPS) I Inlet Area 3 to MWS Unit 0.90 12 22.14% 0.16 0.1560 11.51 I 0.90 12 1.00% 0.34 0.3420 3.79 GO Inlet Capacity Inlet #3 QlO0= 0.90 cfs GO Combination Curb Inlet and Grated Inlet Grate Dimensions Length Width GO Grate Grate Frame Net Opening Dimension inches 40 23.625 7 33 8 15.63 Area Clogging 50% See Attached Combination Cales 2. 75 ft 1.30 ft 3.58 sf 1.79 sf D:\76882 La Costa Town Square\13 Reports\ProjectData.xlsx Tab: Hydrology In let Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 30® by Autodesk, Inc. La Costa GO Inlet Combination Inlet Location Curb Length (ft) Throat Height (in) Grate Area (sqft) Grate Width (ft) Grate Length (ft) Gutter Slope, Sw (ft/ft) Slope, Sx (ft/ft) Local Depr (in) Gutter Width (ft) Gutter Slope (%) Gutter n-value All dimensions in feet = Sag = 3.00 = 6.00 = 1.78 = 1.30 = 2.75 = 0.020 = 0.080 = 2.00 = 1.50 = -0- = -0- Calculations Compute by: Q (cfs) Highlighted Q Total (cfs) Q Capt (cfs) Q Bypass (cfs) Depth at Inlet (in) Efficiency (%) Gutter Spread (ft) Gutter Vel (ft/s) Bypass Spread (ft) Bypass Depth (in) Thursday, May 9 2024 Known Q = 0.90 = 0.90 = 0.90 = -0- = 2.49 = 100 = 1.64 = -0- = -0- = -0- N N FACE ANGLE ANCHOR , Typ 05 n,. s ALL AROUND TOP 2'-0" Min WALL Reinf, SEE TABLE C SEE GENERAL NOTE 8 OPTIONAL Const Jt 2'-8" PLAN TYPE GO FACE ANGLE, SEE ANCHOR DETAIL B ON Std PLAN D74 ADJACENT DIKE OR CURB, TYPE A DIKE SHOWN FACE ANGLE ANCHOR, Typ HEIGHT, 0 SEC TION A-A 05 n,. s ALL AROUND TOP 2'-0" Mio WALL Reinf, SEE TABLE C SEE GENERAL NOTE 8 OPTIONAL Const Jt 4'-9" PLAN TYPE GOO FACE ANGLE, SEE ANCHOR DETAIL 8 ON Std PLAN 074 4'-9" SECTION B-B 0 CURB TYPE A 1-6 Al -8 81-6 TYPE A DIKE 0 i ST COUNTY ROUTE -Ll3 " J ~ ~I e9Yk~ REGISTERED CIVIL ENGINEER 11 1 4~ .----+-ri--------r------May 1 2023 PLANS APPROVAL DATE u u 1 ' ! N • L4 X 3 X 1/4 S '.° ! L 3'/2 X 3 X '/s :'.:Ci ! g § ! ' ! 'I' L4 X 3 X 1/~ 11---L--------+-----< THE STATE OF CAl/FORN/A CW ITS OFFICERS & AGENTS SHALL NOT BE RESPONSIBLE FOR THE ACCURACY OR COMPLETENESS OF SCANNED COPIES OF THIS PLAN SHEET. GRATE FRAME FOR TYPE GOO INLET * HOLES REQUIRED ONLY WITH TRASH RACK TABLE A NORMAL CURB CURB HEIGHT BATTER 6" 11/i" 8" 2" 6" 4" 6" 3" ~1'-2"LONG '~ '-L3½ x 3 x 1/4 x 3'-41H' 1/2" ¢ Min @ 2" C-C AS REQUIRED X 3 X 1/4 TRASH RACK (FOR USE WITH PUMP INSTALLATION) "a" DIMENSION T+7½" T+7" T+S" T+6" "b" DIMENSION T+6½" T+6" T+4" T+5" NOTES: 1. See Standard Plan 072F for General Not es and additional details. See Standar d Pion D72G for tables, wal l t hickness "T" and quantit ies. 2. Where shown on the project plans, place a 3/4"¢ plain round pr otection bar horizontol ly across the length of the opening and bend back 4" into t he inlet wal I on each side . 3. Complete jo int penetration butt welds may be substituted for the fille t welds on all anchors . 4. Standard square, hexagon, r ound or equivalent headed anchors may be subst ituted for the r ight angle hooks on the anchors shown on this p on. STATE OF CALIFORNIA DEPARTMENT OF TRANSPORTATION Height of curb opening wi 11 vary with the type of curb and the depth of the local depression. CIP TYPES DRAINAGE INLETS GO AND GDO NO SCALE D72E "O r-► z C ....a I\) m Return to Table of Contents APPENDIX County of San Diego Hydrology Manual Excerpts City of Carlsbad Standards D:\76882 La Costa Town Square\13 Rcports\Hydrology\La Costa, Drainage Study 2022 0210.docx San Diego County Hydrology Manual Date: June 2003 SECTION3 Section: Page: RATIONAL METHOD AND MODIFIED RATIONAL METHOD 3.1 THE RATIONAL METHOD 3 1 of26 The Rational Method (RM) is a mathematical formula used to determine the maximum runoff rate from a given rainfall. It has particular application in urban storm drainage, where it is used to estimate peak runoff rates from small urban and rural watersheds for the design of storm drains and small drainage structures. The RM is recommended for analyzing the runoff response from drainage areas up to approximately 1 square mile in size. It should not be used in instances where there is a junction of independent drainage systems or for drainage areas greater than approximately I square mile in size. In these instances, the Modified Rational Method (MRM) should be used for junctions of independent drainage systems in watersheds up to approximately 1 square mile in size (see Section 3.4); or the NRCS Hydrologic Method should be used for watersheds greater than approximately 1 square mile in size (see Section 4). The RM can be applied using any design storm frequency (e.g., 100-year, 50-year, IO-year, etc.). The local agency determines the design storm frequency that must be used based on the type of project and specific local requirements. A discussion of design storm frequency is provided in Section 2.3 of this manual. A procedure has been developed that converts the 6-hour and 24-hour precipitation isopluvial map data to an Intensity-Duration curve that can be used for the rainfall intensity in the RM formula as shown in Figure 3-1. The RM is applicable to a 6-hour storm duration because the procedure uses Intensity-Duration Design Charts that are based on a 6-hour storm duration. 3.1.1 Rational Method Formula The RM formula estimates the peak rate of runoff at any location in a watershed as a function of the drainage area (A), runoff coefficient (C), and rainfall intensity (I) for a duration equal to the time of concentration (Tc), which is the time required for water to 3-1 I I I l I I i I l I! I I I ! i I ! I l l t I l I 11 I ! ! l ! I I I . ! i l I I I I i I l l I i l l I 1 I I l l I l I 11 I I I• I i l ! 0.11,--,.-., ............ , ... , .......................... -'--l,..... ....... '+' .................................. "'+-'..:..;.-+-.....i.+-'-' ............................ ..._1--" .............. -+ ............ +--........ l--'....., 5 6 7 8 9 10 15 20 30 40 50 Minutes Duration 2 3 Hours 4 5 6 lntensity~Duration Design Chart• Template Directions for Application: {1) From precipitation maps determine 6 hr and 24 hr amounts for the selected frequency. These maps are included in the County Hydrology Manual (10, 50, and 100 yr maps included in the Design and Procedure Manual). (2) Adjust 6 hr precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr precipitation (not applicap!e to Desert). (3) Plot 6 hr precipitation on the right side of the chart. {4) Draw a line through the point parallel to the plotted lines. {5) This line is the intensity-duration curve for the location being analyzed. Application Form: {a) Selected frequency ___ year . -p6 -{b) P5 = ___ m., P24 ----'P ----%Pl 24 {c) Adjusted p6<2) = ___ in. (d) ~ = __ min. {e) I= ___ in./hr. Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. P6 • ·; ••• 1:S--i°. •-2.5·~ ·a . 3;5 4 4.5 5 5.5 6 Dur.ition t I ' • I •• i° ••• • i • ••• i ••• I I l I I 5 _:2,1>3 ,:3.95~5,27, 6.59. 7.90. 9.22; 10.54. 11.86. 13.17: 14.49. 15.81 7 2.12 3.18• 4.24 5.30 6.36 7.42: 8.48 9.54 10.60 11.66 12.72 ••• ·10 °i:68 :2.5:f 3.37. 4.21 • 5.05. 5.90 '. 6.74 • 7.58 • 8.42 : 9.27 • 10.11 •• 1s 1.so··;:gs:2.s§·-3:24··3:ss~:fs:.f s.fa ··s.84· s:49 • 7_ 13 • i1s • •• ••••• 20 ··1:-oa-·1:.s2-21s·-2.5sr•·3:23·3.n 1 4.31 • ,i:a5 • 5.39 ·-s.e:f6.4s· 2s o.93 ·1.4(.J° 1.a1· i33 ·2.ao·s2i0·s.n~20 ·•·4:si•·s:13 s.so 30 -0.83 ·1.2-i" i.s6· 2.07-2.49. 2.90' 3.32. 3.73 • 4.15 . 4.56 4.98 • 40 o:ss ·1.0:fus • {1i· 2:01· 2.-11°· 2.76 • :f 10 .. 3.45 • 3.79 4.13 •• ••• ·sci ·o.so ·o.90:, .. ,9'1.49·1.79'2.09: 2.39 2.69 2.98 , 3.28 3.58 60 o.53 o.aci'.1.cii'i' i:33·1.s9:1_as:2.12 • 2:39 • 2.6s 2.92 ·:'i1s ---90 • 0.41 "0.61: 0.82 • 1.02 • 1 .23. 1.43. 1.63 • 1.84 ' 2.04 • 2.25 • 2.45 ·-•• 120 ·o:i4 'ifs'Fo.s8 '. o:i5·1.02 ·1. 19· 1.36 • 1:53 • uo • 1.s1 • 2.04 1so ·o,.29 ,0.44'.o.sg:0_73·0:sa :,_03: us · 1.32· 1.47 • 1.62 • 1.76 •••• -100 ··oj!i;·:·o.ss·o~2~0~s5·0:-is;o:s1· 1":64 • 1. 1a • 1.31 • 1:« • ; :57 ··-::_2"!! :Q-?.~j ~:a,(o.43[ o:s4 :o:s(o,7-s ~. o.a1 •. o.98:~ 1.os ~ 101_9 _: :1 :s~ 300 0.19 0.28 0.38: 0.47 0.56 0.66 0.75 0.85 0.94 1.03 1.13 aso <fri ; 0 :25 : o:ss '6.42'. o.so : o.ss : o ~Gi • o:ts : ·o.84 • o .92 • , .oo FIGURE ~ San Diego County Hydrology Manual Date: June 2003 Section: Page: 3 3 of26 flow from the most remote point of the basin to the location being analyzed. The RM formula is expressed as follows: Q=CIA Where: Q = peak discharge, in cubic feet per second (cfs) C = runoff coefficient, proportion of the rainfall that runs off the surface (no units) I = average rainfall intensity for a duration equal to the Tc for the area, in inches per hour (Note: If the computed Tc is less than 5 minutes, use 5 minutes for computing the peak discharge, Q) A = drainage area contributing to the design location, in acres Combining the units for the expression CIA yields: (l acrex inch) (43,560 ft 2) ( l foot ) ( 1 hour ) ⇒ 1.oog cfs hour acre 12 inches 3,600 seconds For practical purposes the unit conversion coefficient difference of 0.8% can be ignored. The RM formula is based on the assumption that for constant rainfall intensity, the peak discharge rate at a point will occur when the raindrop that falls at the most upstream point in the tributary drainage basin arrives at the point of interest. Unlike the MRM (discussed in Section 3.4) or the NRCS hydrologic method (discussed in Section 4), the RM does not create hydrographs and therefore does not add separate subarea hydrographs at collection points. Instead, the RM develops peak discharges in the main line by increasing the Tc as flow travels downstream. Characteristics of, or assumptions inherent to, the RM are listed below: • The discharge flow rate resulting from any I is maximum when the I lasts as long as or longer than the Tc• 3-3 San Diego County Hydrology Manual Date: June 2003 Section: Page: • The storm frequency of peak discharges is the same as that ofl for the given Tc, 3 4 of26 • The fraction of rainfall that becomes runoff ( or the runoff coefficient, C) is independent of I or precipitation zone number (PZN) condition (PZN Condition is discussed in Section 4.1.2.4). • The peak rate of runoff is the only information produced by using the RM. 3.1.2 Runoff Coefficient Table 3-1 lists the estimated runoff coefficients for urban areas. The concepts related to the runoff coefficient were evaluated in a report entitled Evaluation, Rational Method ''C" Values (Hill, 2002) that was reviewed by the Hydrology Manual Committee. The Report is available at San Diego County Department of Public Works, Flood Control Section and on the San Diego County Department of Public Works web page. The runoff coefficients are based on land use and soil type. Soil type can be determined from the soil type map provided in Appendix A. An appropriate runoff coefficient (C) for each type of land use in the subarea should be selected from this table and multiplied by the percentage of the total area (A) included in that class. The sum of the products for all land uses is the weighted runoff coefficient (Z:[ CA]). Good engineering judgment should be used when applying the values presented in Table 3-1, as adjustments to these values may be appropriate based on site-specific characteristics. In any event, the impervious percentage (% Impervious) as given in the table, for any area, shall govern the selected value for C. The runoff coefficient can also be calculated for an area based on soil type and impervious percentage using the following formula: 3-4 San Diego County Hydrnlogy Manual Date: June 2003 C = 0.90 x (%Impervious)+ Cp x (1 - % Impervious) Section: Page: 3 5 of26 Where: Cp = Pervious Coefficient Runoff Value for the soil type (shown in Table 3-1 as Undisturbed Natural Terrain/Permanent Open Space, 0% Impervious). Soil type can be determined from the soil type map provided in Appendix A. The values in Table 3-1 are typical for most urban areas. However, if the basin contains rural or agricultural land use, parks, golf courses, or other types of nonurban land use that are expected to be permanent, the appropriate value should be selected based upon the soil and cover and approved by the local agency. 3-5 San Diego County Hydrology Manual Date: June 2003 Table 3-1 Section: Page: RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Runoff Coefficient "C" Soil TyPe NRCS Elements Coun Elements %IMPER. A B Undisturbed Natural Terrain (Natural) Permanent Open Space O* 0.20 0.25 Low Density Residential (LDR) Residential, 1.0 DU/A or less 10 0.27 0.32 Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38 Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77 CommerciaJ/Industrial (G. Com) General Commercial 85 0.80 0.80 Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84 Commercial/Industrial (Limited I.) Limited Industrial 90 0.83 0.84 Commercial/Industrial (General I.) General Industrial 95 0.87 0.87 3 6 of26 C D 0.30 0.35 0.36 0.41 0.42 0.46 0.45 0.49 0.48 0.52 0.54 0.57 0.57 0.60 0.60 0.63 0.69 0.71 0.78 0.79 0.78 0.79 0.81 0.82 0.84 0.85 0.84 0.85 0.87 0.87 *The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever ( e.g., the area is located in Cleveland National Forest). DU/ A = dwelling units per acre NRCS = National Resources Conservation Service 3-6 San Diego County Hydrology Manual Date: June 2003 3.1.3 Rainfall Intensity Section: Page: 3 7 of26 The rainfall intensity (I) is the rainfall in inches per hour (in/hr) for a duration equal to the Tc for a selected storm frequency. Once a particular storm frequency has been selected for design and a Tc calculated for the drainage area, the rainfall intensity can be determined from the Intensity-Duration Design Chart (Figure 3-1). The 6-hour storm rainfall amount (P6) and the 24-hour stonn rainfall amount (P24) for the selected storm frequency are also needed for calculation of I. P6 and P24 can be read from the isopluvial maps provided in Appendix B. An Intensity-Duration Design Chart applicable to all areas within San Diego County is provided as Figure 3-1. Figure 3-2 provides an example of use of the Intensity-Duration Design Chart. Intensity can also be calculated using the following equation: I = 7.44 p 6 0-0.645 Where: P6 = adjusted 6-hour storm rainfall amount (see discussion below) D = duration in minutes (use Tc) Note: This equation applies only to the 6-hour storm rainfall amount (i.e., P6 cannot be changed to P24 to calculate a 24-hour intensity using this equation). The Intensity-Dw·ation Design Chart and the equation are for the 6-hour storm rainfall amount. In general, PG for the selected frequency should be between 45% and 65% of P24 for the selected frequency. If P6 is not within 45% to 65% of P24, P6 should be increased or decreased as necessary to meet this criteria. The isopluvial lines are based on precipitation gauge data. At the time that the isopluvial lines were created, the majority of precipitation gauges in San Diego County were read daily, and these readings yielded 24-hour precipitation data. Some 6-hour data were available from the few recording gauges distributed throughout the County at that time; however, some 6-hour data were extrapolated. Therefore, the 24-hour precipitation data for San Diego County are considered to be more reliable. 3-7 10.0 9.0 8.0 7.0 6.0 5.0 4.0 3.0 2.0 0,5 0.4 0.3 0.2 0.1 ' 7' N"' N-2 -...!. ! I l! . I l i ..... ~ 1' '),,..I"' ~ .. J-,. II i I I •N. .~ i " 1-,. ---·,r, ' ...... I II ; I hJ. ~ ,, lr I ,, ... ... II i .._'j..., "' ...... '• •. I I I ... :..., r-J ' •1' ~ ' ... ,"' ~R:f j ""I "j-.. ..t , ... '"' ' • j f'NJ , ~ i , .. ...... /1-l .. "' "'i-. , ... I" 1-l ~~ .. I ~ r} I ... ..... ... ... 1 ~1-1. ~ ' ! .. ~ I l = 3.2 in/hr I' ' ' ~~ -,,.,. l ' " ~ ' ~ ~~ i'i "• I I "' ! ....,, I I ... I l ~ i ... ,J .,.... rt .. fol + "•. ~~~ ~~ ... I ! , ... 1 •, ; ii ... r.... {.. ... t ...... ~-i I ~ ! .. r, ~ I~ .... ' l1 ~ "'i-,.. l .. li ~ I l l"~I ..... ..... I ~~ .. .. l 1' ... I ~ r-~ ~ ....... ~H-t. l I j ,, '{ II ' ' i--.., ,;. ! ~~ i--, l I .. ~ I ! ~ l t-~ I I I j I ~ j I I l ! i I I I I ' i-~ I I I i r,• i ~ i I. j I . s : ' ' I . ' ' ' I ; '. ' ; . I I 11 : I . I I ' I ' I ' l ' I . . . ' ' . ' I I . . ' ' ' ' ., I I I I I ' ' ' l " i I I I ' ' I 1 l ,i ; . I I j I 11 I ! ' ' j ! -I r I ! I :i I I I j I :i I I I I j 1 I I ! i I 1c=20 min l ! I ! ! l I I l !IHI !I I I I I I lilt !I l I I I . ' I 5 6 7 8 9 10 15 20 30 40 50 1 Minutes Duration I I ' I I ll l I l I l l I II! I I I ! l i ! ' I JI i I I I I I I EQUATION I I I = 7.44 P6 0 -o.645 f I Intensity (in/hr) I I = I Ps = I 6-Hour Precipitation (in) D = Duration {min} 11 I 111111 ! I 11 I !! "' Ill! I I 11 I I ii I I l 1'4 I I I ~ 1_· ~IJ I I I I J • , ' .... I '11 n-... ... .1' I I ! 1 "'. j!'H. .... ~rt: 11 I \L .., > ... I { t I t I~ 1' ,.. ... I'!,. 'I ., ', l' ·~~ 1 I II I I.. ........ i• ... ,... :H-tl I .... r..., 1, n ~ ~ r... ...... 1, I ~ ?' , .. ~ .. ! ' 1'. I ~ ,1 ... N-I • lf1'"1 ~ I l ... ...J. I r·r... I!.. I " J..lri--l i~ II i' i I. ,:..u I • !IT r-!, ! i I I' 11 'i--. I ...... 11 1· i If r-!-111 I '!'iol I 11 ! ... , ""', I "!-, 1rl 1! I ... ! l ~ I r... r-1· .J. "It-!. I! I i"r-,. l "'~ I ! l ' 11 "'r-- ... Ir+ n 1' 1 r... .... ' ' '' I ,,. I ' ' I ' ' ' ' ' ' I ' I I ! n I ! ' : ~ ' ' . ' ', 11·1 ' ' ' ~ ' ' ' ' ' ' . ' ' ' ... , ' ' I ' I ' ' I • l -I ! I ' I ; I l 1~ ~ ; I j I ' I l I I I r I ! l i ! i I ' < I ' I I I I ' 11 +-+ 4rl 'rl •I II 'I I ! I I ! I I I I i I I Ii I I I I :1 I i :1 l I I I I it I 1. t I I I I i f ! l I I I I I I l I I i l Ill I II I ! l ! I ' 11 I !I ! I 2 3 4 5 6 Hours 9> ::c 0 !:; -c, ~ 6.0 °& 5.5 ~ 5.0 g 4,53 n 4.o i 3.5 ~ 3.0 2.5 2.0 1.5 1.0 Intensity-Duration Design Chart -Example Directions for Application; {1) From precipitation maps determine 6 hr and 24 hr amounts for the selected frequency. These maps are included in the County Hydrology Manual (10, 50, and 100 yr maps incfuded in the Design and Procedure Manual}. (2) Adjust 6 hr precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr precipitation (not applicaple to Desert). (3) Plot 6 hr precipitation on the right side of the chart. (4) Draw a line through the point parallel to the plotted lines. (5) This line is the intensity-duration curve for the location being analyzed . Application Fonn: (a} Selected frequency~ year (b) p6 = 2.9 in p. = 5.1 p6 = 56.9 0,(2) ., 24 ---•p ---10 24 {c) Adjusted p6<2) = 2.9 in. (d) fx = 5 min. (e) I = 7.64 in./hr. Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. P6 1.5 2 2.5 3 • a:s 4 ,. 4.5 • 5 5.5 6 OoratiOn ( I ~ ·1 I ., .... ,-···· f. I l I I s 2.63 3.ss, s.27, s.59 7.90 s.22. 10.54 11.00 13.17 14.49: 1s.s1 1 ·:L12·•s.1a: 4.24. s:30. s:3s '7.42 '. s.48. 9:54 10.60' 11.ss:12.72 -· " 10 Tsa-· 2:53; s..37 • ,f2'1 ~ s:os • s:oo • s.14 • 1.ss • s.42 • s.21 • 1 o: 11 1s -1.so-··{ss··2:ss ··i2rs:89 • 4:54·K1g·•-s.s4-s~49--1. fa • i.ia ··-·20 Toa-:c52·2js··2~e;ii":i23-:fn "4_3; • 4:as·--s.as ··s.s3 ·-s:4tf ·25 o.'93 ·1_40:1$1-2:33·z:ao·s21..,..ii37~2-0·-·4_si ·s.13· s.so io oj is • 124~1.66' 2:ot • 2.49 • 2.so·'sj2 • s.n • 4.1s • 4.ss • 4.98 ···40 • o.69 '.1.03~ 1.3a· 1.n ·:1.01· 2.41: 2:1s • S:10 • 3.45 • 3.79 • 4.13 ~-:::-~:.so ::o:ejo ;o,00;1,,s:1,49J)(2.09: 2.39_: 2:_6s:·:·2:ss_:3,2? :s:sil _____ 60 . .9a?3_;o,ao: 1.06. 1.33 .1.59. 1.86; 2,12 . 2.39 .. 2.65. 2.92 ; 3.18 90 0.41 0.61. 0.82, 1.02 1.23 1.43 1.63 1.84 2.04 2,25 2.45 ---120 ·i:J:34 ;o:sf<5.ss· o.ss·• fo::r ,~;:s··;~3e,·· {53 ··1:-ro .. ,~a1 :2.04 _ -~}~ 9,?.~ 10.:4.4I9,5_9]_0,_73_~0.-_a(_1,~:.1'.~a : 1.32: 1.41 : 1.s2 :.1.7e 180 . 0.26 !0,39,0.52:-0,65 0,78. 0.91 1.04 1-18 1.31 1.44 . 1.57 -·--240 ·ozi:o~s:Fo:43-o:54:o.ss:o.'7a· o.a7 • o:91f; fos • 1~19 ' 1.30 ·-·soo ·o-:i!i io~21:i"o:.iis' o:4ro:ss'.if5s '.·o)s o.as·· o:94 • ,·:ro •• ·i°:13 .. ·-3sci ·oj1 '.ois'o.i3 · 0A2-o.so:o.sa·o.6i 'if75 "cL84. o.92 • 1.00 San Diego County Hydrology Manual Date: June 2003 3.1.4 Time of Concentration Section: Page: 3 9 of26 The Time of Concentration (Tc) is the time required for runoff to flow from the most remote part of the drainage area to the point of interest. The Tc is composed of two components: initial time of concentration (Ti) and travel time (Tt), Methods of computation for Ti and Tt are discussed below. The Ti is the time required for runoff to travel across the surface of the most remote subarea in the study, or "initial subarea." Guidelines for designating the initial subarea are provided within the discussion of computation of Ti, The Tt is the time required for the runoff to flow in a watercourse (e.g., swale, channel, gutter, pipe) or series of watercourses from the initial subarea to the point of interest. For the RM, the Tc at any point within the drainage area is given by: Methods of calculation differ for natural watersheds (nonurbanized) and for urban drainage systems. When analyzing storm drain systems, the designer must consider the possibility that an existing natural watershed may become urbanized during the useful life of the storm drain system. Future land uses must be used for Tc and runoff calculations, and can be determined from the local Community General Plan. 3.1.4.1 Initial Time of Concentration The initial time of concentration is typically based on sheet flow at the upstream end of a drainage basin. The Overland Time of Flow (Figure 3-3) is approximated by an equation developed by the Federal Aviation Agency (FAA) for analyzing flow on runaways (FAA, 1970). The usual runway configuration consists of a crown, like most freeways, with sloping pavement that directs flow to either side of the runway. This type of flow is uniform in the direction perpendicular to the velocity and is very shallow. Since these depths are ¼ of an inch (more or le·ss) in magnitude, the relative roughness is high. Some higher relative roughness values for overland flow are presented in Table 3.5 of the HEC-1 Flood Hydrograph Package User's Manual (USACE, 1990). 3-9 1-w w u.. z w u z g Q w Cl) a:: ::::, 0 ~ w i EXAMPLE: Given: Watercourse Distance (D) = 70 Feet Slope (s) = 1.3% Runoff Coefficient (C) = 0.41 Overland Flow Time (T) = 9 .5 Minutes SOURCE: Airport Drainage, Federal Aviation Administration, 1965 T= 1.8 (1.1-C) VD 3Vs FIGURE Rational Formula -Overland Time of Flow Nomograph 3-3 San Diego County Hydrology Manual Date: June 2003 Section: Page: 3 I 1 of26 The sheet flow that is predicted by the FAA equation is limited to conditions that are similar to runway topography. Some considerations that limit the extent to which the FAA equation applies are identified below: • Urban Areas -This "runway type" runoff includes: 1) Flat roofs, sloping at 1 % ± 2) Parking lots at the extreme upstream. drainage basin boundary (at the "ridge" of a catchment area). Even a parking lot is limited in the amounts of sheet flow. Parked or moving vehicles would "break-up" the sheet flow, concentrating runoff into streams that are not characteristic of sheet flow. 3) Driveways are constructed at the upstream end of catchment areas in some developments. However, if flow from a roof is directed to a driveway through a downspout or other conveyance mechanism, flow would be concentrated. 4) Flat slopes are prone to meandering flow that tends to be disrupted by minor inegularities and obstructions. Maximum Overland Flow lengths are shorter for the flatter slopes (see Table 3-2). • Rural or Natural Areas -The FAA equation is applicable to these conditions since (.5% to 10%) slopes that are uniform in width of flow have slow velocities consistent with the equation. Inegularities in tenain limit the length of application. 1) Most hills and ridge lines have a relatively flat area near the drainage divide. However, with flat slopes of .5% ±, minor irregularities would cause flow to concentrate into streams. 2) Parks, lawns and other vegetated areas would have slow velocities that are consistent with the FAA Equation. The concepts related to the initial time of concentration were evaluated in a report entitled Initial Time of Concentration, Analysis of Parameters (Hill, 2002) that was reviewed by the Hydrology Manual Committee. The Report is available at San Diego County Department of Public Works, Flood Control Section and on the San Diego County Department of Public Worlcs web page. 3-11 San Diego County Hydrology Manual Date: June 2003 Section: Page: 3 12 of26 Note that the Initial Time of Concentra~ion should be reflective of the general land-use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not have a significant effect where the drainage basin area is 20 to 600 acres. Table 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in hydrology studies. Initial Ti values based on average C values for the Land Use Element are also included. These values can be used in planning and design applications as described below. Exceptions may be approved by the "Regulating Agency" when submitted with a detailed study. Element* Natural LDR LDR LDR MDR MDR MDR MDR HDR HDR N.Com G.Com O.P./Com Limited I. General I. Table 3-2 MAXIMUM OVERLAND FLOW LENGTH (LM) & INITIAL TIME OF CONCENTRATION (Til DU/ .5% 1% 2% 3% 5% Acre LM Ti LM Ti LM Ti LM Ti LM Ti 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 1 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 43 50 5.3 65 4.7 75 4.0 85 3.8 95 3.4 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 *See Table 3-1 for more detailed description 3-12 10% LM Ti 100 6.9 100 6.4 100 5.8 100 5.6 100 5.3 100 4.8 100 4.5 100 4.3 100 3.5 100 2.7 100 2.7 100 2.4 100 2.2 100 2.2 100 1.9 8- 1.---1,5•~1 1 -+--n = .015~ 1 1-------2% 1... n = .0175 ------=.:.::..._ ____ -! 2% Concrete Gutter 0.13 Paved RESIDENTIAL STREET ONE SIDE ONLY 20 ➔------➔--.-➔---+---+---,r+-+--t--+~r------+--~+--+--+-,.,- 16 --t------➔--#--➔---+---++-+-+--t--+-#-....;:,, 16-+------➔-#'---➔-=-o:::t------tl'--+-1---t-----lll,-+---..;:,,,,,,~ 14-f------~:.._--+----:I---I-P"'""ll:::---1-+~-+-----....;:::"l--,::-l---f-------+-~-+ 10 --t------1--+---➔---#----f--+-H+-+-+-.....:::,-..t. 9 -l-------,jlE==!===---:--!l----,jl4---l--4----:#-+--l--l---....:::::~-1-11---+-~-~--l- 8-+--- 7--- 6 5 ~ 3-+-------+-1----+-(/) ai ~ w 0 ~ 1.!-t-----.ll'--+-C:::,,,,,""""""---+,,---+---+--+-+-~#--1--1-....;::,-..::::-, 1.6 ➔-----#---+----#...::....._ 1.4 -+---~.....::::--+--,~---+--"""-..: 1.0 --1---.1~----+--,#--➔-.;:,,,,,..,; 0.9 --1-....;:::"'JJ.:::------+-l---➔---+....::::,,.~--,1!--+-+-+-+----==*----+#---....I 0.8 --1--''--:,__;::,,,,"""'""--4,,-__ ➔---+---+~~=--+-+-+-+~:,__-;::,,.,,.,......--1-----: ,. __ ,.__ ______ ~ 0.7 -+.#-------,,._.:::,,,,,.._ 0.5 2 3 4 5 6 7 8 9 10 20 30 40 50 Discharge (C.F.S.) EXAMPLE: Given: Q = 10 S = 2.5% Chart gives: Depth= 0.4, Velocity= 4.4 f.p.s. SOURCE: San Diego County Department of Special District Services Design Manual FIGURE Gutter and Roadway Discharge -Velocity Chart 3-6 I I I is> In J f- cl, en 0 "' 6 0 ;,-"' " County of San Diego ,__ r:--1-.. ~ 1o ~ - ©ra11~ e Hydrology Manual --.38°3' f-f- l+-,tt····&:· I It'' t,,, t I I I 3°30' --T~ 'if-• ~--4. +---I I • Y1 , !t -___ ,ff ····_~"I _ , __ Riv1~1 side Cdu,flty I I I I ,4t-H ' -•m ffltlt1t •q• •• ·£~,-I • •• ., ~ , :-~f---~~-l ---±ti··-m•c::------'r---.hf • iJ.,s:"-'if.p(. / ..• -···· . j_-:-::~----:~b'1 .;+ ( >-f-ft•· .. T:4. ····:.,,· "' . · .. f )f ',-;-------Ii.)· •• 't -\ f ----•--- :,.. I I ·-·· _, ..• •+i ./~ "71r ;-·r ]-~--:._•~-._ .-\ ;··• ... ··:::::::i~---~ ~:-·<:·· ... ·: '·---.. + ..... ----i - ... --Li.---. ...: . ~t 1l )---f--f-f-f--=ti···-.. f-f-f---'Lt',. f-·•-c--,...: Go ±t.fflf·_..-•. --·~ _._,-: . • -ij l djm:•.,,;:-.:~ :,.LJ::··._-_· ••• ._:~_--.,1 __ . . . . !\, -: t\:::H): :';,_ ~l©'" __.. ... _ .... !i":'f-f-f-N--~--. --1 · .. ---.. . ~ \ irj~---.; ·· .• ' .. >-·:t · +tts-.N· __ -.--.. , ... ··.,_.4 .. ~ _J .... --f-\ ~--,-.,1 1 :t J~·-·. ~----''·w·· ·-._ ·-. (±t.. -If ·-•. -',• J'-f'•;-• W -\ ..-··-,_;..:.---· I ---+ f-f-f-f- ,-'----Lf•. f-!?lt • 4 · --..-. ·-. I;-• • -,~·---,_ ..- -w ··--:-.--•t·~· .+ Rainfall Isopluvials I •• ·, : . :::tftl ... c +;·-.. ._ ·-._ ~f->-t •ffi; ---w·· ... _ _-.. : ·: (~.'+; •. • • : : ''cb .. ·~ \ /··. -:/ , : ,. :I-"'. 'i"\ •. --~----- .... Q .. A: Pi•· . ------f-38°15' 1 ,,. ..-./,1 ;,::· . if. . -._ • . .: ····r · • --.. ..._ ·. . ..-··Hi(§.'"-' -... \:-••• -·-:h 1 ·--,,._,,ttu_.-4 ...,.--l •-Ii .f I ..... :• 1 ~_: ~1 •• -ii.h... ;i-J2f'•. W,:: -L/fl:J_£'·-P u+--t+·tt -+· ... ····-·'··-···· ~-..., • ,~-_., ~'.¥f\;J ;. '' · i±f , t--. ·-r •• ·.::·1·m ___ I __ J-,,..:· •. •• ..... • _: 100 Year Rainfall Event-6 Hours --~~11~1-ft{. ·= • •• ... ·'.::1/s··-••. _1±t OCE NSIDE ~-~1_-7 · .. ~~_.-·-P~OJECT SITE~L --~--~f- I I I+.-,----... _ -------- .. :.~-::)EMl._\_ 'J-~ +-....... ..': ··-. ·tt·u--lsopluvial (inches) , l'..~,.,._t;; P-2.9 ._ . rn·· t ARLSB" ~H.,.'ii'/l. ' -' I ~.5-. ••• ·•(§', \ -_;;,. ------L. ~-~ I : -._ ~~-i·. •. >- ~,-.1 •• ::.·.:.:;_:$-0 ···-----••. I -... •• r-1-- -I ,,, 1 :_ ~,,,,,:.J~~,l~ .-'..'.+~) )1.,-1 .• -,4 '· .... ·t -I I •• •. ~ :+,.lff.; J ·: ••. . l "' -.I I '•·. -- ., \ ~ f i '~}--': t u...r ;__ ,r r, ~-1:'t', tt -.. /f' == •• ,. ,__ I >-f-f-f-:#i •. -,-~ --•. ] rt' . ,, ~ ·-·-ll ENCINITAS~ Nil <>'• .. , •• I/ .---~-·'t , .. ,...✓-i--- ~-J..'. #R' +ft/·~. :=:= I\ /~V . a ~• 'H7-Li/'\ /I '..'."; •• Fr -+-----f:e-.' • .' 7'' . :' +-~ f-r-33°1 10 '-~-1 hf, ~ , . 1rl ~ i·. • : ~,.. 1 . • t' -~ • . .._ -. ;1 o ANArBEA~ rr , 1 I', -.Pcow,vJ< ii. \J. l ,-:Hlif.: cquNlY.,. • ~ • ) I '; L I ~·,-··=-····qt·.!-:·>-;-a .... ·___ ~ $3°0~ -L ~--.,, ·:1 • C..-,l~LJ • 1 .-·· ,:~; !11 FT' ~ \\.__ ---3 -----,h DE MA 1--1/--)_; !;;¥. ·ccryl• l • ---✓ • t+++ '.L ' --+t 1 -of---V • "'' . : '-' • -~: .-· j • .~.-,_ ~:. · :tfiil -l.ffi·1 · ~-~ I' ~-l . · 7 .' --;-.,:-:--; f--1-f--•g ' ' Q --,L . ~,,, ;rm=~ ~, li '!"co __ 00 ....... _··-.. , .li:j}f ~~----i '·1f:i -:::! ,v ,·i•. ,:-':::~-. ~.':"f::' ~~t::-: "j-__..-~... (:Jsj. .!<sf:/ :: t:-\ .. -···•"t, Ill-- I~ •. =--k:::-)m··. -,+ ·-·· b-·l !ir •-~-••• -: ·I _Q-:lt•··-oo··--.. • !.I 1:) ~ -..._·-••••• ~4-•••• ····._ ,• 0 - :'61 1 ~·-... f--• ............ MTE -,. ··.::--~-~ .~r;• • ,-2•·f:i-\·-._ \_ i : .~ =tl~ _.-------·---§ ' ' •=:+~ •• :t. ' (_.t ....,. I "' _.. • -.:,_~ ::p \ ·-. ··.. ...... \ ,-~-• .p-J', ·.f ·----' I . . ,. === {:td}.-1··. - • ~--N1:.:':-f --·f-·• \ ,___ ... _··t ->. :-...._ :_ f-.:'-~~-- :""' :(_ i • 1 ~ 4··-~~-~(ij-r"'+' ·.~.. 'i"" • f'<' ~ .l -~ '-'' 0 • ~ • f ;-~i-t--fL ) \ ·-.... ___ , N , •• , Ir I f# I I , +--7••-3B-··· -_c,_ 'r..-·-.• -:::-,~1-:.rli \ -~,~ I I --f-32°45' I .-·II • I 2l45• --.',-ifl .. bT.'fO E'-b 1.-··· I l,1 ~ ':/-H--rtJ w -.1+ }-l ~-f . 1-t· !t f---··i• ·----. ··.,. Q----~~--; ... p , .• ·,--, _., t. 1 ~ f--') ... N..7 J --~ ,·i ~ u:-:1'.-(.! ... H-OR -t ~ 1-1----1-: -r· Cw .---·-··· •• t . .j....j. ..• J .... ___ ~-~ -!-f'-i:' r±t±····-.. DPW ~ :...---I--:" ll /-t '. \ ··i L.i' -l _.H-· . e.:,:---1 ··,. t-S11iGIS .:,,_ ~J'.-W--t-: Lt., , __ ,.-:... .· 4 J:t1 ..... ' ~----;. ·;.. _: , a~' h i . .-· 'r+ l:fil :, --?,B-.-.. . ~__,4 -._ *GIS \\ : -=v -4'.'J -l\si~T --' AJ= er · --~~~-f-~-...., ·. 1"-Y.'c)~ ~ .. --~ ,)} ... .-::· ___ -'.r;:..'t'. 1 --rt I --ta.._ . ~o/P;;t«;Kbrli-. We Have San Dicgn Cnvcrcd! 1 ; 1 "-~ ' ~ s1;,.·~-\ IT ,' I >-..µ \_ ;_,;-·. Gcl,gr"""'it,futrt.itl,,;,n~ "~ ..,,_, ,'L..y I !-1~--•. l._L H. +h~ ... _-~~~ ~ • ... ~ N THIS MAP IS PROVIDED WITHOUT WARRANTY OF ANY KIND, EITHER EXPRESS 1-/., -2-! c;s ·F·µ --. >--•• OR MPLED, INCLUDING, BUT NOT LMITED TO. THE IAPLIED WARRANTIES =-. ' . '1 'P <ri ."o~ : --/ +, OF MERCHANTABUrY AND FITNESS FORA PARTICULAR PURPOSE. IMl'ERI; . BEAC~j . • • :) : : ,• Copy,ightSanGIS.AIRightsReserved. I .,'."-"._0..,;,,_ 1 •. -:~,c,. _-, " i r ii\' Thfs J>ffidocts may con1ain infonnatioo from lhe SANOAG Regional t >-~ I e ~ hlormalionSystemwhichcarmotbereproducedwithoottOO •-writtenpe<missionofSANOAG. 7 TMlprodoctmaycontaininformationwhict!hasbeenreprodoced'Mth f-13r;io I I ~rmissiongran1edbyThomasBrothersMapS. I H-t+ l I ~tf--I 32 30' -f-s I 0 I "' I I I "' I 3 0 3 Miles I I I I I ~II I I 1o ~ I ~-I I I I I ';-I I I I ~ I I I I I f-t-t-+-t-+-~~_j_J__j_J_ ~·+-+-+-+-+-+-++-++-+-1--l-l-/n-t-t--t-+-+-+--1-+-+-+-l----+---'----'--bi++++++-++++l-l----l--+ LO•-+-t--+-+-+--+-+-+-l-+-+----1----l---+-fu,+: +-+-++-+-1---~---l-l-I J I -l-+-t--+--1-+-+-+-l----+---'----'-" I t-t-t-t-r-+---,-1-+-1-+-1-+---l-l-+~ il ~ ~ ~~+-++-++-+++++---,-f i ;;::· I f-+-~ 33-'(3 ' I"' I I b i I I :T I f' ;'I" I ~ I ~ I <D 7 I I 'T County of San Diego Hydrology Manual • ' 100 Year Rainfall Event-24 Hours I lsopluvial (inches) I 3. HYDRAULICS A. Street -provide: 1) Depth of gutter flow calculation. 2) Inlet calculations. 3) Show gutter flow Q, inlet Q, and bypass Q on a plan of the street. B. Storm Drain Pipes and Open Channels -provide: 1) Hydraulic loss calculations for: entrance, friction , junction, access holes, bends, angles, reduction and enlargement. 2) Analyze existing conditions upstream and downstream from proposed system , to be determined by the City Engineer on a case-by-case basis. 3) Calculate critical depth and normal depth for open channel flow conditions. 4) Design for non-silting velocity of 2 FPS in a two-year frequency storm unless otherwise approved by the City Engineer. 5) All pipes and outlets shall show HGL, velocity and Q value(s) for design storm . 6) Confluence angles shall be maintained between 45° and 90° from the main upstream flow. Flows shall not oppose main line flows. 4. INLETS A. Curb inlets at a sump condition should be designated for two CFS per lineal foot of opening when headwater may rise to the top of curb . B. Curb inlets on a continuous grade should be designed based on the following equation: Q = 0.7 L (a+ y)312 Where: y = depth of flow in approach gutter in feet a = depth of depression of flow line at inlet in feet L = length of clear opening in feet (maximum 30 feet) Q = flow in CFS , use 100-year design storm minimum C. Grated inlets should be avoided. When necessary, the design should be based on the Bureau of Public Roads Nomographs (now known as the Federal Highway Administration). All grated inlets shall be bicycle proof. D. All catch basins shall have an access hole in the top unless access through the grate section satisfactory to the City Engineer is provided. Volume 1 Page 37 of 54 2/16/2016 MAP POCKET #1 EXISTING DRAINAGE ( I I f ~ ~! §Ex1sr. odr -PER DWG. V T 811 10 27 21 LEGEND DESCRIPTION PROPERTY UN£/PROJfCT EXISTING LOT LIN£ BOUNDARY ~:::~:: CCONURB AND GUTTER COOR BASIN LIMITS DIRECnDN OF DRAINAGE ~~1* fi~M%[!Z STORM DRAIN ~1~C: fi~Mt[!Z STORM DRAIN NOD£ NUMBER D1oo(C.F.S.) BASIN 10£NTIFIER BASIN ACRES CED ~ •""1 I \ \ MAP POCKET #2 PROPOSED DRAINAGE I l~,...J ~/', ,, ~ y"f/ T 811 82222 LEGEND DESCFiiiiTION PROPERTY L/N£/PROJ£CT BOUNDARY EXISmw.:; WT LINE EXISTING CURB AND GUTTER EXISTING CONTOUR 8A$JN LIMIT$ DIRECTION OF DRAINAGE ~,4Jt ft"'&t!Z $TORM DRAIN ~::r?: tJ~M&t;.: STORM DRAIN NODE NUMBER 0,oo(C.F.s.) BASIN 1onmF1ER BASIN AREA ($.F,) BUILDING NUMBERS INLET NUMBER C WC (36" HDP ,:1,~ I I ( ( )!f /1 SYMBOL CD [,] & -:==c:? l / \ ,-'/ 'ff":' ,, (di'/ I -~-==-~ :,_ :,:1 ~" " ----0 ' ~ -'-'/~ , ,---cJf' -~_c::,a:;::'--1::.:la.;:::...:::::_:;:;:::_:;::,,,_:--::-,;;;/~,:3-Y;,,, ,' I ( ' \ --'---::----I ;.;::-~'P'::' / ------~ .. '-~_;._:-_--:::" --~ _ _;~ 05---;, I~-~•.\• J '°""" --, = ~~:c-y \ • )l r I l-,-=i:-1.Jc77.;,:--__;::::i=> :;;;~~ __,,--=, 0 !1 ', I I -=--'4--=1 !:::::-:::-=: ---,r:EXIST-/4,;w -/ I /./ -I / ,--,:(' '-• I; / •/ ~ -{P116'3B I" I I I I ff r "-,~I' i CALL/c " ,,,/,/1 /r,r,;-i/;fr"' ~ ' nMITEO 5601141 858-56D8157Fax 4 r-•c-GRAPHIC SCALE 0 40' 80' fSHutl CITY L.2_J ENGIN2fiNG ~b~fuSBAD ~ PROPOSED DRAINAGE EXHIBIT FOR ENT L___2_J LA COSTA TOWN cs_ SQUARE Re- NS.Ge:LOERT ADDENDUM MAP POCKET #3 PROPOSED DRAINAGE #1 CC#3 T 811 ADOeCXJM EXl-&T FOR DRANAOE REPORT: LA COSTA TOWN SQUARE PARCEL 3 , ";,,,...-.----_....._..... I ~-------~ ~=--_::---__:-- 11 :~~f ;~~~~;~~-n0ilifiii°c""!;c ~ C-•• • \1 '"''--:::------:-- 1,~ r wft--====---====---====--=- , ~ D-Yrt11""l"r~ -~ "' AREA #3---sc:::::-t-:r-'(l;-rhfa~~/ct--tt---t\-½--=J.--=::::\liL-,\-\ 0.135 AC SO LINE CAL TRAN "GO" /NL 12" STORM TO MWS UN ~~--:___~;::-r~, -~--::::::--.:::::::::.....,,1 ~ ----- == ~ ~: ~-=·=·==l -, ' LA COSTA TOWN SQUARE PROPOSED DRAINAGE MAP DRAINAGE ADDENDUM #1 CONSTRUCTION CHANGE #3 SB&D~ PLANNING ENC.NEERING SUR\/£YING 3990Ruffin RO<Jd, Suite 120 ~-0~"6-:1f.0im:.3560-8157 GRAPHIC SCALE '" 40' 40' 80' 120'