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HomeMy WebLinkAboutTechnical Report 3 - Drainage Study2807-0121 04/03/2023 PRELIMINARY DRAINAGE STUDY for TENTATIVE MAP CVT 23-0001 CONCEPTUAL GRADING PLAN OTAY RANCH VILLAGE 7, R-3, R-4, & R-8 APN: 644-241-06, 644-241-07, 644-241-08 & 644-241-10 C.V.T. 23-0001Prepared for: Baldwin and Sons LLC 20 Corporate Plaza Dr. Newport Beach, CA 92660 & Otay Project, L.P. 20 Corporate Plaza Dr. Newport Beach, CA 92660 (949) 640-8300 W.O. 2807-0121 May 10, 2024 07/26/2024 Alisa Vialpando, RCE # 47945 Date Hunsaker & Associates San Diego, Inc. Preliminary Drainage Study for Otay Ranch Village 7 R-3, R-4, & R-8 2807-0121 04/03/2023 TABLE OF CONTENTS SECTION Chapter 1 - Executive Summary I 1.1 Introduction 1.2 Summary of Existing Conditions 1.3 Summary of Proposed Conditions 1.4 Summary of Results 1.5 References Chapter 2 – Methodology & Model Development II 2.1 Rational Method Model Development Summary 2.2 Design Rainfall Determination - 100-Year, 6-Hour Rainfall Isopluvial Map - 100-Year, 24-Hour Rainfall Isopluvial Map - 50-Year, 6-Hour Rainfall Isopluvial Map - 50-Year, 24-Hour Rainfall Isopluvial Map 2.3 Runoff Coefficient Determination 2.4 Rainfall Intensity Determination - Maximum Overland Flow Length & Initial Time of Concentration Table - Urban Watershed Overland Time of Flow Nomograph - Manning’s Equation Nomograph - Intensity-Duration Design Chart Chapter 3 – Hydrologic Analysis III 3.1 Existing Models (See appendix A) 3.2 50-Year event for R-4 Mass Graded condition 3.3 100-Year event for R-4 Mass Graded condition 3.4 50-Year event for Ultimate condition 3.5 100-Year event for Ultimate condition Chapter 4 – Existing Inlet Calculations V Chapter 5 – Detention Analysis VI Chapter 6 – Hydrology Maps VII Appendix A – References Preliminary Drainage Study for OTAY RANCH VILLAGE R-3, R-4, & R-8 R:\1601\Hyd\DR\TM\Reports\1601-Drainage.doc w.o.2807-0137 4/18/2022 CHAPTER 1 EXECUTIVE SUMMARY Preliminary Drainage Study for Otay Ranch Village 7 R-3, R-4, & R-8 2807-0121 04/03/2023 CHAPTER 1 - EXECUTIVE SUMMARY 1.1 - Introduction Otay Ranch Village 7 R-8 & R-4 Conceptual Grading Plan project (herein referred to as “the project”) proposes: mass grading for R-8 lot (Lot 1, APN 644-241-07); rezoning R-8 and R-4 lot (lot 2- APN 644-241-08) from single-family to multi-family; and constructing the Vortac site east access road (APN 644-241-06) to replace the existing access road that runs through R-8 which will be removed in proposed conditions. Residential neighborhood R-8 was originally part of neighborhood R-3. In the March 2024 EIR Addendum, the western portion of neighborhood R-3 was adjusted, creating the distinct R-8 neighborhood. The southeast portion of residential neighborhood R-3 has been added to the Tentative Map (TM). No improvements or grading are proposed for this portion under this TM. The project will consist of a condominium development in its ultimate conditions, with a total number of 244 residential condominium dwelling units (123 units on R-8, and 121 units on R-4), recreational area, private drives, sidewalks, parking spaces, landscaped areas, and slopes. R-8 is located at the northeast corner of the intersection of La Media Road and Santa Luna Street, while R-4 is located at the southeast corner of the intersection. The Vortac east access road is located west of the intersection of Peabody Way and Magdalena Avenue. The project is in the City of Chula Vista, California (see the Vicinity Map below). The project area is approximately 12.60 acres, 3.11 acres, and 0.50 acres for R-8, R-4, and the Vortac site east access road respectively. Lot R-8 currently consists of a steep slope and an existing asphalt access road, while R-4 is mass graded with a sediment basin at the southwest corner of the lot. The proposed access road is currently a vacant site. This drainage study has been prepared to assess the 50- year and 100-year peak runoff rates and the proposed drainage system of R-8 and R-4 in their mass grading conditions, and Vortac east access road in its developed conditions. An additional hydrologic analysis has been provided using the ultimate conditions runoff factor for R-8 and R-4 to determine whether the existing downstream detention basin and storm drain facilities have adequate capacity for the proposed developed flows. Once the roads and buildings are laid out, an additional drainage report will be prepared to properly model each site. It is anticipated that the peak flows will be lower than shown in this report due to the drainage improvements that are expected to improve the overall drainage conditions as they will vary the time of concentration across the lots vs the mass grading condition where the lot sheet flows as one plane. In the ultimate conditions, R-8 runoff will be captured by the proposed inlets, catch basins and area drains. The captured flows will be routed via the proposed on-site storm drain system to proposed proprietary biofiltration best management practices (BMPs) to address water quality requirements. The treated flow will continue northerly towards the existing detention basin. The existing basin’s outlet structure is revised to accommodate for the developed conditions flows from R-8 in order to meet the hydromodification requirements. R-4 is part of the tributary area of Village 8 Preliminary Drainage Study for Otay Ranch Village 7 R-3, R-4, & R-8 2807-0121 04/03/2023 west Wolf Canyon basin (water quality/ hydromodification BF-1), and it was included in the drainage study using neighborhood commercial runoff factor. For more detail regarding the water quality compliance, please refer to a separate report – “Priority Development Project (PDP) Storm Water Quality Management Plan (SWQMP) for Otay Ranch Village 7 R-3,R-4 & R-8”, dated July 2024. The proposed storm drain hydraulic calculations and grade inlets sizing will be based on 50-year peak flows, while sump inlets will be sized to capture the 100-year peak flows. These calculations will be provided during the final engineering design. R-8’s storm drain system will have just one discharge point located immediately north on the existing detention basin per Rough Grading Plans for Otay Ranch Village 7 (DWG 05017), prepared by Hunsaker and Associates, San Diego Inc. and dated 09-30-2005. R-4 discharges into an existing sediment basin that continues downstream through La Media Road storm drain system, turns west in Main Street West and discharges into an existing Village 8 West Wolf Canyon (BF-1 biofiltration/ hydromodification) basin per Mass Grading Plans for Otay Ranch Village 8 West (DWG 14011), prepared by Hale Engineering, and dated 11/13/2020. See Appendix ‘A-2’ for relevant excerpts. The existing detention basin and Village 8 West Wolf Canyon basin (BF-1) discharges directly into Wolf Canyon and ultimately discharges into the Otay River and then to San Diego Bay. Please note that Vortac site proposed access road is the only proposed impervious area in the Conceptual Grading Plan for Village 7, R-8 and R-4. R-8 and R-4 lots will be in mass grading conditions with no impervious area on site. A separate drainage report and SWQMP will be submitted with the site design plan for each lot. Per City of Chula Vista criteria, the Modified Rational Method can be used to determine peak design flowrates when the contributing drainage area is less than 1.0 square mile. Since the total watershed area discharging from the site is less than 1.0 square mile, the AES-2015 computer software was used to model the runoff response per the Modified Rational Method. Methodology used for the computation of design rainfall events, runoff coefficients, and rainfall intensity values are consistent with criteria set forth in the “County of San Diego 2003 Hydrology Manual” & “City of Chula Vista Subdivision Manual”. A more detailed explanation of the methodology used for this analysis is listed in Chapter 2 of this report. Detailed calculations such as storm drain hydraulics will be prepared as part of the drainage study for the final engineering phase. Preliminary Drainage Study for Otay Ranch Village 7 R-3, R-4, & R-8 2807-0121 04/03/2023 Preliminary Drainage Study for Otay Ranch Village 7 R-3, R-4, & R-8 2807-0121 04/03/2023 1.2 – Summary of Existing Conditions Lot R-8 is a 12.60-acre site that is currently vacant and composed of slopes, brow ditches, and an asphalt road that crosses the site and provides access to Vortac site from La Media Road. In existing conditions, runoff from R-8 site sheet-flows westerly and northwesterly towards La Media Road where is intercepted by brow ditches that slopes northwesterly to direct the flows to catch basins and storm drain system that discharges into the existing detention basin at node 850, immediately north of the project site. The existing graded slopes, brow ditches, road and storm drain were constructed per the Rough Grading Plans for Otay Ranch Village 7 (DWG 05017), prepared by Hunsaker and Associates, San Diego Inc. and dated 09-29-2005. The 50-year and 100-year storm events for the existing detention basin and storm drain were calculated in the Rough Grading Hydrology Study for Otay Ranch Village 7, prepared by Hunsaker and Associates, San Diego Inc. and dated 07-19-2005. The mentioned study and plans were used as the existing conditions for R-8 in this report. Lot R-4 is approximately 3.11 acres that has been mass graded as part of the Otay Ranch Village 8 West Mass Grading Plan DWG. 14011-07 prepared by hale Engineering and dated 11/13/2023. Runoff from the site sheet flows southwesterly to be captured and routed via brow ditches and swales to the existing sediment basin at the southwest corner of the lot, where sediment control is provided. The discharge from the sediment basin is routed through a 30” CMP riser to the existing 18” storm drain pipe before tying into the exiting 60” pipe along La Media Road that ultimately discharges into the existing Village 8 West Wolf Canyon basin. Lot R-3 Lot R-3 is approximately 3.08 acres and consists of a slope and a portion of a mass-graded pad, which was graded as part of the Rough Grading Plans for Otay Ranch Village 7, DWG 05017. The site includes a vegetated slope adjacent to Magdalena Avenue, which slopes away from the street. The slope's runoff is directed to the pad either through brow ditches or surface flow. The flows from both the slope and the pad drain westerly, where they are captured and routed by the existing brow ditches. These flows then converge with runoff from the Vortac site, eventually discharging into the existing headwall at node 893. The proposed Vortac access road is part of FAA Vortac site, and currently it sheet flows in a southeastern direction towards a browditch that conveys the flows along the northern edge of Santa Luna Street westerly towards an existing headwall, where it enters the existing 18” RCP that ties into the existing 60” RCP storm drain per DWG. 14012 along La Media Road, which ultimately discharges into the existing Village 8 West Wolf Canyon basin (BF-1). The NRCS Web Soil Survey website has been used to determine the soil characteristics for the site. The soil classified as Hydrologic Soil Group “C” and “D”. Preliminary Drainage Study for Otay Ranch Village 7 R-3, R-4, & R-8 2807-0121 04/03/2023 1.3 – Summary of Proposed Conditions (TM CVT 23-0001 Conceptual Grading Plan) Lot R-8 will be mass graded with 1-1.5% slope in a southwest direction towards the proposed swale along the western boundary of the pad. The swale will convey the captured flows southerly to discharge into the proposed sediment basin southwest of the site to provide sediment control. Discharge from the sediment basin will be routed through the proposed 24” CMP riser to the proposed 24” storm drain pipe. The 24” storm drain pipe will travel northerly towards the proposed catch basin where it commingles with the runoff from the R-8 northern graded slope. The proposed catch basin will replace the existing headwall. The total discharge from the catch basin will enter the existing 42” RCP pipe that discharges into the existing detention basin. The existing basin’s outlet structure is revised to accommodate for the developed conditions flows from R-8 to meet the hydromodification requirements in the ultimate conditions. The proposed mass grading plan involves the removal of the existing Vortac Site access road from La Media Road. A new access road is being proposed to the Vortac Site from Magdalena Avenue east of R-8, as part of this project. This area is a small portion of Village 8 West Wolf Canyon biofiltration basin (BF-1) tributary area. However, a proprietary biofiltration unit will be proposed adjacent to the road to meet water quality requirements. R-8 off-site runoff will be ultimately split into two separate discharge points; the first one located north in the existing detention basin at node 850 and the second one located immediately south at node 893. The off-site runoff draining towards La Media Road and the existing basin will be captured with a system of brow ditches and catch basins and routed into the existing detention basin via storm drain. Off-site runoff draining towards Santa Luna Street will be captured with a brow ditch that discharges into the exiting catch basin at node 893 similarly to existing conditions. In the ultimate conditions, R-8 will consist of a condominium development with a total number of 123 residential condominium dwelling units, recreational area, private drives, sidewalks, parking spaces, landscaped areas, and slopes. The runoff from lot R-8 will be treated via proposed proprietary biofiltration BMPs prior to discharging into the existing detention basin. The ultimate proposed conditions were assumed to calculate the runoff factor in proposed conditions model. Lot R-4 will remain in the mass grading conditions with the existing sediment basin. The drainage report for Village 8 West assumes a runoff coefficient of 0.78 which is consistent with the assumed imperviousness in this report (proposed ultimate conditions for R-4). Therefore, no increase in runoff is expected from this site. In the ultimate conditions, R-4 will consist of a condominium development with a total number of 121 residential condominium dwelling units, recreational area, private drives, sidewalks, parking spaces, landscaped areas, and slopes. The site will be treated with a proprietary biofiltration BMPs prior to discharging into existing 60” pipe that runs on La Media Road. Preliminary Drainage Study for Otay Ranch Village 7 R-3, R-4, & R-8 2807-0121 04/03/2023 A separate Drainage report and SWQMP will be submitted with the Site Design Plan for R-8 and R-4. The hydrologic model for R-8 and R-4 has been prepared using elevations from the conceptual grading, but utilizing hydrologic features like storm drain pipe conveyance and high runoff coefficients to approximate ultimate conditions results. The runoff coefficient has been selected based on land use and preliminary building and street layouts. Lot R-3 will remain in its current condition and no grading or improvement will occur under this permit. Otay Ranch Village 7 Neighborhood R-3 has been added to Tentative Map CVT 23-0001 in order to transfer residential units to this neighborhood for a future development. Any future development will need to process entitlements for a site plan and preliminary grading plan. The future site plan and preliminary grading plan will include a drainage report and SWQMP to comply with City requirements. Future development will not be required to process a tentative map. For more detail regarding the water quality and hydromodification compliance, please refer to a separate report – “Priority Development Project (PDP) SWQMP Otay Ranch Village 7 R-8 and R-4”, dated July 2024. 1.4 – Results and Recommendations Table 1 summarizes the existing peak flows from the R-4 site using the mass graded condition to estimate the runoff generated by the lot. These flows can be then compared to table 2, where the runoff of the designed conditions assumes a built-out condition so the storm drain downstream could be properly sized without needing detention onsite. This storm drain has since been constructed with a storm drain stub to the R-4 property. Table 2 also summarizes the proposed conditions, revising the area that corresponds to R-4. Table 2 below summarizes the designed and proposed peak flows from the site. Per the City of Chula Vista rainfall isolpluvial maps, the design rainfall depth for the 50- year flow event at the project site area is 2.2 inches and for the 100-year flow event is 2.5 inches. The discharge from Lot R-8 commingles with other flows from Village 7 at the existing detention basin (Node 850) before discharging to the Wolf Canyon. Therefore, all flows discharging into the existing detention basin coming from non- disturbed areas were analyzed based on the Rough Grading Hydrology Study for Otay Ranch Village 7 prepared by H&A and dated July 19, 2005. The outlet structure of the existing detention basin has been revised to accommodate for the hydromodification requirements for Lot R-8 in the ultimate conditions; therefore, detention analysis has been provided using the revised configuration of the outlet structure (Node 851). Please refer to the detention analysis in Chapter 5. Preliminary Drainage Study for Otay Ranch Village 7 R-3, R-4, & R-8 2807-0121 04/03/2023 This report also analyzes the peak flow from the proposed graded slope east of R-8 area and the proposed access road (node 893) and compares it to the flow that was calculated in the previously mentioned hydrology study. Node 164 has been analyzed in this report to compare the discharge from lot R-4 to what was calculated in the Hydrology Study for Otay Ranch Village 8 West. Existing Basin Discussion: Lot R-8 discharges into an existing basin that was approved and constructed according to the Rough Grading Plans for Otay Ranch Village 7. This basin provides detention for all the tributary areas to Wolf Canyon at the discharge location. Node 851 has been chosen as the endpoint of the analysis, as it represents an existing cleanout where all flows tributary to the basin converge with upstream bypass runoff. The results indicate that the proposed runoff discharging to the basin is reduced, primarily due to the increased time of concentration for the runoff from Lot R-8. As a result, Lot R-8 does not require onsite detention or modifications to the existing basin to mitigate the development's impact. However, according to the PDP SWQMP for this development, hydromodification is required. Based on the referenced report, an alteration to the existing outlet structure is necessary to mitigate R-8. Below is a description of the existing outlet and the proposed outlet structure. Existing Outlet: Riser top= 400.9, Bottom= 390.0, 1-30” orifice at 390.0 Proposed Outlet:Riser top=401.6, Bottom=390.0, 1-10” orifice at 390.0, 1-12” orifice at 391.5, 2-18” orifices at 393.0, 3-18” orifices at 395.5. Table 1 - Summary of R-4 Existing Peak Flows Existing Conditions Discharge Location Area (acres)Runoff Coeff. “C”Q50 (cfs))Q100 (cfs) Node 164 92.5 0.71 217.12 269.46 Preliminary Drainage Study for Otay Ranch Village 7 R-3, R-4, & R-8 2807-0121 04/03/2023 Table 2 - Summary of Peak Flows Designed Conditions (1)Proposed Conditions (2)Difference Discharge Location Area (acres) Runoff Coeff. “C” Q50 (cfs))Q100 (cfs) Area (acres) Runoff Coeff. “C” Q50 (cfs)Q100 (cfs) Area (acres) Q50 (cfs) Q100 (cfs) Inflow to Basin 152.7 0.678 331.03 378.37 152.7 0.682 310.50 355.27 0 -20.53 -23.10 Outflow from Basin 152.7 0.678 151.20(3)151.20 152.7 0.682 119.00(4) 146.55 (4)0 -32.20 -4.65 Node 893 28.9 0.60 29.15 33.74 28.9 0.60 28.76(5)33.30(5)0 -0.39 -0.44 Node 164 93.9 0.72 221.91 274.89 92.5 0.72 221.24 274.14 -1.4 (6)-0.67 -0.75 (1) For Node 850, 851, and 893 values are from Rough Grading Hydrology Study for Otay Ranch Village 7 prepared by H&A and dated July 19, 2005. For Node 164 values from the Drainage Study for Otay Ranch Village 8 West, prepared by Hale Engineering, and dated October 25, 2019. The peak flows under existing conditions are the design flow rates presented in the approved studies for Village 7 and Village 8 West, which were used to design the downstream infrastructure. (2) Assuming ultimate conditions for R-8 and R-4 (3) Rough Grading Hydrology Study for Otay Ranch Village 7 does not provide detention performance for 100-yr event. It uses the same peak flow as the 50-yr result. It is expected that the flows for the 100-yr are higher. (4) The unmitigated flows in proposed conditions are lower than the existing unmitigated flows, so mitigation is not required. However, the riser in the existing basin is being modified per PDP SWQMP for this site to meet hydromodification requirements. Due to the proposed modification, the existing riser alters the detention capabilities of the basin. Chapter 4 analyzes this change. (5) No mitigation is proposed for these areas as the generated runoff decreases slightly due to the increased time of concentration. (6) The 1.4-acre difference in areas between the existing and proposed delineations originates from the preliminary area delineation in the master drainage study Drainage Study for Otay Ranch Village 8 West, prepared by Hale Engineering, and dated October 25, 2019. Initially, the slope south of R-4 drained towards the existing browditch and discharged into the sediment basin on R-4, making it part of the studied area for R-4. This slope has since been graded and incorporated into Parcel D. Consequently, the flows from this area were included and addressed in the Drainage Report for Parcel D, Permit No. GR23-0002, DWG No. 23021 Therefore, this minor area difference does not increase the calculated peak flow or negatively impact the downstream storm drain, as the routed flow to Parcel D and capacity of the existing storm drain were evaluated in the Drainage Report for Parcel D. Table 3 - Existing Basin information and revised outlet structure Basin Bottom Basin Top Bottom Area WSEL Riser Bottom Riser Top Riser dimensions Orifice Configuration 50-Yr 100-Yr 390 ft 403.9 ft 17,535 ft2 401.06 ft 401.96 ft 390 ft 401.6 ft 8’ x 8’1-10” orifice at 390.0, 1-12” orifice at 391.5, 2-18” orifices at 393.0, 3-18” orifices at 395.5 Preliminary Drainage Study for Otay Ranch Village 7 R-3, R-4, & R-8 2807-0121 04/03/2023 The Otay Ranch Village 7 R-8 & R-4 project will reduce the 50-year and the 100- year flowrates in the proposed conditions compared to the design flowrates presented in the approved studies for Village 7 and Village 8 West. This is due to the many acres of land being rerouted via streets and storm drain, which increases the times of concentration of such areas. Therefore, the project will not adversely affect the downstream storm drain system and no additional onsite detention is required. Otay Ranch Village 7 Neighborhood R-3 has been added to Tentative Map CVT 23- 0001 in order to transfer residential units to this neighborhood for a future development. Any future development will need to process entitlements for a site plan and preliminary grading plan. The future site plan and preliminary grading plan will include a drainage report and SWQMP to comply with City requirements. Future development will not be required to process a tentative map. Hydraulic calculations for the onsite private storm drain will be provided in the Final engineering. 1.5 - References City of Chula Vista Subdivision Manual. March 2012 “San Diego County Hydrology Manual”; Department of Public Works – Flood Control Division; County of San Diego, California; Revised June 2003. “Priority Development Project (PDP) SWQMP Otay Ranch Village 7 R-3, R-4 and R- 8”, dated July 2024 Hydrology/Drainage/Urban Runoff, Section 3-200, General Design Criteria; City of Chula Vista; County of San Diego, California; Revised March 2012. Rough Grading Plans for Otay Ranch Village 7 (DWG 05017), prepared by Hunsaker and Associates, San Diego Inc. and dated July 19, 2005. Rough Grading Hydrology Study for Otay Ranch Village 7, prepared by Hunsaker and Associates, San Diego Inc. and dated July 19, 2005. Rough Grading Plans for Otay Ranch Village 8 West (DWG 14011), prepared by Hale Engineering. and dated December 2, 2020. Drainage Study for Otay Ranch Ranch Village 8 West, prepared by Hale Engineering, and dated October 25, 2019. Preliminary Drainage Study for OTAY RANCH VILLAGE R-3, R-4, & R-8 R:\1601\Hyd\DR\TM\Reports\1601-Drainage.doc w.o.2807-0137 4/18/2022 CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.1 – Rational Method Model Development Summary Preliminary Drainage Study for Otay Ranch Village 7 R-3, R-4, & R-8 2807-0121 04/03/2023 Rational Method Hydrologic Analysis Computer Software Package – AES-2015 Design Storm - 50-Year and 100-Year Return Interval Land Use – High Dense Residential area, mixed use Soil Type - Hydrologic soil groups C and D were found on site:  Group C Soils have slow infiltration rate when thoroughly wetted; chiefly soils that have a layer impeding downward movement of water, or moderately fine to fine textured soils that have a slow infiltration rate. Rate of water transmission is slow.  Group D soils have very slow infiltration rates when thoroughly wetted. Consisting chiefly of clay soils with a high swelling potential, soils with a high permanent water table, soils with clay pan or clay layer at or near the surface, and shallow soils over nearly impervious materials, Group D soils have a very slow rate of water transmission. Runoff Coefficient – In accordance with the City of Chula Vista Section 3-203.3 (2) the runoff coefficient will be based off Dense Residential with a runoff coefficient of 0.75 for soil type D. For off-site slopes, runoff coefficients vary from 0.55 to 0.6 depending on the steepness of the area. Additionally, the analysis includes runoff coefficients of 0.9 for fully paved surfaces as well as 0.85 for paved surfaces with landscape (roads with median landscape and parkways). To confirm the appropriateness of the C value used for the proposed project, a weighted C value was computed. This calculation considered site-specific imperviousness, using a coefficient of 0.9 for impervious areas and 0.30 for pervious areas in soil type C, as per the San Diego County Hydrology Design Manual, Table 3-1. For the R-8 site, an imperviousness of 80% has been determined in a Soil C area, the C value is calculated as 0.80 x 0.9 + 0.20 x 0.3 = 0.78. Consequently, applying a runoff factor of 0.78 for the entire lot area is validated as accurate and more conservative than 0.75. For the R-4 site, and imperviousness of 79% with approximately 50% of the lot in a Soil C area and 50% in soil D area, the C value is calculated as 0.79 x 0.9 + 0.105 x 0.3 + 0.105 x 0.35 = 0.78 Consequently, applying a runoff factor of 0.78, like done so per the approved drainage study for Village 8 West, is validated as accurate. Method of Analysis – The Rational Method is the most widely used hydrologic model for estimating peak runoff rates. Applied to small urban and semi-urban areas with drainage areas less than 1.0 square mile, the Rational Method relates storm rainfall intensity, a runoff coefficient, and drainage area to peak runoff rate. This relationship is expressed by the equation: Preliminary Drainage Study for Otay Ranch Village 7 R-3, R-4, & R-8 2807-0121 04/03/2023 Q = CIA, where: Q = The peak runoff rate in cubic feet per second at the point of analysis. C = A runoff coefficient representing the area - averaged ratio of runoff to rainfall intensity. I = The time-averaged rainfall intensity in inches per hour corresponding to the time of concentration. A = The drainage basin area in acres. To perform a node-link study, the total watershed area is divided into subareas, which discharge at designated nodes. The procedure for the subarea summation model is as follows: (1) Subdivide the watershed into an initial subarea (generally 1 lot) and subsequent subareas, which are generally less than 10 acres in size. Assign upstream and downstream node numbers to each subarea. (2) Estimate an initial Tc by using the appropriate nomograph or overland flow velocity estimation. (3) Using the initial Tc, determine the corresponding values of I. Then Q = C I A. (4) Using Q, estimate the travel time between this node and the next by Manning’s equation as applied to the particular channel or conduit linking the two nodes. Then, repeat the calculation for Q based on the revised intensity (which is a function of the revised time of concentration) The nodes are joined together by links, which may be street gutter flows, drainage swales, drainage ditches, pipe flow, or various channel flows. The AES-2010 computer subarea menu is as follows: SUBAREA HYDROLOGIC PROCESS 1.Confluence analysis at node. 2.Initial subarea analysis (including time of concentration calculation). 3.Pipeflow travel time (computer estimated). 4.Pipeflow travel time (user specified). 5.Trapezoidal channel travel time. 6.Street flow analysis through subarea. 7.User - specified information at node. 8.Addition of subarea runoff to main line. 9.V-gutter flow through area. 10. Copy main stream data to memory bank 11. Confluence main stream data with a memory bank Preliminary Drainage Study for Otay Ranch Village 7 R-3, R-4, & R-8 2807-0121 04/03/2023 12. Clear a memory bank At the confluence point of two or more basins, the following procedure is used to combine peak flow rates to account for differences in the basin’s times of concentration. This adjustment is based on the assumption that each basin’s hydrographs are triangular in shape. (1). If the collection streams have the same times of concentration, then the Q values are directly summed, Qp = Qa + Qb; Tp = Ta = Tb (2). If the collection streams have different times of concentration, the smaller of the tributary Q values may be adjusted as follows: (i).The most frequent case is where the collection stream with the longer time of concentration has the larger Q. The smaller Q value is adjusted by the ratio of rainfall intensities. Qp = Qa + Qb (Ia/Ib); Tp = Ta (ii). In some cases, the collection stream with the shorter time of concentration has the larger Q. Then the smaller Q is adjusted by a ratio of the T values. Qp = Qb +Qa (Tb/Ta); Tp = T Preliminary Drainage Study for OTAY RANCH VILLAGE R-3, R-4, & R-8 R:\1601\Hyd\DR\TM\Reports\1601-Drainage.doc w.o.2807-0137 4/18/2022 CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.2 – Design Rainfall Determination Preliminary Drainage Study for OTAY RANCH VILLAGE R-3, R-4, & R-8 R:\1601\Hyd\DR\TM\Reports\1601-Drainage.doc w.o.2807-0137 4/18/2022 100-YEAR, 6-HOUR & 100-YEAR, 24 HOUR RAINFALL ISOPLUVIAL MAPS PROJECT SITE P6(50)=2.20 in Project Location P24(50) =3.85 in Preliminary Drainage Study for OTAY RANCH VILLAGE R-3, R-4, & R-8 R:\1601\Hyd\DR\TM\Reports\1601-Drainage.doc w.o.2807-0137 4/18/2022 50-YEAR, 6-HOUR & 50-YEAR, 24 HOUR RAINFALL ISOPLUVIAL MAPS PROJECT SITE P6(100)=2.50 in Project Location P24(100) =4.00 in Preliminary Drainage Study for OTAY RANCH VILLAGE R-3, R-4, & R-8 R:\1601\Hyd\DR\TM\Reports\1601-Drainage.doc w.o.2807-0137 4/18/2022 CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.3 – Rainfall Coefficient Determination Preliminary Drainage Study for OTAY RANCH VILLAGE R-3, R-4, & R-8 R:\1601\Hyd\DR\TM\Reports\1601-Drainage.doc w.o.2807-0137 4/18/2022 CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.4 – Rainfall Intensity Determination F I G U R E SOURCE: USDOT, FHWA, HDS-3 (1961) 3-7Manning’s Equation Nomograph s =0 .0 0 3 n =0 .0 2 SL O P E i n f e e t p e r f o o t - s HY D R A U L I C R A D I U S i n f e e t - R VE L O C I T Y i n f e e t p e r s e c o n d - V E X A M P L E R = 0.6 V = 2.9 EQUATION: V = ____ R2/3 s1/21.49 n 0.3 0.2 0.15 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.0003 0.0004 0.0005 0.0006 0.0007 0.0008 0.0009 0.001 20 10 9 8 7 6 5 4 3 2 1.0 0.9 0.8 0.7 0.6 0.5 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 2 3 4 10 9 8 7 6 5 50 40 30 20 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.09 0.10 0.2 0.3 0.4 GENERAL SOLUTION RO U G H N E S S C o e f f i c i e n t - n Project Location P24(50) =3.85 in Project Location P24(100) =4.00 in Preliminary Drainage Study for OTAY RANCH VILLAGE R-3, R-4, & R-8 R:\1601\Hyd\DR\TM\Reports\1601-Drainage.doc w.o.2807-0137 4/18/2022 CHAPTER 3 HYDROLOGIC ANALYSIS Preliminary Drainage Study for OTAY RANCH VILLAGE R-3, R-4, & R-8 R:\1601\Hyd\DR\TM\Reports\1601-Drainage.doc w.o.2807-0137 4/18/2022 CHAPTER 3.1 EXISTING MODELS (SEE APPENDIX A) Preliminary Drainage Study for OTAY RANCH VILLAGE R-3, R-4, & R-8 R:\1601\Hyd\DR\TM\Reports\1601-Drainage.doc w.o.2807-0137 4/18/2022 CHAPTER 3.2 EXISTING CONDITION (R-4 MASS GRADED PAD) 50-YEAR 50PRIN.OUT ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) Ver. 22.0 Release Date: 07/01/2015 License ID 1239 Analysis prepared by: Hunsaker & Associates San Diego, Inc. 9707 Waples Street San Diego, CA 92121 ************************** DESCRIPTION OF STUDY ************************** * OTAY RANCH VILLAGE 7, R-8 & R-4 * * 50-Year Mass Graded Conditions * * DLN: 1601, W.O. 9999-3336 * ************************************************************************** FILE NAME: R:\1601\HYD\DR\TM\CALCS\AES\50PRIN.DAT TIME/DATE OF STUDY: 11:45 07/30/2024 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 50.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.200 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 42.0 20.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 2 38.0 20.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 3 24.0 12.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 4 25.0 12.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 5 25.0 18.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 6 16.0 9.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 7 12.0 5.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 8 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 202.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 490.00 DOWNSTREAM ELEVATION(FEET) = 475.00 ELEVATION DIFFERENCE(FEET) = 15.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.178 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.796 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. Page 1 50PRIN.OUT SUBAREA RUNOFF(CFS) = 0.14 TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.14 **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 204.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.796 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .3500 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3535 SUBAREA AREA(ACRES) = 2.81 SUBAREA RUNOFF(CFS) = 5.70 TOTAL AREA(ACRES) = 2.8 TOTAL RUNOFF(CFS) = 5.84 TC(MIN.) = 4.18 **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 164.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 453.00 DOWNSTREAM(FEET) = 441.86 FLOW LENGTH(FEET) = 146.08 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.36 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.84 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 4.37 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 164.00 = 246.08 FEET. **************************************************************************** FLOW PROCESS FROM NODE 164.00 TO NODE 164.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 4.37 RAINFALL INTENSITY(INCH/HR) = 5.80 TOTAL STREAM AREA(ACRES) = 2.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.84 **************************************************************************** FLOW PROCESS FROM NODE 164.00 TO NODE 164.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.00 RAIN INTENSITY(INCH/HOUR) = 3.30 TOTAL AREA(ACRES) = 89.63 TOTAL RUNOFF(CFS) = 213.80 **************************************************************************** FLOW PROCESS FROM NODE 164.00 TO NODE 164.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.00 RAINFALL INTENSITY(INCH/HR) = 3.30 TOTAL STREAM AREA(ACRES) = 89.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 213.80 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.84 4.37 5.796 2.85 Page 2 50PRIN.OUT 2 213.80 12.00 3.296 89.63 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 83.78 4.37 5.796 2 217.12 12.00 3.296 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 217.12 Tc(MIN.) = 12.00 TOTAL AREA(ACRES) = 92.5 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 164.00 = 246.08 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 92.5 TC(MIN.) = 12.00 PEAK FLOW RATE(CFS) = 217.12 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS Page 3 Preliminary Drainage Study for OTAY RANCH VILLAGE R-3, R-4, & R-8 R:\1601\Hyd\DR\TM\Reports\1601-Drainage.doc w.o.2807-0137 4/18/2022 CHAPTER 3.3 EXISTING CONDITION (R-4 MASS GRADED PAD) 100-YEAR 100PRIN.OUT ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) Ver. 22.0 Release Date: 07/01/2015 License ID 1239 Analysis prepared by: Hunsaker & Associates San Diego, Inc. 9707 Waples Street San Diego, CA 92121 ************************** DESCRIPTION OF STUDY ************************** * OTAY RANCH VILLAGE 7, R-8 & R-4 * * 100-Year Mass Graded Conditions * * DLN: 1601, W.O. 9999-3336 * ************************************************************************** FILE NAME: R:\1601\HYD\DR\TM\CALCS\AES\100PRIN.DAT TIME/DATE OF STUDY: 12:00 07/30/2024 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 42.0 20.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 2 38.0 20.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 3 24.0 12.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 4 25.0 12.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 5 25.0 18.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 6 16.0 9.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 7 12.0 5.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 8 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 202.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 490.00 DOWNSTREAM ELEVATION(FEET) = 475.00 ELEVATION DIFFERENCE(FEET) = 15.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.178 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. Page 1 100PRIN.OUT SUBAREA RUNOFF(CFS) = 0.16 TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.16 **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 204.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .3500 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3535 SUBAREA AREA(ACRES) = 2.81 SUBAREA RUNOFF(CFS) = 6.48 TOTAL AREA(ACRES) = 2.8 TOTAL RUNOFF(CFS) = 6.64 TC(MIN.) = 4.18 **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 164.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 453.00 DOWNSTREAM(FEET) = 441.86 FLOW LENGTH(FEET) = 146.08 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.81 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.64 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 4.37 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 164.00 = 246.08 FEET. **************************************************************************** FLOW PROCESS FROM NODE 164.00 TO NODE 164.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 4.37 RAINFALL INTENSITY(INCH/HR) = 6.59 TOTAL STREAM AREA(ACRES) = 2.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.64 **************************************************************************** FLOW PROCESS FROM NODE 164.00 TO NODE 164.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.00 RAIN INTENSITY(INCH/HOUR) = 3.74 TOTAL AREA(ACRES) = 89.63 TOTAL RUNOFF(CFS) = 265.69 **************************************************************************** FLOW PROCESS FROM NODE 164.00 TO NODE 164.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.00 RAINFALL INTENSITY(INCH/HR) = 3.74 TOTAL STREAM AREA(ACRES) = 89.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 265.69 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.64 4.37 6.587 2.85 Page 2 100PRIN.OUT 2 265.69 12.00 3.745 89.63 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 103.34 4.37 6.587 2 269.46 12.00 3.745 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 269.46 Tc(MIN.) = 12.00 TOTAL AREA(ACRES) = 92.5 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 164.00 = 246.08 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 92.5 TC(MIN.) = 12.00 PEAK FLOW RATE(CFS) = 269.46 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS Page 3 Preliminary Drainage Study for OTAY RANCH VILLAGE R-3, R-4, & R-8 R:\1601\Hyd\DR\TM\Reports\1601-Drainage.doc w.o.2807-0137 4/18/2022 CHAPTER 3.4 ULTIMATE CONDITION 50-YEAR If memory From To Up Down total Land Use Base (ft)Z:1 maning Bank # 100 102 2 474.6 473.8 65 1.23%0.08 Multi Family 0.78 102 104 3 461.5 449.65 1150 1.03% 102 104 8 7.72 Multi Family 0.78 104 106 3 449.65 406 1120 3.90% 106 106 1 1-2 322 324 2 474 440 100 34.00%0.22 Vegetated Slope 0.60 324 106 5 440 416 455 5.27%2 2 0.015 324 106 8 0.93 Vegetated Slope 0.60 106 106 1 2-2 106 816 3 406 390 130 12.31%3.33 Basin (Hilly)0.55 816 850 8 816 850 10 1 308 310 2 476 474 75 2.67%0.08 Vegetated Slope 0.60 310 312 5 474 461.8 1090 1.12%2 2 0.015 310 312 8 2.77 Vegetated Slope 0.60 312 792 3 461.8 461.2 15 4.00% 792 792 10 2 314 316 2 462 458 95 4.21%0.04 Vegetated Slope 0.60 316 803 5 458 443 440 3.41%2 2 0.015 316 803 8 0.42 Vegetated Slope 0.60 803 793 3 436.81 433.7 38.96 7.98% 793 793 10 3 791 792 2 463 462.35 60 1.08%0.32 Commercial 0.90 792 792 11 2 792 792 12 2 792 793 6 461 442 557 3.29%1.15 Commercial 9.00 793 793 11 3 793 793 12 3 793 784 3 433.2 432.4 64.25 1.25% 784 784 11 2 784 784 12 2 784 784 10 2 EVENT Q (CFS)A (AC)TC (MIN)EVENT Q (CFS)A (AC) TC (MIN) 788 788 7 100-YR 3.96 1.17 7.2 50-YR 3.46 1.17 7.27 788 783 3 438.03 435.26 23.75 11.66% 783 783 1 1-2 EVENT Q (CFS)A (AC)TC (MIN)EVENT Q (CFS)A (AC) TC (MIN) 783 783 7 100-YR 7.96 1.78 6.25 50-YR 6.93 1.78 6.35 783 783 1 2-2 783 784 3 434.93 432.9 36.25 5.60% 784 784 11 2 784 784 12 2 784 804 3 432.4 398.05 723.1 4.75% 804 804 1 1-3 EVENT Q (CFS)A (AC)TC (MIN)EVENT Q (CFS)A (AC) TC (MIN) 932 932 7 100-YR 6.45 1.56 5.27 50-YR 5.64 1.56 5.34 932 804 3 399.19 398.55 64 1.00% 804 804 1 2-3 318 320 2 470 440 100 30.00%0.13 Vegetated Slope 0.60 320 808 5 440 409.1 590 5.24%2 2 0.015 320 808 8 1.28 Vegetated Slope 0.60 808 804 3 399.67 398.55 101 1.11% 804 804 1 3-3 804 756 3 398.05 393.15 309.38 1.58% 756 756 1 1-2 EVENT Q (CFS)A (AC)TC (MIN)EVENT Q (CFS)A (AC) TC (MIN) 769 769 7 100-YR 19.01 4.06 6.44 50-YR 16.54 4.06 6.56 769 756 3 394.26 393.65 61 1.00% 756 756 1 2-2 756 755 3 392.65 392.3 69.54 0.50% 755 755 1 1-3 EVENT Q (CFS)A (AC)TC (MIN)EVENT Q (CFS)A (AC) TC (MIN) 746 746 7 100-YR 192.31 73.73 12.23 50-YR 168.9 73.73 12.48 746 755 3 393.68 391.3 183.06 1.30% 755 755 1 2-3 EVENT Q (CFS)A (AC)TC (MIN)EVENT Q (CFS)A (AC) TC (MIN) If Channel AES PR INPUT DATA Node #Area C valueElevationLengthCodeSlope 763 763 7 100-YR 19.91 4.12 6.26 50-YR 17.26 4.12 6.41 763 755 3 393.25 391.98 25.5 4.98% 755 755 1 3-3 755 850 3 390.8 390 96.43 0.83% 850 850 10 2 EVENT Q (CFS)A (AC)TC (MIN)EVENT Q (CFS)A (AC) TC (MIN) 824 835 7 100-YR 73.47 29.23 8.59 50-YR 65.09 29.23 8.63 835 835 1 1-2 300 302 2 578 576 75 2.67%0.10 Vegetated Slope 0.60 302 304 5 576 425 1400 10.79%2 2 0.015 302 304 8 4.65 Vegetated Slope 0.60 306 304 8 0.32 Vegetated Slope 0.60 304 835 5 425 420 80 6.25%2 2 0.015 835 835 1 2-2 835 836 3 419 414.99 71.76 5.59% 836 743.5 5 414.99 390 300 8.33%15 2 0.019 743.5 743.5 1 1-2 EVENT Q (CFS)A (AC)TC (MIN)EVENT Q (CFS)A (AC) TC (MIN) 743.5 743.5 7 100-YR 43.88 13.55 10.48 50-YR 38.29 13.55 10.62 743.5 743.5 1 2-2 743.5 850 11 2 743.5 850 12 2 850 850 11 1 850 850 12 1 Total Area 881 882 2 576 571 100 5.00%1.02 Vegetated Slope 0.60 882 883 3 571 495 8449 0.90% 882 883 8 15.11 Vegetated Slope 0.60 883 883 1 1-2 250 252 2 561 560.35 60 1.08%0.06 Road 0.90 252 254 6 560.35 540 520 3.91%0.28 Road 0.90 254 256 3 535 525 50 20.00% 256 883 5 525 495 948 3.16%3 2 0.015 883 883 1 2-2 884 883 8 2.55 Vegetated Slope 0.60 883 885 5 495 462 668 4.94%3 2 0.015 892 885 8 2.87 Vegetated Slope 0.60 885 885 8 0.60 Vegetated Slope 0.60 885 893 5 462 456.32 270 2.10%3 2 0.015 893 893 1 1-2 400 402 2 577 575 75 2.67%0.20 Vegetated Slope 0.60 402 893 5 575 456.32 1320 8.99%2 2 0.015 402 893 8 6.19 Vegetated Slope 0.60 893 893 1 2-2 Total Area 200 202 2 490 475 100 15.00%0.04 Multi Family 0.78 202 204 3 465 453 720 1.67% 202 204 8 2.81 Multi Family 0.78 204 164 3 453 441.86 146.08 7.63% 164 164 1 1-2 EVENT Q (CFS)A (AC)TC (MIN)EVENT Q (CFS)A (AC) TC (MIN) 164 164 7 100-YR 265.69 89.63 12 50-YR 213.8 89.63 12 164 164 1 2-2 Total Area For Mass graded condition analysis, Nodes 100 to 104 and 200 to 204 were modeled with a 0.35 runoff coefficient Summary of areas to existing 164 Node (Existing Cleanout) 92.48 Summary of areas to existing Basin 152.74 Summary of areas to existing 893 Node (Existing Headwall) 28.88 50PR.OUT ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) Ver. 22.0 Release Date: 07/01/2015 License ID 1239 Analysis prepared by: Hunsaker & Associates San Diego, Inc. 9707 Waples Street San Diego, CA 92121 ************************** DESCRIPTION OF STUDY ************************** * OTAY RANCH VILLAGE 7, R-8 & R-4 * * 50-Year Developed Condition * * DLN: 1601, W.O. 9999-3336 * ************************************************************************** FILE NAME: R:\1601\HYD\DR\TM\CALCS\AES\50PR.DAT TIME/DATE OF STUDY: 14:57 07/25/2024 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 50.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.200 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 42.0 20.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 2 38.0 20.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 3 24.0 12.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 4 25.0 12.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 5 25.0 18.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 6 16.0 9.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 7 12.0 5.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 8 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 102.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7800 INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00 UPSTREAM ELEVATION(FEET) = 474.60 DOWNSTREAM ELEVATION(FEET) = 473.80 ELEVATION DIFFERENCE(FEET) = 0.80 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.333 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.796 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.36 Page 1 50PR.OUT TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.36 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 104.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 461.50 DOWNSTREAM(FEET) = 449.65 FLOW LENGTH(FEET) = 1150.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.86 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.36 PIPE TRAVEL TIME(MIN.) = 6.71 Tc(MIN.) = 11.04 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 1215.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 104.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.477 *USER SPECIFIED(SUBAREA): DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7800 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7800 SUBAREA AREA(ACRES) = 7.72 SUBAREA RUNOFF(CFS) = 20.94 TOTAL AREA(ACRES) = 7.8 TOTAL RUNOFF(CFS) = 21.16 TC(MIN.) = 11.04 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 106.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 449.65 DOWNSTREAM(FEET) = 406.00 FLOW LENGTH(FEET) = 1120.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.75 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.16 PIPE TRAVEL TIME(MIN.) = 1.36 Tc(MIN.) = 12.40 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 2335.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.40 RAINFALL INTENSITY(INCH/HR) = 3.23 TOTAL STREAM AREA(ACRES) = 7.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.16 **************************************************************************** FLOW PROCESS FROM NODE 322.00 TO NODE 324.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 474.00 DOWNSTREAM ELEVATION(FEET) = 440.00 ELEVATION DIFFERENCE(FEET) = 34.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.178 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! Page 2 50PR.OUT 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.796 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.77 TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 0.77 **************************************************************************** FLOW PROCESS FROM NODE 324.00 TO NODE 106.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 440.00 DOWNSTREAM(FEET) = 416.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 455.00 CHANNEL SLOPE = 0.0527 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.77 FLOW VELOCITY(FEET/SEC.) = 4.06 FLOW DEPTH(FEET) = 0.09 TRAVEL TIME(MIN.) = 1.87 Tc(MIN.) = 6.05 LONGEST FLOWPATH FROM NODE 322.00 TO NODE 106.00 = 555.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 324.00 TO NODE 106.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.127 VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.6000 SUBAREA AREA(ACRES) = 0.93 SUBAREA RUNOFF(CFS) = 2.86 TOTAL AREA(ACRES) = 1.1 TOTAL RUNOFF(CFS) = 3.54 TC(MIN.) = 6.05 **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.05 RAINFALL INTENSITY(INCH/HR) = 5.13 TOTAL STREAM AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.54 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 21.16 12.40 3.227 7.80 2 3.54 6.05 5.127 1.15 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 13.86 6.05 5.127 2 23.38 12.40 3.227 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 23.38 Tc(MIN.) = 12.40 TOTAL AREA(ACRES) = 8.9 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 2335.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 816.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< Page 3 50PR.OUT ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 406.00 DOWNSTREAM(FEET) = 390.00 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 21.20 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.38 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 12.50 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 816.00 = 2465.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 816.00 TO NODE 850.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.210 VEGETATED SLOPES (HILLY) RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7008 SUBAREA AREA(ACRES) = 3.33 SUBAREA RUNOFF(CFS) = 5.88 TOTAL AREA(ACRES) = 12.3 TOTAL RUNOFF(CFS) = 27.62 TC(MIN.) = 12.50 **************************************************************************** FLOW PROCESS FROM NODE 816.00 TO NODE 850.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 308.00 TO NODE 310.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 476.00 DOWNSTREAM ELEVATION(FEET) = 474.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.621 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.375 SUBAREA RUNOFF(CFS) = 0.26 TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.26 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 312.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 474.00 DOWNSTREAM(FEET) = 461.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 1090.00 CHANNEL SLOPE = 0.0112 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.26 FLOW VELOCITY(FEET/SEC.) = 1.68 FLOW DEPTH(FEET) = 0.07 TRAVEL TIME(MIN.) = 10.79 Tc(MIN.) = 16.41 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 312.00 = 1165.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 312.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.693 VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.6000 SUBAREA AREA(ACRES) = 2.77 SUBAREA RUNOFF(CFS) = 4.48 TOTAL AREA(ACRES) = 2.8 TOTAL RUNOFF(CFS) = 4.60 Page 4 50PR.OUT TC(MIN.) = 16.41 **************************************************************************** FLOW PROCESS FROM NODE 312.00 TO NODE 792.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 461.80 DOWNSTREAM(FEET) = 461.20 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.17 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.60 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 16.44 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 792.00 = 1180.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 792.00 TO NODE 792.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 314.00 TO NODE 316.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 95.00 UPSTREAM ELEVATION(FEET) = 462.00 DOWNSTREAM ELEVATION(FEET) = 458.00 ELEVATION DIFFERENCE(FEET) = 4.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.433 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.494 SUBAREA RUNOFF(CFS) = 0.13 TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.13 **************************************************************************** FLOW PROCESS FROM NODE 316.00 TO NODE 803.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 458.00 DOWNSTREAM(FEET) = 443.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 440.00 CHANNEL SLOPE = 0.0341 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.13 FLOW VELOCITY(FEET/SEC.) = 1.91 FLOW DEPTH(FEET) = 0.03 TRAVEL TIME(MIN.) = 3.84 Tc(MIN.) = 9.27 LONGEST FLOWPATH FROM NODE 314.00 TO NODE 803.00 = 535.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 316.00 TO NODE 803.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.893 VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.6000 SUBAREA AREA(ACRES) = 0.42 SUBAREA RUNOFF(CFS) = 0.98 TOTAL AREA(ACRES) = 0.5 TOTAL RUNOFF(CFS) = 1.07 TC(MIN.) = 9.27 **************************************************************************** FLOW PROCESS FROM NODE 803.00 TO NODE 793.00 IS CODE = 31 ---------------------------------------------------------------------------- Page 5 50PR.OUT >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 436.81 DOWNSTREAM(FEET) = 433.70 FLOW LENGTH(FEET) = 38.96 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.68 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.07 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 9.35 LONGEST FLOWPATH FROM NODE 314.00 TO NODE 793.00 = 573.96 FEET. **************************************************************************** FLOW PROCESS FROM NODE 793.00 TO NODE 793.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 791.00 TO NODE 792.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ COMMERCIAL AREA RUNOFF COEFFICIENT = .8500 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) = 463.00 DOWNSTREAM ELEVATION(FEET) = 462.35 ELEVATION DIFFERENCE(FEET) = 0.65 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.394 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.796 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 1.58 TOTAL AREA(ACRES) = 0.32 TOTAL RUNOFF(CFS) = 1.58 **************************************************************************** FLOW PROCESS FROM NODE 792.00 TO NODE 792.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.58 3.39 5.796 0.32 LONGEST FLOWPATH FROM NODE 791.00 TO NODE 792.00 = 60.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.60 16.44 2.690 2.85 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 792.00 = 1180.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 2.53 3.39 5.796 2 5.34 16.44 2.690 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.34 Tc(MIN.) = 16.44 TOTAL AREA(ACRES) = 3.2 **************************************************************************** FLOW PROCESS FROM NODE 792.00 TO NODE 792.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** Page 6 50PR.OUT FLOW PROCESS FROM NODE 792.00 TO NODE 793.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 461.00 DOWNSTREAM ELEVATION(FEET) = 442.00 STREET LENGTH(FEET) = 557.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 42.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.55 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.55 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.51 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.61 STREET FLOW TRAVEL TIME(MIN.) = 2.06 Tc(MIN.) = 18.50 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.493 COMMERCIAL AREA RUNOFF COEFFICIENT = .8500 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.685 SUBAREA AREA(ACRES) = 1.15 SUBAREA RUNOFF(CFS) = 2.44 TOTAL AREA(ACRES) = 4.3 PEAK FLOW RATE(CFS) = 7.38 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.19 FLOW VELOCITY(FEET/SEC.) = 4.60 DEPTH*VELOCITY(FT*FT/SEC.) = 1.70 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 793.00 = 1737.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 793.00 TO NODE 793.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.38 18.50 2.493 4.32 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 793.00 = 1737.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.07 9.35 3.870 0.46 LONGEST FLOWPATH FROM NODE 314.00 TO NODE 793.00 = 573.96 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 4.80 9.35 3.870 2 8.07 18.50 2.493 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.07 Tc(MIN.) = 18.50 TOTAL AREA(ACRES) = 4.8 **************************************************************************** FLOW PROCESS FROM NODE 793.00 TO NODE 793.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 3 <<<<< ============================================================================ Page 7 50PR.OUT **************************************************************************** FLOW PROCESS FROM NODE 793.00 TO NODE 784.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 433.20 DOWNSTREAM(FEET) = 432.40 FLOW LENGTH(FEET) = 64.25 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.86 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.07 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 18.65 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 784.00 = 1801.25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 784.00 TO NODE 784.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 788.00 TO NODE 788.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 7.27 RAIN INTENSITY(INCH/HOUR) = 4.55 TOTAL AREA(ACRES) = 1.17 TOTAL RUNOFF(CFS) = 3.46 **************************************************************************** FLOW PROCESS FROM NODE 788.00 TO NODE 783.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 438.03 DOWNSTREAM(FEET) = 435.26 FLOW LENGTH(FEET) = 23.75 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.37 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.46 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.30 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 783.00 = 1825.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 783.00 TO NODE 783.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.30 RAINFALL INTENSITY(INCH/HR) = 4.54 TOTAL STREAM AREA(ACRES) = 1.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.46 **************************************************************************** FLOW PROCESS FROM NODE 783.00 TO NODE 783.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 6.35 RAIN INTENSITY(INCH/HOUR) = 4.97 TOTAL AREA(ACRES) = 1.78 TOTAL RUNOFF(CFS) = 6.93 **************************************************************************** FLOW PROCESS FROM NODE 783.00 TO NODE 783.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< Page 8 50PR.OUT >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.35 RAINFALL INTENSITY(INCH/HR) = 4.97 TOTAL STREAM AREA(ACRES) = 1.78 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.93 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.46 7.30 4.540 1.17 2 6.93 6.35 4.968 1.78 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 9.94 6.35 4.968 2 9.79 7.30 4.540 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.94 Tc(MIN.) = 6.35 TOTAL AREA(ACRES) = 2.9 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 783.00 = 1825.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 783.00 TO NODE 784.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 434.93 DOWNSTREAM(FEET) = 432.90 FLOW LENGTH(FEET) = 36.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.78 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.94 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 6.40 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 784.00 = 1861.25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 784.00 TO NODE 784.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.94 6.40 4.945 2.95 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 784.00 = 1861.25 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.07 18.65 2.479 4.78 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 784.00 = 1801.25 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 12.71 6.40 4.945 2 13.05 18.65 2.479 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.05 Tc(MIN.) = 18.65 Page 9 50PR.OUT TOTAL AREA(ACRES) = 7.7 **************************************************************************** FLOW PROCESS FROM NODE 784.00 TO NODE 784.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 784.00 TO NODE 804.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 432.40 DOWNSTREAM(FEET) = 398.05 FLOW LENGTH(FEET) = 723.10 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.85 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.05 PIPE TRAVEL TIME(MIN.) = 0.94 Tc(MIN.) = 19.59 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 804.00 = 2584.35 FEET. **************************************************************************** FLOW PROCESS FROM NODE 804.00 TO NODE 804.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.59 RAINFALL INTENSITY(INCH/HR) = 2.40 TOTAL STREAM AREA(ACRES) = 7.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.05 **************************************************************************** FLOW PROCESS FROM NODE 932.00 TO NODE 932.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 5.34 RAIN INTENSITY(INCH/HOUR) = 5.56 TOTAL AREA(ACRES) = 1.56 TOTAL RUNOFF(CFS) = 5.64 **************************************************************************** FLOW PROCESS FROM NODE 932.00 TO NODE 804.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 399.19 DOWNSTREAM(FEET) = 398.55 FLOW LENGTH(FEET) = 64.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.82 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.64 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 5.52 LONGEST FLOWPATH FROM NODE 322.00 TO NODE 804.00 = 619.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 804.00 TO NODE 804.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.52 RAINFALL INTENSITY(INCH/HR) = 5.44 TOTAL STREAM AREA(ACRES) = 1.56 Page 10 50PR.OUT PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.64 **************************************************************************** FLOW PROCESS FROM NODE 318.00 TO NODE 320.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 470.00 DOWNSTREAM ELEVATION(FEET) = 440.00 ELEVATION DIFFERENCE(FEET) = 30.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.178 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.796 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.45 **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 808.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 440.00 DOWNSTREAM(FEET) = 409.10 CHANNEL LENGTH THRU SUBAREA(FEET) = 590.00 CHANNEL SLOPE = 0.0524 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.45 FLOW VELOCITY(FEET/SEC.) = 3.33 FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 2.96 Tc(MIN.) = 7.13 LONGEST FLOWPATH FROM NODE 318.00 TO NODE 808.00 = 690.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 808.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.609 VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.6000 SUBAREA AREA(ACRES) = 1.28 SUBAREA RUNOFF(CFS) = 3.54 TOTAL AREA(ACRES) = 1.4 TOTAL RUNOFF(CFS) = 3.90 TC(MIN.) = 7.13 **************************************************************************** FLOW PROCESS FROM NODE 808.00 TO NODE 804.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 399.67 DOWNSTREAM(FEET) = 398.55 FLOW LENGTH(FEET) = 101.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.50 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.90 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 7.44 LONGEST FLOWPATH FROM NODE 318.00 TO NODE 804.00 = 791.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 804.00 TO NODE 804.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 Page 11 50PR.OUT CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 7.44 RAINFALL INTENSITY(INCH/HR) = 4.49 TOTAL STREAM AREA(ACRES) = 1.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.90 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.05 19.59 2.402 7.73 2 5.64 5.52 5.436 1.56 3 3.90 7.44 4.485 1.41 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 12.21 5.52 5.436 2 13.51 7.44 4.485 3 17.63 19.59 2.402 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.63 Tc(MIN.) = 19.59 TOTAL AREA(ACRES) = 10.7 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 804.00 = 2584.35 FEET. **************************************************************************** FLOW PROCESS FROM NODE 804.00 TO NODE 756.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 398.05 DOWNSTREAM(FEET) = 393.15 FLOW LENGTH(FEET) = 309.38 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.94 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.63 PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 20.17 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 756.00 = 2893.73 FEET. **************************************************************************** FLOW PROCESS FROM NODE 756.00 TO NODE 756.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.17 RAINFALL INTENSITY(INCH/HR) = 2.36 TOTAL STREAM AREA(ACRES) = 10.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.63 **************************************************************************** FLOW PROCESS FROM NODE 769.00 TO NODE 769.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 6.56 RAIN INTENSITY(INCH/HOUR) = 4.87 TOTAL AREA(ACRES) = 4.06 TOTAL RUNOFF(CFS) = 16.54 **************************************************************************** FLOW PROCESS FROM NODE 769.00 TO NODE 756.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 394.26 DOWNSTREAM(FEET) = 393.65 Page 12 50PR.OUT FLOW LENGTH(FEET) = 61.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.54 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.54 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 6.69 LONGEST FLOWPATH FROM NODE 322.00 TO NODE 756.00 = 680.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 756.00 TO NODE 756.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.69 RAINFALL INTENSITY(INCH/HR) = 4.80 TOTAL STREAM AREA(ACRES) = 4.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.54 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 17.63 20.17 2.358 10.70 2 16.54 6.69 4.802 4.06 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 25.20 6.69 4.802 2 25.75 20.17 2.358 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 25.75 Tc(MIN.) = 20.17 TOTAL AREA(ACRES) = 14.8 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 756.00 = 2893.73 FEET. **************************************************************************** FLOW PROCESS FROM NODE 756.00 TO NODE 755.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 392.62 DOWNSTREAM(FEET) = 392.30 FLOW LENGTH(FEET) = 69.54 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.13 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.75 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 20.36 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 755.00 = 2963.27 FEET. **************************************************************************** FLOW PROCESS FROM NODE 755.00 TO NODE 755.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.36 RAINFALL INTENSITY(INCH/HR) = 2.34 TOTAL STREAM AREA(ACRES) = 14.76 PEAK FLOW RATE(CFS) AT CONFLUENCE = 25.75 **************************************************************************** FLOW PROCESS FROM NODE 746.00 TO NODE 746.00 IS CODE = 7 ---------------------------------------------------------------------------- Page 13 50PR.OUT >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.48 RAIN INTENSITY(INCH/HOUR) = 3.21 TOTAL AREA(ACRES) = 73.73 TOTAL RUNOFF(CFS) = 168.90 **************************************************************************** FLOW PROCESS FROM NODE 746.00 TO NODE 755.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 393.68 DOWNSTREAM(FEET) = 391.30 FLOW LENGTH(FEET) = 183.06 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 38.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.62 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 168.90 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 12.69 LONGEST FLOWPATH FROM NODE 322.00 TO NODE 755.00 = 863.06 FEET. **************************************************************************** FLOW PROCESS FROM NODE 755.00 TO NODE 755.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.69 RAINFALL INTENSITY(INCH/HR) = 3.18 TOTAL STREAM AREA(ACRES) = 73.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 168.90 **************************************************************************** FLOW PROCESS FROM NODE 763.00 TO NODE 763.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 6.41 RAIN INTENSITY(INCH/HOUR) = 4.94 TOTAL AREA(ACRES) = 4.12 TOTAL RUNOFF(CFS) = 17.26 **************************************************************************** FLOW PROCESS FROM NODE 763.00 TO NODE 755.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 393.25 DOWNSTREAM(FEET) = 391.98 FLOW LENGTH(FEET) = 25.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.90 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.26 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 6.44 LONGEST FLOWPATH FROM NODE 318.00 TO NODE 755.00 = 816.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 755.00 TO NODE 755.00 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.) = 6.44 RAINFALL INTENSITY(INCH/HR) = 4.92 TOTAL STREAM AREA(ACRES) = 4.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.26 ** CONFLUENCE DATA ** Page 14 50PR.OUT STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 25.75 20.36 2.343 14.76 2 168.90 12.69 3.179 73.73 3 17.26 6.44 4.923 4.12 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) 1 115.25 6.44 4.923 2 199.03 12.69 3.179 3 158.48 20.36 2.343 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 199.03 Tc(MIN.) = 12.69 TOTAL AREA(ACRES) = 92.6 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 755.00 = 2963.27 FEET. **************************************************************************** FLOW PROCESS FROM NODE 755.00 TO NODE 850.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 390.80 DOWNSTREAM(FEET) = 390.00 FLOW LENGTH(FEET) = 96.43 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 43.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.94 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 199.03 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 12.81 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 850.00 = 3059.70 FEET. **************************************************************************** FLOW PROCESS FROM NODE 850.00 TO NODE 850.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 824.00 TO NODE 835.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 8.63 RAIN INTENSITY(INCH/HOUR) = 4.08 TOTAL AREA(ACRES) = 29.23 TOTAL RUNOFF(CFS) = 65.09 **************************************************************************** FLOW PROCESS FROM NODE 835.00 TO NODE 835.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.63 RAINFALL INTENSITY(INCH/HR) = 4.08 TOTAL STREAM AREA(ACRES) = 29.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 65.09 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 302.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 Page 15 50PR.OUT UPSTREAM ELEVATION(FEET) = 578.00 DOWNSTREAM ELEVATION(FEET) = 576.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.621 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.375 SUBAREA RUNOFF(CFS) = 0.32 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.32 **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 304.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 576.00 DOWNSTREAM(FEET) = 425.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1400.00 CHANNEL SLOPE = 0.1079 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.32 FLOW VELOCITY(FEET/SEC.) = 3.78 FLOW DEPTH(FEET) = 0.04 TRAVEL TIME(MIN.) = 6.18 Tc(MIN.) = 11.80 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 304.00 = 1475.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 304.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.332 VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.6000 SUBAREA AREA(ACRES) = 4.65 SUBAREA RUNOFF(CFS) = 9.30 TOTAL AREA(ACRES) = 4.8 TOTAL RUNOFF(CFS) = 9.50 TC(MIN.) = 11.80 **************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 304.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.332 VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.6000 SUBAREA AREA(ACRES) = 0.32 SUBAREA RUNOFF(CFS) = 0.64 TOTAL AREA(ACRES) = 5.1 TOTAL RUNOFF(CFS) = 10.14 TC(MIN.) = 11.80 **************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 835.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 425.00 DOWNSTREAM(FEET) = 420.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 80.00 CHANNEL SLOPE = 0.0625 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.150 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 10.14 FLOW VELOCITY(FEET/SEC.) = 1.97 FLOW DEPTH(FEET) = 1.18 TRAVEL TIME(MIN.) = 0.68 Tc(MIN.) = 12.47 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 835.00 = 1555.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 835.00 TO NODE 835.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 Page 16 50PR.OUT CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.47 RAINFALL INTENSITY(INCH/HR) = 3.21 TOTAL STREAM AREA(ACRES) = 5.07 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.14 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 65.09 8.63 4.076 29.23 2 10.14 12.47 3.214 5.07 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 72.10 8.63 4.076 2 61.46 12.47 3.214 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 72.10 Tc(MIN.) = 8.63 TOTAL AREA(ACRES) = 34.3 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 835.00 = 3059.70 FEET. **************************************************************************** FLOW PROCESS FROM NODE 835.00 TO NODE 836.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 419.00 DOWNSTREAM(FEET) = 414.99 FLOW LENGTH(FEET) = 71.76 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 20.74 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 72.10 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 8.69 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 836.00 = 3131.46 FEET. **************************************************************************** FLOW PROCESS FROM NODE 836.00 TO NODE 743.50 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 414.99 DOWNSTREAM(FEET) = 390.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL SLOPE = 0.0833 CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.019 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 72.10 FLOW VELOCITY(FEET/SEC.) = 11.65 FLOW DEPTH(FEET) = 0.39 TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 9.12 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 743.50 = 3431.46 FEET. **************************************************************************** FLOW PROCESS FROM NODE 743.50 TO NODE 743.50 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.12 RAINFALL INTENSITY(INCH/HR) = 3.93 TOTAL STREAM AREA(ACRES) = 34.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 72.10 **************************************************************************** FLOW PROCESS FROM NODE 743.50 TO NODE 743.50 IS CODE = 7 ---------------------------------------------------------------------------- Page 17 50PR.OUT >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 10.62 RAIN INTENSITY(INCH/HOUR) = 3.57 TOTAL AREA(ACRES) = 13.55 TOTAL RUNOFF(CFS) = 38.29 **************************************************************************** FLOW PROCESS FROM NODE 743.50 TO NODE 743.50 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.62 RAINFALL INTENSITY(INCH/HR) = 3.57 TOTAL STREAM AREA(ACRES) = 13.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 38.29 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 72.10 9.12 3.935 34.30 2 38.29 10.62 3.566 13.55 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 104.97 9.12 3.935 2 103.63 10.62 3.566 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 104.97 Tc(MIN.) = 9.12 TOTAL AREA(ACRES) = 47.8 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 743.50 = 3431.46 FEET. **************************************************************************** FLOW PROCESS FROM NODE 743.50 TO NODE 850.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 104.97 9.12 3.935 47.85 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 850.00 = 3431.46 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 199.03 12.81 3.159 92.61 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 850.00 = 3059.70 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 246.59 9.12 3.935 2 283.31 12.81 3.159 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 283.31 Tc(MIN.) = 12.81 TOTAL AREA(ACRES) = 140.5 **************************************************************************** FLOW PROCESS FROM NODE 743.50 TO NODE 850.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<< Page 18 50PR.OUT ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 850.00 TO NODE 850.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 283.31 12.81 3.159 140.46 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 850.00 = 3431.46 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 27.62 12.50 3.210 12.28 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 850.00 = 2465.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 304.04 12.50 3.210 2 310.50 12.81 3.159 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 310.50 Tc(MIN.) = 12.81 TOTAL AREA(ACRES) = 152.7 **************************************************************************** FLOW PROCESS FROM NODE 850.00 TO NODE 850.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ +--------------------------------------------------------------------------+ | AREA TRIBUTARY TO NODE 893 | | EXISTING HEADWALL WEST @ INTERSECTION OF | | LA MEDIA ROAD AND SANTA LUNA STREET | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 881.00 TO NODE 882.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 576.00 DOWNSTREAM ELEVATION(FEET) = 571.00 ELEVATION DIFFERENCE(FEET) = 5.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.264 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.608 SUBAREA RUNOFF(CFS) = 3.43 TOTAL AREA(ACRES) = 1.02 TOTAL RUNOFF(CFS) = 3.43 **************************************************************************** FLOW PROCESS FROM NODE 882.00 TO NODE 883.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 571.00 DOWNSTREAM(FEET) = 495.00 FLOW LENGTH(FEET) = 8449.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.92 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.43 Page 19 50PR.OUT PIPE TRAVEL TIME(MIN.) = 28.63 Tc(MIN.) = 33.90 LONGEST FLOWPATH FROM NODE 881.00 TO NODE 883.00 = 8549.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 882.00 TO NODE 883.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.687 VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.6000 SUBAREA AREA(ACRES) = 15.11 SUBAREA RUNOFF(CFS) = 15.29 TOTAL AREA(ACRES) = 16.1 TOTAL RUNOFF(CFS) = 16.32 TC(MIN.) = 33.90 **************************************************************************** FLOW PROCESS FROM NODE 883.00 TO NODE 883.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 33.90 RAINFALL INTENSITY(INCH/HR) = 1.69 TOTAL STREAM AREA(ACRES) = 16.13 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.32 **************************************************************************** FLOW PROCESS FROM NODE 250.00 TO NODE 252.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ PAVED SURFACE RUNOFF COEFFICIENT = .9000 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) = 561.00 DOWNSTREAM ELEVATION(FEET) = 560.35 ELEVATION DIFFERENCE(FEET) = 0.65 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.715 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.796 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.31 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.31 **************************************************************************** FLOW PROCESS FROM NODE 252.00 TO NODE 254.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 7 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 560.35 DOWNSTREAM ELEVATION(FEET) = 540.00 STREET LENGTH(FEET) = 520.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.04 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.73 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.58 STREET FLOW TRAVEL TIME(MIN.) = 2.32 Tc(MIN.) = 5.04 Page 20 50PR.OUT 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.768 PAVED SURFACE RUNOFF COEFFICIENT = .9000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.900 SUBAREA AREA(ACRES) = 0.28 SUBAREA RUNOFF(CFS) = 1.45 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 1.77 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 3.95 FLOW VELOCITY(FEET/SEC.) = 3.22 DEPTH*VELOCITY(FT*FT/SEC.) = 0.66 LONGEST FLOWPATH FROM NODE 250.00 TO NODE 254.00 = 580.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 254.00 TO NODE 256.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 535.00 DOWNSTREAM(FEET) = 525.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.25 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.77 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 5.11 LONGEST FLOWPATH FROM NODE 250.00 TO NODE 256.00 = 630.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 256.00 TO NODE 883.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 525.00 DOWNSTREAM(FEET) = 495.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 948.00 CHANNEL SLOPE = 0.0316 CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SUBAREA(CFS) = 1.77 FLOW VELOCITY(FEET/SEC.) = 4.12 FLOW DEPTH(FEET) = 0.13 TRAVEL TIME(MIN.) = 3.84 Tc(MIN.) = 8.94 LONGEST FLOWPATH FROM NODE 250.00 TO NODE 883.00 = 1578.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 883.00 TO NODE 883.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.94 RAINFALL INTENSITY(INCH/HR) = 3.98 TOTAL STREAM AREA(ACRES) = 0.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.77 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 16.32 33.90 1.687 16.13 2 1.77 8.94 3.983 0.34 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 6.07 8.94 3.983 2 17.07 33.90 1.687 Page 21 50PR.OUT COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.07 Tc(MIN.) = 33.90 TOTAL AREA(ACRES) = 16.5 LONGEST FLOWPATH FROM NODE 881.00 TO NODE 883.00 = 8549.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 884.00 TO NODE 883.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.687 VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.6054 SUBAREA AREA(ACRES) = 2.55 SUBAREA RUNOFF(CFS) = 2.58 TOTAL AREA(ACRES) = 19.0 TOTAL RUNOFF(CFS) = 19.42 TC(MIN.) = 33.90 **************************************************************************** FLOW PROCESS FROM NODE 883.00 TO NODE 885.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 495.00 DOWNSTREAM(FEET) = 462.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 668.00 CHANNEL SLOPE = 0.0494 CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SUBAREA(CFS) = 19.42 FLOW VELOCITY(FEET/SEC.) = 10.46 FLOW DEPTH(FEET) = 0.43 TRAVEL TIME(MIN.) = 1.06 Tc(MIN.) = 34.96 LONGEST FLOWPATH FROM NODE 881.00 TO NODE 885.00 = 9217.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 892.00 TO NODE 885.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.653 VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.6047 SUBAREA AREA(ACRES) = 2.87 SUBAREA RUNOFF(CFS) = 2.85 TOTAL AREA(ACRES) = 21.9 TOTAL RUNOFF(CFS) = 21.88 TC(MIN.) = 34.96 **************************************************************************** FLOW PROCESS FROM NODE 885.00 TO NODE 885.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.653 VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.6045 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 0.60 TOTAL AREA(ACRES) = 22.5 TOTAL RUNOFF(CFS) = 22.48 TC(MIN.) = 34.96 **************************************************************************** FLOW PROCESS FROM NODE 885.00 TO NODE 893.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 462.00 DOWNSTREAM(FEET) = 456.32 CHANNEL LENGTH THRU SUBAREA(FEET) = 270.00 CHANNEL SLOPE = 0.0210 CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SUBAREA(CFS) = 22.48 FLOW VELOCITY(FEET/SEC.) = 8.50 FLOW DEPTH(FEET) = 0.62 Page 22 50PR.OUT TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 35.49 LONGEST FLOWPATH FROM NODE 881.00 TO NODE 893.00 = 9487.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 893.00 TO NODE 893.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 35.49 RAINFALL INTENSITY(INCH/HR) = 1.64 TOTAL STREAM AREA(ACRES) = 22.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 22.48 **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 402.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 577.00 DOWNSTREAM ELEVATION(FEET) = 575.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.621 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.375 SUBAREA RUNOFF(CFS) = 0.64 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.64 **************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 893.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 575.00 DOWNSTREAM(FEET) = 456.32 CHANNEL LENGTH THRU SUBAREA(FEET) = 1320.00 CHANNEL SLOPE = 0.0899 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.64 FLOW VELOCITY(FEET/SEC.) = 4.60 FLOW DEPTH(FEET) = 0.07 TRAVEL TIME(MIN.) = 4.78 Tc(MIN.) = 10.41 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 893.00 = 1395.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 893.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.613 VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.6000 SUBAREA AREA(ACRES) = 6.19 SUBAREA RUNOFF(CFS) = 13.42 TOTAL AREA(ACRES) = 6.4 TOTAL RUNOFF(CFS) = 13.85 TC(MIN.) = 10.41 **************************************************************************** FLOW PROCESS FROM NODE 893.00 TO NODE 893.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.41 RAINFALL INTENSITY(INCH/HR) = 3.61 TOTAL STREAM AREA(ACRES) = 6.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.85 Page 23 50PR.OUT ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 22.48 35.49 1.637 22.49 2 13.85 10.41 3.613 6.39 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 24.04 10.41 3.613 2 28.76 35.49 1.637 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 28.76 Tc(MIN.) = 35.49 TOTAL AREA(ACRES) = 28.9 LONGEST FLOWPATH FROM NODE 881.00 TO NODE 893.00 = 9487.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 202.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7800 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 490.00 DOWNSTREAM ELEVATION(FEET) = 475.00 ELEVATION DIFFERENCE(FEET) = 15.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.674 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.796 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.18 TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.18 **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 204.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 465.00 DOWNSTREAM(FEET) = 453.00 FLOW LENGTH(FEET) = 720.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.60 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.18 PIPE TRAVEL TIME(MIN.) = 4.62 Tc(MIN.) = 7.30 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 204.00 = 820.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 204.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.542 *USER SPECIFIED(SUBAREA): DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7800 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7800 SUBAREA AREA(ACRES) = 2.81 SUBAREA RUNOFF(CFS) = 9.96 TOTAL AREA(ACRES) = 2.8 TOTAL RUNOFF(CFS) = 10.10 TC(MIN.) = 7.30 **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 164.00 IS CODE = 31 ---------------------------------------------------------------------------- Page 24 50PR.OUT >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 453.00 DOWNSTREAM(FEET) = 441.86 FLOW LENGTH(FEET) = 146.08 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.37 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.10 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 7.47 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 164.00 = 966.08 FEET. **************************************************************************** FLOW PROCESS FROM NODE 164.00 TO NODE 164.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.47 RAINFALL INTENSITY(INCH/HR) = 4.48 TOTAL STREAM AREA(ACRES) = 2.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.10 **************************************************************************** FLOW PROCESS FROM NODE 164.00 TO NODE 164.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.00 RAIN INTENSITY(INCH/HOUR) = 3.30 TOTAL AREA(ACRES) = 89.63 TOTAL RUNOFF(CFS) = 213.80 **************************************************************************** FLOW PROCESS FROM NODE 164.00 TO NODE 164.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.00 RAINFALL INTENSITY(INCH/HR) = 3.30 TOTAL STREAM AREA(ACRES) = 89.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 213.80 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.10 7.47 4.475 2.85 2 213.80 12.00 3.296 89.63 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 143.14 7.47 4.475 2 221.24 12.00 3.296 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 221.24 Tc(MIN.) = 12.00 TOTAL AREA(ACRES) = 92.5 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 164.00 = 1395.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 92.5 TC(MIN.) = 12.00 PEAK FLOW RATE(CFS) = 221.24 ============================================================================ Page 25 Preliminary Drainage Study for OTAY RANCH VILLAGE R-3, R-4, & R-8 R:\1601\Hyd\DR\TM\Reports\1601-Drainage.doc w.o.2807-0137 4/18/2022 CHAPTER 3.5 ULTIMATE CONDITION 100-YEAR If memory From To Up Down total Land Use Base (ft)Z:1 maning Bank # 100 102 2 474.6 473.8 65 1.23%0.08 Multi Family 0.78 102 104 3 461.5 449.65 1150 1.03% 102 104 8 7.72 Multi Family 0.78 104 106 3 449.65 406 1120 3.90% 106 106 1 1-2 322 324 2 474 440 100 34.00%0.22 Vegetated Slope 0.60 324 106 5 440 416 455 5.27%2 2 0.015 324 106 8 0.93 Vegetated Slope 0.60 106 106 1 2-2 106 816 3 406 390 130 12.31%3.33 Basin (Hilly)0.55 816 850 8 816 850 10 1 308 310 2 476 474 75 2.67%0.08 Vegetated Slope 0.60 310 312 5 474 461.8 1090 1.12%2 2 0.015 310 312 8 2.77 Vegetated Slope 0.60 312 792 3 461.8 461.2 15 4.00% 792 792 10 2 314 316 2 462 458 95 4.21%0.04 Vegetated Slope 0.60 316 803 5 458 443 440 3.41%2 2 0.015 316 803 8 0.42 Vegetated Slope 0.60 803 793 3 436.81 433.7 38.96 7.98% 793 793 10 3 791 792 2 463 462.35 60 1.08%0.32 Commercial 0.90 792 792 11 2 792 792 12 2 792 793 6 461 442 557 3.29%1.15 Commercial 9.00 793 793 11 3 793 793 12 3 793 784 3 433.2 432.4 64.25 1.25% 784 784 11 2 784 784 12 2 784 784 10 2 EVENT Q (CFS)A (AC)TC (MIN)EVENT Q (CFS)A (AC) TC (MIN) 788 788 7 100-YR 3.96 1.17 7.2 50-YR 3.46 1.17 7.27 788 783 3 438.03 435.26 23.75 11.66% 783 783 1 1-2 EVENT Q (CFS)A (AC)TC (MIN)EVENT Q (CFS)A (AC) TC (MIN) 783 783 7 100-YR 7.96 1.78 6.25 50-YR 6.93 1.78 6.35 783 783 1 2-2 783 784 3 434.93 432.9 36.25 5.60% 784 784 11 2 784 784 12 2 784 804 3 432.4 398.05 723.1 4.75% 804 804 1 1-3 EVENT Q (CFS)A (AC)TC (MIN)EVENT Q (CFS)A (AC) TC (MIN) 932 932 7 100-YR 6.45 1.56 5.27 50-YR 5.64 1.56 5.34 932 804 3 399.19 398.55 64 1.00% 804 804 1 2-3 318 320 2 470 440 100 30.00%0.13 Vegetated Slope 0.60 320 808 5 440 409.1 590 5.24%2 2 0.015 320 808 8 1.28 Vegetated Slope 0.60 808 804 3 399.67 398.55 101 1.11% 804 804 1 3-3 804 756 3 398.05 393.15 309.38 1.58% 756 756 1 1-2 EVENT Q (CFS)A (AC)TC (MIN)EVENT Q (CFS)A (AC) TC (MIN) 769 769 7 100-YR 19.01 4.06 6.44 50-YR 16.54 4.06 6.56 769 756 3 394.26 393.65 61 1.00% 756 756 1 2-2 756 755 3 392.65 392.3 69.54 0.50% 755 755 1 1-3 EVENT Q (CFS)A (AC)TC (MIN)EVENT Q (CFS)A (AC) TC (MIN) 746 746 7 100-YR 192.31 73.73 12.23 50-YR 168.9 73.73 12.48 746 755 3 393.68 391.3 183.06 1.30% 755 755 1 2-3 EVENT Q (CFS)A (AC)TC (MIN)EVENT Q (CFS)A (AC) TC (MIN) If Channel AES PR INPUT DATA Node #Area C valueElevationLengthCodeSlope 763 763 7 100-YR 19.91 4.12 6.26 50-YR 17.26 4.12 6.41 763 755 3 393.25 391.98 25.5 4.98% 755 755 1 3-3 755 850 3 390.8 390 96.43 0.83% 850 850 10 2 EVENT Q (CFS)A (AC)TC (MIN)EVENT Q (CFS)A (AC) TC (MIN) 824 835 7 100-YR 73.47 29.23 8.59 50-YR 65.09 29.23 8.63 835 835 1 1-2 300 302 2 578 576 75 2.67%0.10 Vegetated Slope 0.60 302 304 5 576 425 1400 10.79%2 2 0.015 302 304 8 4.65 Vegetated Slope 0.60 306 304 8 0.32 Vegetated Slope 0.60 304 835 5 425 420 80 6.25%2 2 0.015 835 835 1 2-2 835 836 3 419 414.99 71.76 5.59% 836 743.5 5 414.99 390 300 8.33%15 2 0.019 743.5 743.5 1 1-2 EVENT Q (CFS)A (AC)TC (MIN)EVENT Q (CFS)A (AC) TC (MIN) 743.5 743.5 7 100-YR 43.88 13.55 10.48 50-YR 38.29 13.55 10.62 743.5 743.5 1 2-2 743.5 850 11 2 743.5 850 12 2 850 850 11 1 850 850 12 1 Total Area 881 882 2 576 571 100 5.00%1.02 Vegetated Slope 0.60 882 883 3 571 495 8449 0.90% 882 883 8 15.11 Vegetated Slope 0.60 883 883 1 1-2 250 252 2 561 560.35 60 1.08%0.06 Road 0.90 252 254 6 560.35 540 520 3.91%0.28 Road 0.90 254 256 3 535 525 50 20.00% 256 883 5 525 495 948 3.16%3 2 0.015 883 883 1 2-2 884 883 8 2.55 Vegetated Slope 0.60 883 885 5 495 462 668 4.94%3 2 0.015 892 885 8 2.87 Vegetated Slope 0.60 885 885 8 0.60 Vegetated Slope 0.60 885 893 5 462 456.32 270 2.10%3 2 0.015 893 893 1 1-2 400 402 2 577 575 75 2.67%0.20 Vegetated Slope 0.60 402 893 5 575 456.32 1320 8.99%2 2 0.015 402 893 8 6.19 Vegetated Slope 0.60 893 893 1 2-2 Total Area 200 202 2 490 475 100 15.00%0.04 Multi Family 0.78 202 204 3 465 453 720 1.67% 202 204 8 2.81 Multi Family 0.78 204 164 3 453 441.86 146.08 7.63% 164 164 1 1-2 EVENT Q (CFS)A (AC)TC (MIN)EVENT Q (CFS)A (AC) TC (MIN) 164 164 7 100-YR 265.69 89.63 12 50-YR 213.8 89.63 12 164 164 1 2-2 Total Area For Mass graded condition analysis, Nodes 100 to 104 and 200 to 204 were modeled with a 0.35 runoff coefficient Summary of areas to existing 164 Node (Existing Cleanout) 92.48 Summary of areas to existing Basin 152.74 Summary of areas to existing 893 Node (Existing Headwall) 28.88 100PR.OUT ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) Ver. 22.0 Release Date: 07/01/2015 License ID 1239 Analysis prepared by: Hunsaker & Associates San Diego, Inc. 9707 Waples Street San Diego, CA 92121 ************************** DESCRIPTION OF STUDY ************************** * OTAY RANCH VILLAGE 7, R-8 & R-4 * * 100-Year Developed Condition * * DLN: 1601, W.O. 9999-3336 * ************************************************************************** FILE NAME: R:\1601\HYD\DR\TM\CALCS\AES\100PR.DAT TIME/DATE OF STUDY: 15:02 07/25/2024 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 42.0 20.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 2 38.0 20.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 3 24.0 12.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 4 25.0 12.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 5 25.0 18.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 6 16.0 9.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 7 12.0 5.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 8 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 102.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7800 INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00 UPSTREAM ELEVATION(FEET) = 474.60 DOWNSTREAM ELEVATION(FEET) = 473.80 ELEVATION DIFFERENCE(FEET) = 0.80 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.333 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.41 Page 1 100PR.OUT TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.41 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 104.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 461.50 DOWNSTREAM(FEET) = 449.65 FLOW LENGTH(FEET) = 1150.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.98 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.41 PIPE TRAVEL TIME(MIN.) = 6.42 Tc(MIN.) = 10.75 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 1215.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 104.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.019 *USER SPECIFIED(SUBAREA): DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7800 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7800 SUBAREA AREA(ACRES) = 7.72 SUBAREA RUNOFF(CFS) = 24.20 TOTAL AREA(ACRES) = 7.8 TOTAL RUNOFF(CFS) = 24.45 TC(MIN.) = 10.75 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 106.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 449.65 DOWNSTREAM(FEET) = 406.00 FLOW LENGTH(FEET) = 1120.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.71 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.45 PIPE TRAVEL TIME(MIN.) = 1.27 Tc(MIN.) = 12.02 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 2335.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.02 RAINFALL INTENSITY(INCH/HR) = 3.74 TOTAL STREAM AREA(ACRES) = 7.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.45 **************************************************************************** FLOW PROCESS FROM NODE 322.00 TO NODE 324.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 474.00 DOWNSTREAM ELEVATION(FEET) = 440.00 ELEVATION DIFFERENCE(FEET) = 34.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.178 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! Page 2 100PR.OUT 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.87 TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 0.87 **************************************************************************** FLOW PROCESS FROM NODE 324.00 TO NODE 106.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 440.00 DOWNSTREAM(FEET) = 416.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 455.00 CHANNEL SLOPE = 0.0527 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.87 FLOW VELOCITY(FEET/SEC.) = 4.21 FLOW DEPTH(FEET) = 0.09 TRAVEL TIME(MIN.) = 1.80 Tc(MIN.) = 5.98 LONGEST FLOWPATH FROM NODE 322.00 TO NODE 106.00 = 555.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 324.00 TO NODE 106.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.869 VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.6000 SUBAREA AREA(ACRES) = 0.93 SUBAREA RUNOFF(CFS) = 3.27 TOTAL AREA(ACRES) = 1.1 TOTAL RUNOFF(CFS) = 4.05 TC(MIN.) = 5.98 **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.98 RAINFALL INTENSITY(INCH/HR) = 5.87 TOTAL STREAM AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.05 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 24.45 12.02 3.740 7.80 2 4.05 5.98 5.869 1.15 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 16.21 5.98 5.869 2 27.03 12.02 3.740 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 27.03 Tc(MIN.) = 12.02 TOTAL AREA(ACRES) = 8.9 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 2335.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 816.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< Page 3 100PR.OUT ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 406.00 DOWNSTREAM(FEET) = 390.00 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 21.84 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 27.03 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 12.12 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 816.00 = 2465.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 816.00 TO NODE 850.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.720 VEGETATED SLOPES (HILLY) RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7008 SUBAREA AREA(ACRES) = 3.33 SUBAREA RUNOFF(CFS) = 6.81 TOTAL AREA(ACRES) = 12.3 TOTAL RUNOFF(CFS) = 32.02 TC(MIN.) = 12.12 **************************************************************************** FLOW PROCESS FROM NODE 816.00 TO NODE 850.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 308.00 TO NODE 310.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 476.00 DOWNSTREAM ELEVATION(FEET) = 474.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.621 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.108 SUBAREA RUNOFF(CFS) = 0.29 TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.29 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 312.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 474.00 DOWNSTREAM(FEET) = 461.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 1090.00 CHANNEL SLOPE = 0.0112 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.29 FLOW VELOCITY(FEET/SEC.) = 1.72 FLOW DEPTH(FEET) = 0.08 TRAVEL TIME(MIN.) = 10.59 Tc(MIN.) = 16.21 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 312.00 = 1165.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 312.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.085 VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.6000 SUBAREA AREA(ACRES) = 2.77 SUBAREA RUNOFF(CFS) = 5.13 TOTAL AREA(ACRES) = 2.8 TOTAL RUNOFF(CFS) = 5.28 Page 4 100PR.OUT TC(MIN.) = 16.21 **************************************************************************** FLOW PROCESS FROM NODE 312.00 TO NODE 792.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 461.80 DOWNSTREAM(FEET) = 461.20 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.52 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.28 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 16.23 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 792.00 = 1180.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 792.00 TO NODE 792.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 314.00 TO NODE 316.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 95.00 UPSTREAM ELEVATION(FEET) = 462.00 DOWNSTREAM ELEVATION(FEET) = 458.00 ELEVATION DIFFERENCE(FEET) = 4.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.433 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.244 SUBAREA RUNOFF(CFS) = 0.15 TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.15 **************************************************************************** FLOW PROCESS FROM NODE 316.00 TO NODE 803.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 458.00 DOWNSTREAM(FEET) = 443.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 440.00 CHANNEL SLOPE = 0.0341 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.15 FLOW VELOCITY(FEET/SEC.) = 2.05 FLOW DEPTH(FEET) = 0.04 TRAVEL TIME(MIN.) = 3.58 Tc(MIN.) = 9.01 LONGEST FLOWPATH FROM NODE 314.00 TO NODE 803.00 = 535.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 316.00 TO NODE 803.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.506 VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.6000 SUBAREA AREA(ACRES) = 0.42 SUBAREA RUNOFF(CFS) = 1.14 TOTAL AREA(ACRES) = 0.5 TOTAL RUNOFF(CFS) = 1.24 TC(MIN.) = 9.01 **************************************************************************** FLOW PROCESS FROM NODE 803.00 TO NODE 793.00 IS CODE = 31 ---------------------------------------------------------------------------- Page 5 100PR.OUT >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 436.81 DOWNSTREAM(FEET) = 433.70 FLOW LENGTH(FEET) = 38.96 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.00 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.24 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 9.09 LONGEST FLOWPATH FROM NODE 314.00 TO NODE 793.00 = 573.96 FEET. **************************************************************************** FLOW PROCESS FROM NODE 793.00 TO NODE 793.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 791.00 TO NODE 792.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ COMMERCIAL AREA RUNOFF COEFFICIENT = .8500 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) = 463.00 DOWNSTREAM ELEVATION(FEET) = 462.35 ELEVATION DIFFERENCE(FEET) = 0.65 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.394 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 1.79 TOTAL AREA(ACRES) = 0.32 TOTAL RUNOFF(CFS) = 1.79 **************************************************************************** FLOW PROCESS FROM NODE 792.00 TO NODE 792.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.79 3.39 6.587 0.32 LONGEST FLOWPATH FROM NODE 791.00 TO NODE 792.00 = 60.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.28 16.23 3.082 2.85 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 792.00 = 1180.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 2.89 3.39 6.587 2 6.11 16.23 3.082 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.11 Tc(MIN.) = 16.23 TOTAL AREA(ACRES) = 3.2 **************************************************************************** FLOW PROCESS FROM NODE 792.00 TO NODE 792.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** Page 6 100PR.OUT FLOW PROCESS FROM NODE 792.00 TO NODE 793.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 461.00 DOWNSTREAM ELEVATION(FEET) = 442.00 STREET LENGTH(FEET) = 557.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 42.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.51 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.27 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.63 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.72 STREET FLOW TRAVEL TIME(MIN.) = 2.01 Tc(MIN.) = 18.24 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.859 COMMERCIAL AREA RUNOFF COEFFICIENT = .8500 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.685 SUBAREA AREA(ACRES) = 1.15 SUBAREA RUNOFF(CFS) = 2.79 TOTAL AREA(ACRES) = 4.3 PEAK FLOW RATE(CFS) = 8.46 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.83 FLOW VELOCITY(FEET/SEC.) = 4.79 DEPTH*VELOCITY(FT*FT/SEC.) = 1.84 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 793.00 = 1737.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 793.00 TO NODE 793.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.46 18.24 2.859 4.32 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 793.00 = 1737.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.24 9.09 4.480 0.46 LONGEST FLOWPATH FROM NODE 314.00 TO NODE 793.00 = 573.96 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 5.46 9.09 4.480 2 9.25 18.24 2.859 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.25 Tc(MIN.) = 18.24 TOTAL AREA(ACRES) = 4.8 **************************************************************************** FLOW PROCESS FROM NODE 793.00 TO NODE 793.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 3 <<<<< ============================================================================ Page 7 100PR.OUT **************************************************************************** FLOW PROCESS FROM NODE 793.00 TO NODE 784.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 433.20 DOWNSTREAM(FEET) = 432.40 FLOW LENGTH(FEET) = 64.25 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.04 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.25 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 18.39 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 784.00 = 1801.25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 784.00 TO NODE 784.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 788.00 TO NODE 788.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 7.20 RAIN INTENSITY(INCH/HOUR) = 5.21 TOTAL AREA(ACRES) = 1.17 TOTAL RUNOFF(CFS) = 3.96 **************************************************************************** FLOW PROCESS FROM NODE 788.00 TO NODE 783.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 438.03 DOWNSTREAM(FEET) = 435.26 FLOW LENGTH(FEET) = 23.75 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.87 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.96 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.23 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 783.00 = 1825.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 783.00 TO NODE 783.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.23 RAINFALL INTENSITY(INCH/HR) = 5.19 TOTAL STREAM AREA(ACRES) = 1.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.96 **************************************************************************** FLOW PROCESS FROM NODE 783.00 TO NODE 783.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 6.25 RAIN INTENSITY(INCH/HOUR) = 5.70 TOTAL AREA(ACRES) = 1.78 TOTAL RUNOFF(CFS) = 7.96 **************************************************************************** FLOW PROCESS FROM NODE 783.00 TO NODE 783.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< Page 8 100PR.OUT >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.25 RAINFALL INTENSITY(INCH/HR) = 5.70 TOTAL STREAM AREA(ACRES) = 1.78 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.96 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.96 7.23 5.192 1.17 2 7.96 6.25 5.704 1.78 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 11.38 6.25 5.704 2 11.21 7.23 5.192 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.38 Tc(MIN.) = 6.25 TOTAL AREA(ACRES) = 2.9 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 783.00 = 1825.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 783.00 TO NODE 784.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 434.93 DOWNSTREAM(FEET) = 432.90 FLOW LENGTH(FEET) = 36.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.23 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.38 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 6.30 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 784.00 = 1861.25 FEET. **************************************************************************** FLOW PROCESS FROM NODE 784.00 TO NODE 784.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.38 6.30 5.677 2.95 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 784.00 = 1861.25 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.25 18.39 2.843 4.78 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 784.00 = 1801.25 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 14.55 6.30 5.677 2 14.95 18.39 2.843 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.95 Tc(MIN.) = 18.39 Page 9 100PR.OUT TOTAL AREA(ACRES) = 7.7 **************************************************************************** FLOW PROCESS FROM NODE 784.00 TO NODE 784.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 784.00 TO NODE 804.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 432.40 DOWNSTREAM(FEET) = 398.05 FLOW LENGTH(FEET) = 723.10 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.25 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.95 PIPE TRAVEL TIME(MIN.) = 0.91 Tc(MIN.) = 19.30 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 804.00 = 2584.35 FEET. **************************************************************************** FLOW PROCESS FROM NODE 804.00 TO NODE 804.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.30 RAINFALL INTENSITY(INCH/HR) = 2.76 TOTAL STREAM AREA(ACRES) = 7.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.95 **************************************************************************** FLOW PROCESS FROM NODE 932.00 TO NODE 932.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 5.27 RAIN INTENSITY(INCH/HOUR) = 6.37 TOTAL AREA(ACRES) = 1.56 TOTAL RUNOFF(CFS) = 6.45 **************************************************************************** FLOW PROCESS FROM NODE 932.00 TO NODE 804.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 399.19 DOWNSTREAM(FEET) = 398.55 FLOW LENGTH(FEET) = 64.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.00 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.45 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 5.45 LONGEST FLOWPATH FROM NODE 322.00 TO NODE 804.00 = 619.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 804.00 TO NODE 804.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.45 RAINFALL INTENSITY(INCH/HR) = 6.23 TOTAL STREAM AREA(ACRES) = 1.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.45 Page 10 100PR.OUT **************************************************************************** FLOW PROCESS FROM NODE 318.00 TO NODE 320.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 470.00 DOWNSTREAM ELEVATION(FEET) = 440.00 ELEVATION DIFFERENCE(FEET) = 30.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.178 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.51 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.51 **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 808.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 440.00 DOWNSTREAM(FEET) = 409.10 CHANNEL LENGTH THRU SUBAREA(FEET) = 590.00 CHANNEL SLOPE = 0.0524 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.51 FLOW VELOCITY(FEET/SEC.) = 3.66 FLOW DEPTH(FEET) = 0.07 TRAVEL TIME(MIN.) = 2.68 Tc(MIN.) = 6.86 LONGEST FLOWPATH FROM NODE 318.00 TO NODE 808.00 = 690.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 808.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.370 VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.6000 SUBAREA AREA(ACRES) = 1.28 SUBAREA RUNOFF(CFS) = 4.12 TOTAL AREA(ACRES) = 1.4 TOTAL RUNOFF(CFS) = 4.54 TC(MIN.) = 6.86 **************************************************************************** FLOW PROCESS FROM NODE 808.00 TO NODE 804.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 399.67 DOWNSTREAM(FEET) = 398.55 FLOW LENGTH(FEET) = 101.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.73 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.54 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 7.16 LONGEST FLOWPATH FROM NODE 318.00 TO NODE 804.00 = 791.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 804.00 TO NODE 804.00 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.) = 7.16 Page 11 100PR.OUT RAINFALL INTENSITY(INCH/HR) = 5.23 TOTAL STREAM AREA(ACRES) = 1.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.54 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 14.95 19.30 2.756 7.73 2 6.45 5.45 6.232 1.56 3 4.54 7.16 5.227 1.41 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 14.13 5.45 6.232 2 15.50 7.16 5.227 3 20.20 19.30 2.756 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.20 Tc(MIN.) = 19.30 TOTAL AREA(ACRES) = 10.7 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 804.00 = 2584.35 FEET. **************************************************************************** FLOW PROCESS FROM NODE 804.00 TO NODE 756.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 398.05 DOWNSTREAM(FEET) = 393.15 FLOW LENGTH(FEET) = 309.38 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.43 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.20 PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 19.85 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 756.00 = 2893.73 FEET. **************************************************************************** FLOW PROCESS FROM NODE 756.00 TO NODE 756.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.85 RAINFALL INTENSITY(INCH/HR) = 2.71 TOTAL STREAM AREA(ACRES) = 10.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.20 **************************************************************************** FLOW PROCESS FROM NODE 769.00 TO NODE 769.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 6.44 RAIN INTENSITY(INCH/HOUR) = 5.59 TOTAL AREA(ACRES) = 4.06 TOTAL RUNOFF(CFS) = 19.01 **************************************************************************** FLOW PROCESS FROM NODE 769.00 TO NODE 756.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 394.26 DOWNSTREAM(FEET) = 393.65 FLOW LENGTH(FEET) = 61.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.6 INCHES Page 12 100PR.OUT PIPE-FLOW VELOCITY(FEET/SEC.) = 7.71 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.01 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 6.57 LONGEST FLOWPATH FROM NODE 322.00 TO NODE 756.00 = 680.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 756.00 TO NODE 756.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.57 RAINFALL INTENSITY(INCH/HR) = 5.52 TOTAL STREAM AREA(ACRES) = 4.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.01 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 20.20 19.85 2.707 10.70 2 19.01 6.57 5.522 4.06 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 28.91 6.57 5.522 2 29.52 19.85 2.707 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 29.52 Tc(MIN.) = 19.85 TOTAL AREA(ACRES) = 14.8 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 756.00 = 2893.73 FEET. **************************************************************************** FLOW PROCESS FROM NODE 756.00 TO NODE 755.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 392.62 DOWNSTREAM(FEET) = 392.30 FLOW LENGTH(FEET) = 69.54 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.45 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.52 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 20.03 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 755.00 = 2963.27 FEET. **************************************************************************** FLOW PROCESS FROM NODE 755.00 TO NODE 755.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.03 RAINFALL INTENSITY(INCH/HR) = 2.69 TOTAL STREAM AREA(ACRES) = 14.76 PEAK FLOW RATE(CFS) AT CONFLUENCE = 29.52 **************************************************************************** FLOW PROCESS FROM NODE 746.00 TO NODE 746.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ Page 13 100PR.OUT USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.23 RAIN INTENSITY(INCH/HOUR) = 3.70 TOTAL AREA(ACRES) = 73.73 TOTAL RUNOFF(CFS) = 192.31 **************************************************************************** FLOW PROCESS FROM NODE 746.00 TO NODE 755.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 393.68 DOWNSTREAM(FEET) = 391.30 FLOW LENGTH(FEET) = 183.06 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 40.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.14 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 192.31 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 12.43 LONGEST FLOWPATH FROM NODE 322.00 TO NODE 755.00 = 863.06 FEET. **************************************************************************** FLOW PROCESS FROM NODE 755.00 TO NODE 755.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.43 RAINFALL INTENSITY(INCH/HR) = 3.66 TOTAL STREAM AREA(ACRES) = 73.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 192.31 **************************************************************************** FLOW PROCESS FROM NODE 763.00 TO NODE 763.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 6.26 RAIN INTENSITY(INCH/HOUR) = 5.70 TOTAL AREA(ACRES) = 4.12 TOTAL RUNOFF(CFS) = 19.91 **************************************************************************** FLOW PROCESS FROM NODE 763.00 TO NODE 755.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 393.25 DOWNSTREAM(FEET) = 391.98 FLOW LENGTH(FEET) = 25.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.23 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.91 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 6.29 LONGEST FLOWPATH FROM NODE 318.00 TO NODE 755.00 = 816.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 755.00 TO NODE 755.00 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.) = 6.29 RAINFALL INTENSITY(INCH/HR) = 5.68 TOTAL STREAM AREA(ACRES) = 4.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.91 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) Page 14 100PR.OUT 1 29.52 20.03 2.691 14.76 2 192.31 12.43 3.661 73.73 3 19.91 6.29 5.681 4.12 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) 1 131.20 6.29 5.681 2 226.84 12.43 3.661 3 180.34 20.03 2.691 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 226.84 Tc(MIN.) = 12.43 TOTAL AREA(ACRES) = 92.6 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 755.00 = 2963.27 FEET. **************************************************************************** FLOW PROCESS FROM NODE 755.00 TO NODE 850.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 390.80 DOWNSTREAM(FEET) = 390.00 FLOW LENGTH(FEET) = 96.43 MANNING'S N = 0.013 DEPTH OF FLOW IN 63.0 INCH PIPE IS 46.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.37 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 226.84 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 12.55 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 850.00 = 3059.70 FEET. **************************************************************************** FLOW PROCESS FROM NODE 850.00 TO NODE 850.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 824.00 TO NODE 835.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 8.59 RAIN INTENSITY(INCH/HOUR) = 4.65 TOTAL AREA(ACRES) = 29.23 TOTAL RUNOFF(CFS) = 73.47 **************************************************************************** FLOW PROCESS FROM NODE 835.00 TO NODE 835.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.59 RAINFALL INTENSITY(INCH/HR) = 4.65 TOTAL STREAM AREA(ACRES) = 29.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 73.47 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 302.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 578.00 DOWNSTREAM ELEVATION(FEET) = 576.00 Page 15 100PR.OUT ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.621 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.108 SUBAREA RUNOFF(CFS) = 0.37 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.37 **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 304.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 576.00 DOWNSTREAM(FEET) = 425.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1400.00 CHANNEL SLOPE = 0.1079 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.37 FLOW VELOCITY(FEET/SEC.) = 4.09 FLOW DEPTH(FEET) = 0.04 TRAVEL TIME(MIN.) = 5.70 Tc(MIN.) = 11.32 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 304.00 = 1475.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 304.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.888 VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.6000 SUBAREA AREA(ACRES) = 4.65 SUBAREA RUNOFF(CFS) = 10.85 TOTAL AREA(ACRES) = 4.8 TOTAL RUNOFF(CFS) = 11.08 TC(MIN.) = 11.32 **************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 304.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.888 VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.6000 SUBAREA AREA(ACRES) = 0.32 SUBAREA RUNOFF(CFS) = 0.75 TOTAL AREA(ACRES) = 5.1 TOTAL RUNOFF(CFS) = 11.83 TC(MIN.) = 11.32 **************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 835.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 425.00 DOWNSTREAM(FEET) = 420.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 80.00 CHANNEL SLOPE = 0.0625 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.150 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 11.83 FLOW VELOCITY(FEET/SEC.) = 2.05 FLOW DEPTH(FEET) = 1.27 TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 11.97 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 835.00 = 1555.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 835.00 TO NODE 835.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.97 Page 16 100PR.OUT RAINFALL INTENSITY(INCH/HR) = 3.75 TOTAL STREAM AREA(ACRES) = 5.07 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.83 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 73.47 8.59 4.646 29.23 2 11.83 11.97 3.751 5.07 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 81.96 8.59 4.646 2 71.14 11.97 3.751 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 81.96 Tc(MIN.) = 8.59 TOTAL AREA(ACRES) = 34.3 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 835.00 = 3059.70 FEET. **************************************************************************** FLOW PROCESS FROM NODE 835.00 TO NODE 836.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 419.00 DOWNSTREAM(FEET) = 414.99 FLOW LENGTH(FEET) = 71.76 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 21.18 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 81.96 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 8.65 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 836.00 = 3131.46 FEET. **************************************************************************** FLOW PROCESS FROM NODE 836.00 TO NODE 743.50 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 414.99 DOWNSTREAM(FEET) = 390.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL SLOPE = 0.0833 CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.019 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 81.96 FLOW VELOCITY(FEET/SEC.) = 12.19 FLOW DEPTH(FEET) = 0.42 TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 9.06 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 743.50 = 3431.46 FEET. **************************************************************************** FLOW PROCESS FROM NODE 743.50 TO NODE 743.50 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.06 RAINFALL INTENSITY(INCH/HR) = 4.49 TOTAL STREAM AREA(ACRES) = 34.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 81.96 **************************************************************************** FLOW PROCESS FROM NODE 743.50 TO NODE 743.50 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ Page 17 100PR.OUT USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 10.48 RAIN INTENSITY(INCH/HOUR) = 4.09 TOTAL AREA(ACRES) = 13.55 TOTAL RUNOFF(CFS) = 43.88 **************************************************************************** FLOW PROCESS FROM NODE 743.50 TO NODE 743.50 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.48 RAINFALL INTENSITY(INCH/HR) = 4.09 TOTAL STREAM AREA(ACRES) = 13.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 43.88 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 81.96 9.06 4.490 34.30 2 43.88 10.48 4.087 13.55 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 119.88 9.06 4.490 2 118.47 10.48 4.087 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 119.88 Tc(MIN.) = 9.06 TOTAL AREA(ACRES) = 47.8 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 743.50 = 3431.46 FEET. **************************************************************************** FLOW PROCESS FROM NODE 743.50 TO NODE 850.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 119.88 9.06 4.490 47.85 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 850.00 = 3431.46 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 226.84 12.55 3.638 92.61 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 850.00 = 3059.70 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 283.56 9.06 4.490 2 323.97 12.55 3.638 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 323.97 Tc(MIN.) = 12.55 TOTAL AREA(ACRES) = 140.5 **************************************************************************** FLOW PROCESS FROM NODE 743.50 TO NODE 850.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<< ============================================================================ Page 18 100PR.OUT **************************************************************************** FLOW PROCESS FROM NODE 850.00 TO NODE 850.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 323.97 12.55 3.638 140.46 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 850.00 = 3431.46 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 32.02 12.12 3.720 12.28 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 850.00 = 2465.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 344.91 12.12 3.720 2 355.27 12.55 3.638 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 355.27 Tc(MIN.) = 12.55 TOTAL AREA(ACRES) = 152.7 **************************************************************************** FLOW PROCESS FROM NODE 850.00 TO NODE 850.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ +--------------------------------------------------------------------------+ | AREA TRIBUTARY TO NODE 893 | | EXISTING HEADWALL WEST @ INTERSECTION OF | | LA MEDIA ROAD AND SANTA LUNA STREET | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 881.00 TO NODE 882.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 576.00 DOWNSTREAM ELEVATION(FEET) = 571.00 ELEVATION DIFFERENCE(FEET) = 5.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.264 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.372 SUBAREA RUNOFF(CFS) = 3.90 TOTAL AREA(ACRES) = 1.02 TOTAL RUNOFF(CFS) = 3.90 **************************************************************************** FLOW PROCESS FROM NODE 882.00 TO NODE 883.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 571.00 DOWNSTREAM(FEET) = 495.00 FLOW LENGTH(FEET) = 8449.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.09 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.90 PIPE TRAVEL TIME(MIN.) = 27.67 Tc(MIN.) = 32.93 LONGEST FLOWPATH FROM NODE 881.00 TO NODE 883.00 = 8549.00 FEET. Page 19 100PR.OUT **************************************************************************** FLOW PROCESS FROM NODE 882.00 TO NODE 883.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.953 VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.6000 SUBAREA AREA(ACRES) = 15.11 SUBAREA RUNOFF(CFS) = 17.70 TOTAL AREA(ACRES) = 16.1 TOTAL RUNOFF(CFS) = 18.90 TC(MIN.) = 32.93 **************************************************************************** FLOW PROCESS FROM NODE 883.00 TO NODE 883.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 32.93 RAINFALL INTENSITY(INCH/HR) = 1.95 TOTAL STREAM AREA(ACRES) = 16.13 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.90 **************************************************************************** FLOW PROCESS FROM NODE 250.00 TO NODE 252.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ PAVED SURFACE RUNOFF COEFFICIENT = .9000 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) = 561.00 DOWNSTREAM ELEVATION(FEET) = 560.35 ELEVATION DIFFERENCE(FEET) = 0.65 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.715 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.36 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.36 **************************************************************************** FLOW PROCESS FROM NODE 252.00 TO NODE 254.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 7 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 560.35 DOWNSTREAM ELEVATION(FEET) = 540.00 STREET LENGTH(FEET) = 520.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.14 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.17 HALFSTREET FLOOD WIDTH(FEET) = 2.40 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.25 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.57 STREET FLOW TRAVEL TIME(MIN.) = 2.66 Tc(MIN.) = 5.38 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.284 PAVED SURFACE RUNOFF COEFFICIENT = .9000 Page 20 100PR.OUT SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.900 SUBAREA AREA(ACRES) = 0.28 SUBAREA RUNOFF(CFS) = 1.58 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 1.92 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 4.29 FLOW VELOCITY(FEET/SEC.) = 3.18 DEPTH*VELOCITY(FT*FT/SEC.) = 0.67 LONGEST FLOWPATH FROM NODE 250.00 TO NODE 254.00 = 580.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 254.00 TO NODE 256.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 535.00 DOWNSTREAM(FEET) = 525.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.57 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.92 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 5.44 LONGEST FLOWPATH FROM NODE 250.00 TO NODE 256.00 = 630.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 256.00 TO NODE 883.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 525.00 DOWNSTREAM(FEET) = 495.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 948.00 CHANNEL SLOPE = 0.0316 CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SUBAREA(CFS) = 1.92 FLOW VELOCITY(FEET/SEC.) = 4.27 FLOW DEPTH(FEET) = 0.13 TRAVEL TIME(MIN.) = 3.70 Tc(MIN.) = 9.15 LONGEST FLOWPATH FROM NODE 250.00 TO NODE 883.00 = 1578.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 883.00 TO NODE 883.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.15 RAINFALL INTENSITY(INCH/HR) = 4.46 TOTAL STREAM AREA(ACRES) = 0.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.92 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 18.90 32.93 1.953 16.13 2 1.92 9.15 4.462 0.34 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 7.17 9.15 4.462 2 19.74 32.93 1.953 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 19.74 Tc(MIN.) = 32.93 Page 21 100PR.OUT TOTAL AREA(ACRES) = 16.5 LONGEST FLOWPATH FROM NODE 881.00 TO NODE 883.00 = 8549.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 884.00 TO NODE 883.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.953 VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.6054 SUBAREA AREA(ACRES) = 2.55 SUBAREA RUNOFF(CFS) = 2.99 TOTAL AREA(ACRES) = 19.0 TOTAL RUNOFF(CFS) = 22.48 TC(MIN.) = 32.93 **************************************************************************** FLOW PROCESS FROM NODE 883.00 TO NODE 885.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 495.00 DOWNSTREAM(FEET) = 462.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 668.00 CHANNEL SLOPE = 0.0494 CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SUBAREA(CFS) = 22.48 FLOW VELOCITY(FEET/SEC.) = 10.84 FLOW DEPTH(FEET) = 0.47 TRAVEL TIME(MIN.) = 1.03 Tc(MIN.) = 33.96 LONGEST FLOWPATH FROM NODE 881.00 TO NODE 885.00 = 9217.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 892.00 TO NODE 885.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.915 VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.6047 SUBAREA AREA(ACRES) = 2.87 SUBAREA RUNOFF(CFS) = 3.30 TOTAL AREA(ACRES) = 21.9 TOTAL RUNOFF(CFS) = 25.34 TC(MIN.) = 33.96 **************************************************************************** FLOW PROCESS FROM NODE 885.00 TO NODE 885.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.915 VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.6045 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 0.69 TOTAL AREA(ACRES) = 22.5 TOTAL RUNOFF(CFS) = 26.03 TC(MIN.) = 33.96 **************************************************************************** FLOW PROCESS FROM NODE 885.00 TO NODE 893.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 462.00 DOWNSTREAM(FEET) = 456.32 CHANNEL LENGTH THRU SUBAREA(FEET) = 270.00 CHANNEL SLOPE = 0.0210 CHANNEL BASE(FEET) = 3.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SUBAREA(CFS) = 26.03 FLOW VELOCITY(FEET/SEC.) = 8.88 FLOW DEPTH(FEET) = 0.67 TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 34.46 LONGEST FLOWPATH FROM NODE 881.00 TO NODE 893.00 = 9487.00 FEET. Page 22 100PR.OUT **************************************************************************** FLOW PROCESS FROM NODE 893.00 TO NODE 893.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 34.46 RAINFALL INTENSITY(INCH/HR) = 1.90 TOTAL STREAM AREA(ACRES) = 22.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.03 **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 402.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 577.00 DOWNSTREAM ELEVATION(FEET) = 575.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.621 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.108 SUBAREA RUNOFF(CFS) = 0.73 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.73 **************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 893.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 575.00 DOWNSTREAM(FEET) = 456.32 CHANNEL LENGTH THRU SUBAREA(FEET) = 1320.00 CHANNEL SLOPE = 0.0899 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.73 FLOW VELOCITY(FEET/SEC.) = 4.78 FLOW DEPTH(FEET) = 0.07 TRAVEL TIME(MIN.) = 4.60 Tc(MIN.) = 10.22 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 893.00 = 1395.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 893.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.153 VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.6000 SUBAREA AREA(ACRES) = 6.19 SUBAREA RUNOFF(CFS) = 15.42 TOTAL AREA(ACRES) = 6.4 TOTAL RUNOFF(CFS) = 15.92 TC(MIN.) = 10.22 **************************************************************************** FLOW PROCESS FROM NODE 893.00 TO NODE 893.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.22 RAINFALL INTENSITY(INCH/HR) = 4.15 TOTAL STREAM AREA(ACRES) = 6.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.92 ** CONFLUENCE DATA ** Page 23 100PR.OUT STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 26.03 34.46 1.896 22.49 2 15.92 10.22 4.153 6.39 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 27.81 10.22 4.153 2 33.30 34.46 1.896 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 33.30 Tc(MIN.) = 34.46 TOTAL AREA(ACRES) = 28.9 LONGEST FLOWPATH FROM NODE 881.00 TO NODE 893.00 = 9487.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 202.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7800 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 490.00 DOWNSTREAM ELEVATION(FEET) = 475.00 ELEVATION DIFFERENCE(FEET) = 15.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.674 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.21 TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.21 **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 204.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 465.00 DOWNSTREAM(FEET) = 453.00 FLOW LENGTH(FEET) = 720.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.71 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.21 PIPE TRAVEL TIME(MIN.) = 4.43 Tc(MIN.) = 7.11 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 204.00 = 820.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 204.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.251 *USER SPECIFIED(SUBAREA): DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7800 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7800 SUBAREA AREA(ACRES) = 2.81 SUBAREA RUNOFF(CFS) = 11.51 TOTAL AREA(ACRES) = 2.8 TOTAL RUNOFF(CFS) = 11.67 TC(MIN.) = 7.11 **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 164.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< Page 24 100PR.OUT ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 453.00 DOWNSTREAM(FEET) = 441.86 FLOW LENGTH(FEET) = 146.08 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.93 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.67 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 7.27 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 164.00 = 966.08 FEET. **************************************************************************** FLOW PROCESS FROM NODE 164.00 TO NODE 164.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.27 RAINFALL INTENSITY(INCH/HR) = 5.17 TOTAL STREAM AREA(ACRES) = 2.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.67 **************************************************************************** FLOW PROCESS FROM NODE 164.00 TO NODE 164.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.00 RAIN INTENSITY(INCH/HOUR) = 3.74 TOTAL AREA(ACRES) = 89.63 TOTAL RUNOFF(CFS) = 265.69 **************************************************************************** FLOW PROCESS FROM NODE 164.00 TO NODE 164.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.00 RAINFALL INTENSITY(INCH/HR) = 3.74 TOTAL STREAM AREA(ACRES) = 89.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 265.69 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.67 7.27 5.175 2.85 2 265.69 12.00 3.745 89.63 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 172.60 7.27 5.175 2 274.14 12.00 3.745 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 274.14 Tc(MIN.) = 12.00 TOTAL AREA(ACRES) = 92.5 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 164.00 = 1395.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 92.5 TC(MIN.) = 12.00 PEAK FLOW RATE(CFS) = 274.14 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS Page 25 Preliminary Drainage Study for OTAY RANCH VILLAGE R-3, R-4, & R-8 R:\1601\Hyd\DR\TM\Reports\1601-Drainage.doc w.o.2807-0137 4/18/2022 CHAPTER 4 EXISTING INLET CALCULATIONS Village 7, R-8 Curb Inlet Sizing S (%) Q (cfs)a (ft)y (ft)(FT)(min.) (FT)Q/S^0.5 Q Captured Bypass Q 85% of Q50 85% of the 50-yr Peak Flow Captured by the inlet On-grade 793 4.60%7.38 0.33 0.33 19.7 22.00 34.409 6.27 YES * From Equation: Q = 0.7L(a+y)3/2 ** Length shown on plans (Required Length of Opening + 1 foot) *** The bypass Q should be equal or less than 15% of the peak 50-yr flow **** The bypass Q should be added to the peak flow of downstream node. If the downstream node is a sump inlet, we should use the 100-yr Q to calculate the bypass Q from the on-grade inlet and redsign the downstream sump inlet to capture the additional100-yr bypass Per C.V. DWG. NO. 05017, this inlet has a length of 22'. The peak flow increase is negligible. -Curb Inlet Design- Inlet Node NumberType of Inlet Curb Inlet Length Specified ** Street Grade Peak 50-yr Flow Gutter Depression Flow Depth Curb Inlet Length Required* R:\1601\Hyd\DR\TM\Calcs\Excel\1601-Inlet Calcs.xlsx Preliminary Drainage Study for OTAY RANCH VILLAGE R-3, R-4, & R-8 R:\1601\Hyd\DR\TM\Reports\1601-Drainage.doc w.o.2807-0137 4/18/2022 CHAPTER 5 DETENTION ANALYSIS To provide adequate flood control, increases in peak flow rates at the outfall location for this site were mitigated using the existing detention basin. The hydrology calculations discussed above provide peak flowrates for the existing detention basin, which are entered into a separate program called RickRatHydro. The RickratHydro was used to produce an inflow hydrograph for the project drainage area to the unit, based on the area, time of concentration, P6 value, runoff coefficient, and peak flow rate. Mitigation within the basin was modeled using Civil 3D Hydrographs Extension. The Hydrograph that was generated from RickRatHydro was used as an input data for the inflows to the storage unit in the Hydrographs model. The riser was modeled using the stage discharge table, and the volume was modeled using the storage stage table, which represents the storage provided within the basin. This basin is designed solely for peak flow detention and hydromodification purposes. It is not intended to address water quality pollutant removal requirements. The storage volume for flood control may overlap with the volume provided for hy- dromodification control, provided that the hydromodification storage volume drains within 96 hours, as specified in the County of San Diego's "Conjunctive Use Facilities for Storm Water Management and Flood Control" handout, dated January 21, 2020. Preliminary Drainage Study for OTAY RANCH VILLAGE R-3, R-4, & R-8 R:\1601\Hyd\DR\TM\Reports\1601-Drainage.doc w.o.2807-0137 4/18/2022 STAGE STORAGE TABLE Depth (ft) Area (sqft) 0.00 17535 0.05 17647 0.10 17758 0.15 17870 0.20 17982 0.25 18093 0.30 18205 0.35 18317 0.40 18428 0.45 18540 0.50 18651 0.55 18763 0.60 18875 0.65 18986 0.70 19098 0.75 19210 0.80 19321 0.85 19433 0.90 19545 0.95 19656 1.00 19768 1.05 19873 1.10 19979 1.15 20085 1.20 20190 1.25 20296 1.30 20401 1.35 20507 1.40 20613 1.45 20718 1.50 20824 1.55 20929 1.60 21035 1.65 21140 1.70 21246 1.75 21352 1.80 21457 1.85 21563 1.90 21668 1.95 21774 2.00 21880 2.05 21991 Ex Detention Bain Otay Ranch Village 7 R-8 / Stage Storage Depth (ft) Area (sqft) 2.10 22102 2.15 22213 2.20 22325 2.25 22436 2.30 22547 2.35 22659 2.40 22770 2.45 22881 2.50 22993 2.55 23104 2.60 23215 2.65 23326 2.70 23438 2.75 23549 2.80 23660 2.85 23772 2.90 23883 2.95 23994 3.00 24106 3.05 24215 3.10 24325 3.15 24435 3.20 24545 3.25 24655 3.30 24765 3.35 24875 3.40 24985 3.45 25095 3.50 25205 3.55 25315 3.60 25425 3.65 25535 3.70 25645 3.75 25755 3.80 25865 3.85 25975 3.90 26085 3.95 26195 4.00 26305 4.05 26420 4.10 26536 4.15 26652 4.20 26768 4.25 26883 4.30 26999 Depth (ft) Area (sqft) 4.35 27115 4.40 27230 4.45 27346 4.50 27462 4.55 27578 4.60 27693 4.65 27809 4.70 27925 4.75 28040 4.80 28156 4.85 28272 4.90 28388 4.95 28503 5.00 28619 5.05 28739 5.10 28860 5.15 28980 5.20 29101 5.25 29221 5.30 29342 5.35 29462 5.40 29582 5.45 29703 5.50 29823 5.55 29944 5.60 30064 5.65 30184 5.70 30305 5.75 30425 5.80 30546 5.85 30666 5.90 30787 5.95 30907 6.00 31027 6.05 31160 6.10 31292 6.15 31424 6.20 31557 6.25 31689 6.30 31821 6.35 31954 6.40 32086 6.45 32219 6.50 32351 6.55 32483 Depth (ft) Area (sqft) 6.60 32616 6.65 32748 6.70 32880 6.75 33013 6.80 33145 6.85 33277 6.90 33410 6.95 33542 7.00 33674 7.05 33810 7.10 33945 7.15 34081 7.20 34216 7.25 34352 7.30 34487 7.35 34623 7.40 34758 7.45 34894 7.50 35029 7.55 35165 7.60 35300 7.65 35436 7.70 35571 7.75 35707 7.80 35842 7.85 35977 7.90 36113 7.95 36248 8.00 36384 8.05 36523 8.10 36662 8.15 36801 8.20 36941 8.25 37080 8.30 37219 8.35 37358 8.40 37497 8.45 37636 8.50 37776 8.55 37915 8.60 38054 8.65 38193 8.70 38332 8.75 38471 8.80 38611 Depth (ft) Area (sqft) 8.85 38750 8.90 38889 8.95 39028 9.00 39167 9.05 39311 9.10 39455 9.15 39599 9.20 39743 9.25 39887 9.30 40031 9.35 40175 9.40 40319 9.45 40463 9.50 40607 9.55 40751 9.60 40895 9.65 41039 9.70 41183 9.75 41327 9.80 41471 9.85 41615 9.90 41759 9.95 41903 10.00 42047 10.05 42200 10.10 42353 10.15 42506 10.20 42659 10.25 42812 10.30 42965 10.35 43118 10.40 43271 10.45 43424 10.50 43577 10.55 43730 10.60 43883 10.65 44036 10.70 44189 10.75 44342 10.80 44495 10.85 44648 10.90 44801 10.95 44954 11.00 45107 11.05 45270 Depth (ft) Area (sqft) 11.10 45432 11.15 45595 11.20 45758 11.25 45920 11.30 46083 11.35 46246 11.40 46408 11.45 46571 11.50 46734 11.55 46896 11.60 47059 11.65 47222 11.70 47384 11.75 47547 11.80 47710 11.85 47872 11.90 48035 11.95 48198 12.00 48360 12.05 48537 12.10 48713 12.15 48889 12.20 49066 12.25 49242 12.30 49419 12.35 49595 12.40 49772 12.45 49948 12.50 50124 12.55 50301 12.60 50477 12.65 50654 12.70 50830 12.75 51007 12.80 51183 12.85 51359 12.90 51536 12.95 51712 13.00 51889 13.05 52065 13.10 52242 13.15 52418 13.20 52594 13.25 52771 13.30 52947 Depth (ft) Area (sqft) 13.35 53124 13.40 53300 13.45 53477 13.50 53653 13.55 53829 13.60 54006 13.65 54182 13.70 54359 13.75 54535 13.80 54712 13.85 54888 13.90 55064 Preliminary Drainage Study for OTAY RANCH VILLAGE R-3, R-4, & R-8 R:\1601\Hyd\DR\TM\Reports\1601-Drainage.doc w.o.2807-0137 4/18/2022 PROPOSED CONDITIONS DISCHARGE TABLE Discharge vs Elevation Table 1 Orifice Stag diameter:10 "2 Orifice Stag diameter:12 "3 Orifice Stag diameter:18 "4 Orifice Stag diameter:18 "Emergency weir:8X8 Number:1 number of orif:1 Number:2 Number:3 Invert:11.60 ft Cg-low:0.61 Cg-middle:0.61 Cg-low:0.61 Cg-low:0.61 Area 64.00 sq ft 8' x 8' invert elev:0.00 ft invert elev:1.50 ft invert elev:3.00 ft invert elev:5.50 ft Circumference 32 ft Elev h H/D-1 H/D-2 H/D-3 H/D-4 H/D-peak Qlow-orif Qlow-weir Qtot-1 Qmid-orif Qmid-weir Qtot-2 Qtop-orif Qtop-weir Qtot-3 Qtop-orif Qtop-weir Qtot-4 Q emergency Qtot (ft)-----(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs) 390 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000 390.05 0.05 0.06 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.008 390.10 0.10 0.12 0.00 0.00 0.00 0.00 0.00 0.03 0.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.031 390.15 0.15 0.18 0.00 0.00 0.00 0.00 0.00 0.07 0.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.069 390.20 0.20 0.24 0.00 0.00 0.00 0.00 0.00 0.12 0.12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.120 390.25 0.25 0.30 0.00 0.00 0.00 0.00 0.00 0.18 0.18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.184 390.30 0.30 0.36 0.00 0.00 0.00 0.00 0.00 0.26 0.26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.262 390.35 0.35 0.42 0.00 0.00 0.00 0.00 0.00 0.35 0.35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.350 390.40 0.40 0.48 0.00 0.00 0.00 0.00 0.00 0.45 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.450 390.45 0.45 0.54 0.00 0.00 0.00 0.00 0.49 0.56 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.560 390.50 0.50 0.60 0.00 0.00 0.00 0.00 0.77 0.68 0.68 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.680 390.55 0.55 0.66 0.00 0.00 0.00 0.00 0.97 0.81 0.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.808 390.60 0.60 0.72 0.00 0.00 0.00 0.00 1.14 0.94 0.94 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.943 390.65 0.65 0.78 0.00 0.00 0.00 0.00 1.29 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.085 390.70 0.70 0.84 0.00 0.00 0.00 0.00 1.42 1.23 1.23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.232 390.75 0.75 0.90 0.00 0.00 0.00 0.00 1.54 1.38 1.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.385 390.80 0.80 0.96 0.00 0.00 0.00 0.00 1.86 1.54 1.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.541 390.85 0.85 1.02 0.00 0.00 0.00 0.00 1.76 1.70 1.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.700 390.90 0.90 1.08 0.00 0.00 0.00 0.00 1.86 1.86 1.86 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.861 390.95 0.95 1.14 0.00 0.00 0.00 0.00 1.95 2.02 1.95 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.950 391.00 1.00 1.20 0.00 0.00 0.00 0.00 2.04 2.18 2.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.039 391.05 1.05 1.26 0.00 0.00 0.00 0.00 2.12 2.35 2.12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.125 391.10 1.10 1.32 0.00 0.00 0.00 0.00 2.21 2.50 2.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.207 391.15 1.15 1.38 0.00 0.00 0.00 0.00 2.29 2.66 2.29 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.286 391.20 1.20 1.44 0.00 0.00 0.00 0.00 2.36 2.81 2.36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.363 391.25 1.25 1.50 0.00 0.00 0.00 0.00 2.44 2.96 2.44 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.437 391.30 1.30 1.56 0.00 0.00 0.00 0.00 2.51 3.11 2.51 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.509 391.35 1.35 1.62 0.00 0.00 0.00 0.00 2.58 3.25 2.58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.579 391.40 1.40 1.68 0.00 0.00 0.00 0.00 2.65 3.38 2.65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.648 391.45 1.45 1.74 0.00 0.00 0.00 0.00 2.71 3.51 2.71 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.714 391.50 1.50 1.80 0.00 0.00 0.00 0.00 2.78 3.63 2.78 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.779 391.55 1.55 1.86 0.05 0.00 0.00 0.00 2.84 3.74 2.84 0.00 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.851 391.60 1.60 1.92 0.10 0.00 0.00 0.00 2.90 3.84 2.90 0.00 0.03 0.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.939 391.65 1.65 1.98 0.15 0.00 0.00 0.00 2.97 3.93 2.97 0.00 0.08 0.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.041 391.70 1.70 2.04 0.20 0.00 0.00 0.00 3.02 4.02 3.02 0.00 0.13 0.13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.157 391.75 1.75 2.10 0.25 0.00 0.00 0.00 3.08 4.10 3.08 0.00 0.20 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.288 391.80 1.80 2.16 0.30 0.00 0.00 0.00 3.14 4.17 3.14 0.00 0.29 0.29 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.431 391.85 1.85 2.22 0.35 0.00 0.00 0.00 3.20 4.23 3.20 0.00 0.39 0.39 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.588 391.90 1.90 2.28 0.40 0.00 0.00 0.00 3.25 4.28 3.25 0.00 0.50 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.756 391.95 1.95 2.34 0.45 0.00 0.00 0.00 3.31 4.33 3.31 0.00 0.63 0.63 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.936 392.00 2.00 2.40 0.50 0.00 0.00 0.00 3.36 4.36 3.36 0.00 0.77 0.77 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.126 392.05 2.05 2.46 0.55 0.00 0.00 0.00 3.41 4.39 3.41 0.86 0.91 0.91 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.327 392.10 2.10 2.52 0.60 0.00 0.00 0.00 3.46 4.41 3.46 1.22 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.536 392.15 2.15 2.58 0.65 0.00 0.00 0.00 3.52 4.43 3.52 1.49 1.24 1.24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.754 392.20 2.20 2.64 0.70 0.00 0.00 0.00 3.57 4.44 3.57 1.72 1.41 1.41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.980 392.25 2.25 2.70 0.75 0.00 0.00 0.00 3.62 4.45 3.62 1.92 1.60 1.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.213 392.30 2.30 2.76 0.80 0.00 0.00 0.00 3.66 4.46 3.66 2.11 1.79 1.79 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.452 392.35 2.35 2.82 0.85 0.00 0.00 0.00 3.71 4.46 3.71 2.27 1.98 1.98 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.696 392.40 2.40 2.88 0.90 0.00 0.00 0.00 3.76 4.46 3.76 2.43 2.18 2.18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.944 392.45 2.45 2.94 0.95 0.00 0.00 0.00 3.81 4.47 3.81 2.58 2.39 2.39 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.196 392.50 2.50 3.00 1.00 0.00 0.00 0.00 3.85 4.47 3.85 2.72 2.60 2.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.451 392.55 2.55 3.06 1.05 0.00 0.00 0.00 3.90 4.49 3.90 2.85 2.81 2.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.708 392.60 2.60 3.12 1.10 0.00 0.00 0.00 3.95 4.51 3.95 2.98 3.02 2.98 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.923 392.65 2.65 3.18 1.15 0.00 0.00 0.00 3.99 4.54 3.99 3.10 3.23 3.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7.090 392.70 2.70 3.24 1.20 0.00 0.00 0.00 4.03 4.58 4.03 3.22 3.45 3.22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7.251 392.75 2.75 3.30 1.25 0.00 0.00 0.00 4.08 4.64 4.08 3.33 3.66 3.33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7.408 392.80 2.80 3.36 1.30 0.00 0.00 0.00 4.12 4.71 4.12 3.44 3.87 3.44 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7.561 392.85 2.85 3.42 1.35 0.00 0.00 0.00 4.16 4.80 4.16 3.54 4.08 3.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7.710 392.90 2.90 3.48 1.40 0.00 0.00 0.00 4.21 4.92 4.21 3.65 4.28 3.65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7.855 392.95 2.95 3.54 1.45 0.00 0.00 0.00 4.25 5.07 4.25 3.75 4.48 3.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7.997 393.00 3.00 3.60 1.50 0.00 0.00 0.00 4.29 5.24 4.29 3.84 4.68 3.84 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8.136 393.05 3.05 3.66 1.55 0.03 0.00 0.00 4.33 5.45 4.33 3.94 4.87 3.94 0.00 0.02 0.02 0.00 0.00 0.00 0.00 8.295 393.10 3.10 3.72 1.60 0.07 0.00 0.00 4.37 5.70 4.37 4.03 5.05 4.03 0.00 0.09 0.09 0.00 0.00 0.00 0.00 8.492 393.15 3.15 3.78 1.65 0.10 0.00 0.00 4.41 5.99 4.41 4.12 5.23 4.12 0.00 0.19 0.19 0.00 0.00 0.00 0.00 8.726 393.20 3.20 3.84 1.70 0.13 0.00 0.00 4.45 6.32 4.45 4.21 5.40 4.21 0.00 0.33 0.33 0.00 0.00 0.00 0.00 8.998 393.25 3.25 3.90 1.75 0.17 0.00 0.00 4.49 6.71 4.49 4.30 5.56 4.30 0.00 0.51 0.51 0.00 0.00 0.00 0.00 9.306 393.30 3.30 3.96 1.80 0.20 0.00 0.00 4.53 7.15 4.53 4.38 5.72 4.38 0.00 0.73 0.73 0.00 0.00 0.00 0.00 9.649 393.35 3.35 4.02 1.85 0.23 0.00 0.00 4.57 7.66 4.57 4.47 5.87 4.47 0.00 0.99 0.99 0.00 0.00 0.00 0.00 10.027 393.40 3.40 4.08 1.90 0.27 0.00 0.00 4.61 8.23 4.61 4.55 6.00 4.55 0.00 1.28 1.28 0.00 0.00 0.00 0.00 10.439 393.45 3.45 4.14 1.95 0.30 0.00 0.00 4.65 8.88 4.65 4.63 6.13 4.63 0.00 1.60 1.60 0.00 0.00 0.00 0.00 10.884 393.50 3.50 4.20 2.00 0.33 0.00 0.00 4.69 9.60 4.69 4.71 6.25 4.71 0.00 1.96 1.96 0.00 0.00 0.00 0.00 11.360 393.55 3.55 4.26 2.05 0.37 0.00 0.00 4.73 10.41 4.73 4.79 6.36 4.79 0.00 2.36 2.36 0.00 0.00 0.00 0.00 11.868 393.60 3.60 4.32 2.10 0.40 0.00 0.00 4.76 11.31 4.76 4.86 6.47 4.86 0.00 2.78 2.78 0.00 0.00 0.00 0.00 12.405 393.65 3.65 4.38 2.15 0.43 0.00 0.00 4.80 12.31 4.80 4.94 6.56 4.94 0.00 3.23 3.23 0.00 0.00 0.00 0.00 12.971 393.70 3.70 4.44 2.20 0.47 0.00 0.00 4.84 13.41 4.84 5.01 6.64 5.01 0.00 3.71 3.71 0.00 0.00 0.00 0.00 13.565 393.75 3.75 4.50 2.25 0.50 0.00 0.00 4.87 14.63 4.87 5.09 6.71 5.09 0.00 4.22 4.22 0.00 0.00 0.00 0.00 14.185 393.80 3.80 4.56 2.30 0.53 0.00 0.00 4.91 15.96 4.91 5.16 6.78 5.16 3.87 4.76 4.76 0.00 0.00 0.00 0.00 14.831 393.85 3.85 4.62 2.35 0.57 0.00 0.00 4.95 17.42 4.95 5.23 6.83 5.23 5.47 5.32 5.32 0.00 0.00 0.00 0.00 15.500 393.90 3.90 4.68 2.40 0.60 0.00 0.00 4.98 19.02 4.98 5.30 6.88 5.30 6.70 5.91 5.91 0.00 0.00 0.00 0.00 16.192 393.95 3.95 4.74 2.45 0.63 0.00 0.00 5.02 20.76 5.02 5.37 6.92 5.37 7.74 6.52 6.52 0.00 0.00 0.00 0.00 16.906 394.00 4.00 4.80 2.50 0.67 0.00 0.00 5.05 22.65 5.05 5.44 6.95 5.44 8.65 7.15 7.15 0.00 0.00 0.00 0.00 17.639 394.05 4.05 4.86 2.55 0.70 0.00 0.00 5.09 24.71 5.09 5.50 6.98 5.50 9.48 7.80 7.80 0.00 0.00 0.00 0.00 18.392 394.10 4.10 4.92 2.60 0.73 0.00 0.00 5.12 26.93 5.12 5.57 7.00 5.57 10.24 8.47 8.47 0.00 0.00 0.00 0.00 19.162 394.15 4.15 4.98 2.65 0.77 0.00 0.00 5.16 29.33 5.16 5.64 7.01 5.64 10.94 9.15 9.15 0.00 0.00 0.00 0.00 19.948 394.20 4.20 5.04 2.70 0.80 0.00 0.00 5.19 31.93 5.19 5.70 7.02 5.70 11.61 9.85 9.85 0.00 0.00 0.00 0.00 20.750 394.25 4.25 5.10 2.75 0.83 0.00 0.00 5.23 34.72 5.23 5.77 7.03 5.77 12.23 10.57 10.57 0.00 0.00 0.00 0.00 21.564 394.30 4.30 5.16 2.80 0.87 0.00 0.00 5.26 37.73 5.26 5.83 7.03 5.83 12.83 11.30 11.30 0.00 0.00 0.00 0.00 22.391 394.35 4.35 5.22 2.85 0.90 0.00 0.00 5.30 40.96 5.30 5.89 7.04 5.89 13.40 12.04 12.04 0.00 0.00 0.00 0.00 23.228 394.40 4.40 5.28 2.90 0.93 0.00 0.00 5.33 44.42 5.33 5.96 7.04 5.96 13.95 12.79 12.79 0.00 0.00 0.00 0.00 24.074 394.45 4.45 5.34 2.95 0.97 0.00 0.00 5.36 48.13 5.36 6.02 7.05 6.02 14.48 13.55 13.55 0.00 0.00 0.00 0.00 24.929 394.50 4.50 5.40 3.00 1.00 0.00 0.00 5.40 52.09 5.40 6.08 7.06 6.08 14.98 14.32 14.32 0.00 0.00 0.00 0.00 25.789 394.55 4.55 5.46 3.05 1.03 0.00 0.00 5.43 56.32 5.43 6.14 7.08 6.14 15.47 15.09 15.09 0.00 0.00 0.00 0.00 26.655 394.60 4.60 5.52 3.10 1.07 0.00 0.00 5.46 60.83 5.46 6.20 7.10 6.20 15.95 15.86 15.86 0.00 0.00 0.00 0.00 27.525 394.65 4.65 5.58 3.15 1.10 0.00 0.00 5.49 65.64 5.49 6.26 7.13 6.26 16.41 16.64 16.64 0.00 0.00 0.00 0.00 28.397 394.70 4.70 5.64 3.20 1.13 0.00 0.00 5.53 70.75 5.53 6.32 7.18 6.32 16.86 17.43 16.86 0.00 0.00 0.00 0.00 28.706 394.75 4.75 5.70 3.25 1.17 0.00 0.00 5.56 76.19 5.56 6.38 7.24 6.38 17.30 18.21 17.30 0.00 0.00 0.00 0.00 29.235 394.80 4.80 5.76 3.30 1.20 0.00 0.00 5.59 81.96 5.59 6.43 7.31 6.43 17.73 18.99 17.73 0.00 0.00 0.00 0.00 29.752 394.85 4.85 5.82 3.35 1.23 0.00 0.00 5.62 88.09 5.62 6.49 7.41 6.49 18.15 19.77 18.15 0.00 0.00 0.00 0.00 30.258 394.90 4.90 5.88 3.40 1.27 0.00 0.00 5.65 94.57 5.65 6.55 7.53 6.55 18.55 20.55 18.55 0.00 0.00 0.00 0.00 30.754 394.95 4.95 5.94 3.45 1.30 0.00 0.00 5.68 101.44 5.68 6.60 7.67 6.60 18.95 21.32 18.95 0.00 0.00 0.00 0.00 31.241 395.00 5.00 6.00 3.50 1.33 0.00 0.00 5.72 108.71 5.72 6.66 7.83 6.66 19.34 22.08 19.34 0.00 0.00 0.00 0.00 31.718 395.05 5.05 6.06 3.55 1.37 0.00 0.00 5.75 116.38 5.75 6.71 8.03 6.71 19.73 22.84 19.73 0.00 0.00 0.00 0.00 32.188 395.10 5.10 6.12 3.60 1.40 0.00 0.00 5.78 124.49 5.78 6.77 8.27 6.77 20.10 23.59 20.10 0.00 0.00 0.00 0.00 32.649 395.15 5.15 6.18 3.65 1.43 0.00 0.00 5.81 133.04 5.81 6.82 8.54 6.82 20.47 24.33 20.47 0.00 0.00 0.00 0.00 33.103 395.20 5.20 6.24 3.70 1.47 0.00 0.00 5.84 142.05 5.84 6.88 8.85 6.88 20.83 25.05 20.83 0.00 0.00 0.00 0.00 33.550 395.25 5.25 6.30 3.75 1.50 0.00 0.00 5.87 151.54 5.87 6.93 9.21 6.93 21.19 25.77 21.19 0.00 0.00 0.00 0.00 33.990 395.30 5.30 6.36 3.80 1.53 0.00 0.00 5.90 161.53 5.90 6.98 9.61 6.98 21.54 26.47 21.54 0.00 0.00 0.00 0.00 34.424 395.35 5.35 6.42 3.85 1.57 0.00 0.00 5.93 172.04 5.93 7.04 10.07 7.04 21.88 27.16 21.88 0.00 0.00 0.00 0.00 34.852 395.40 5.40 6.48 3.90 1.60 0.00 0.00 5.96 183.09 5.96 7.09 10.58 7.09 22.22 27.84 22.22 0.00 0.00 0.00 0.00 35.273 395.45 5.45 6.54 3.95 1.63 0.00 0.00 5.99 194.69 5.99 7.14 11.16 7.14 22.56 28.50 22.56 0.00 0.00 0.00 0.00 35.689 395.50 5.50 6.60 4.00 1.67 0.00 0.00 6.02 206.86 6.02 7.19 11.81 7.19 22.89 29.14 22.89 0.00 0.00 0.00 0.00 36.100 395.55 5.55 6.66 4.05 1.70 0.03 0.00 6.05 219.63 6.05 7.24 12.52 7.24 23.21 29.76 23.21 0.00 0.03 0.03 0.00 36.539 395.60 5.60 6.72 4.10 1.73 0.07 0.00 6.08 233.02 6.08 7.29 13.31 7.29 23.53 30.37 23.53 0.00 0.13 0.13 0.00 37.034 395.65 5.65 6.78 4.15 1.77 0.10 0.00 6.11 247.05 6.11 7.35 14.19 7.35 23.85 30.95 23.85 0.00 0.28 0.28 0.00 37.585 395.70 5.70 6.84 4.20 1.80 0.13 0.00 6.14 261.73 6.14 7.40 15.15 7.40 24.16 31.52 24.16 0.00 0.50 0.50 0.00 38.190 395.75 5.75 6.90 4.25 1.83 0.17 0.00 6.17 277.09 6.17 7.45 16.20 7.45 24.47 32.06 24.47 0.00 0.77 0.77 0.00 38.848 395.80 5.80 6.96 4.30 1.87 0.20 0.00 6.19 293.16 6.19 7.49 17.35 7.49 24.77 32.59 24.77 0.00 1.10 1.10 0.00 39.558 395.85 5.85 7.02 4.35 1.90 0.23 0.00 6.22 309.96 6.22 7.54 18.61 7.54 25.07 33.09 25.07 0.00 1.48 1.48 0.00 40.320 Otay Village 7 R-8, Ex Basin 390.20 0.20 0.24 0.00 0.00 0.00 0.00 0.00 0.12 0.12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.120 390.25 0.25 0.30 0.00 0.00 0.00 0.00 0.00 0.18 0.18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.184 395.90 5.90 7.08 4.40 1.93 0.27 0.00 6.25 327.51 6.25 7.59 19.98 7.59 25.37 33.57 25.37 0.00 1.92 1.92 0.00 41.130 395.95 5.95 7.14 4.45 1.97 0.30 0.00 6.28 345.83 6.28 7.64 21.46 7.64 25.66 34.03 25.66 0.00 2.41 2.41 0.00 41.989 396.00 6.00 7.20 4.50 2.00 0.33 0.00 6.31 364.95 6.31 7.69 23.07 7.69 25.95 34.47 25.95 0.00 2.94 2.94 0.00 42.895 396.05 6.05 7.26 4.55 2.03 0.37 0.00 6.34 384.90 6.34 7.74 24.81 7.74 26.24 34.88 26.24 0.00 3.53 3.53 0.00 43.845 396.10 6.10 7.32 4.60 2.07 0.40 0.00 6.37 405.69 6.37 7.78 26.69 7.78 26.52 35.27 26.52 0.00 4.17 4.17 0.00 44.840 396.15 6.15 7.38 4.65 2.10 0.43 0.00 6.39 427.36 6.39 7.83 28.71 7.83 26.80 35.64 26.80 0.00 4.85 4.85 0.00 45.876 396.20 6.20 7.44 4.70 2.13 0.47 0.00 6.42 449.93 6.42 7.88 30.89 7.88 27.08 35.98 27.08 0.00 5.57 5.57 0.00 46.952 396.25 6.25 7.50 4.75 2.17 0.50 0.00 6.45 473.44 6.45 7.93 33.23 7.93 27.36 36.30 27.36 0.00 6.34 6.34 0.00 48.067 396.30 6.30 7.56 4.80 2.20 0.53 0.00 6.48 497.90 6.48 7.97 35.73 7.97 27.63 36.60 27.63 5.80 7.14 7.14 0.00 49.218 396.35 6.35 7.62 4.85 2.23 0.57 0.00 6.50 523.34 6.50 8.02 38.41 8.02 27.90 36.87 27.90 8.21 7.99 7.99 0.00 50.405 396.40 6.40 7.68 4.90 2.27 0.60 0.00 6.53 549.80 6.53 8.06 41.28 8.06 28.16 37.13 28.16 10.05 8.86 8.86 0.00 51.624 396.45 6.45 7.74 4.95 2.30 0.63 0.00 6.56 577.30 6.56 8.11 44.34 8.11 28.43 37.36 28.43 11.61 9.78 9.78 0.00 52.874 396.50 6.50 7.80 5.00 2.33 0.67 0.00 6.59 605.87 6.59 8.16 47.60 8.16 28.69 37.56 28.69 12.98 10.72 10.72 0.00 54.154 396.55 6.55 7.86 5.05 2.37 0.70 0.00 6.61 635.55 6.61 8.20 51.08 8.20 28.95 37.75 28.95 14.21 11.70 11.70 0.00 55.461 396.60 6.60 7.92 5.10 2.40 0.73 0.00 6.64 666.36 6.64 8.25 54.78 8.25 29.21 37.92 29.21 15.35 12.70 12.70 0.00 56.793 396.65 6.65 7.98 5.15 2.43 0.77 0.00 6.67 698.34 6.67 8.29 58.70 8.29 29.46 38.07 29.46 16.41 13.73 13.73 0.00 58.148 396.70 6.70 8.04 5.20 2.47 0.80 0.00 6.69 731.51 6.69 8.34 62.87 8.34 29.72 38.20 29.72 17.41 14.78 14.78 0.00 59.524 396.75 6.75 8.10 5.25 2.50 0.83 0.00 6.72 765.91 6.72 8.38 67.29 8.38 29.97 38.31 29.97 18.35 15.85 15.85 0.00 60.919 396.80 6.80 8.16 5.30 2.53 0.87 0.00 6.75 801.57 6.75 8.42 71.97 8.42 30.22 38.41 30.22 19.25 16.95 16.95 0.00 62.332 396.85 6.85 8.22 5.35 2.57 0.90 0.00 6.77 838.53 6.77 8.47 76.93 8.47 30.46 38.49 30.46 20.10 18.06 18.06 0.00 63.759 396.90 6.90 8.28 5.40 2.60 0.93 0.00 6.80 876.82 6.80 8.51 82.17 8.51 30.71 38.56 30.71 20.92 19.18 19.18 0.00 65.199 396.95 6.95 8.34 5.45 2.63 0.97 0.00 6.82 916.47 6.82 8.55 87.70 8.55 30.95 38.61 30.95 21.71 20.32 20.32 0.00 66.650 397.00 7.00 8.40 5.50 2.67 1.00 0.00 6.85 957.52 6.85 8.60 93.54 8.60 31.19 38.65 31.19 22.47 21.47 21.47 0.00 68.110 397.05 7.05 8.46 5.55 2.70 1.03 0.00 6.88 1000.01 6.88 8.64 99.69 8.64 31.43 38.69 31.43 23.21 22.63 22.63 0.00 69.577 397.10 7.10 8.52 5.60 2.73 1.07 0.00 6.90 1043.97 6.90 8.68 106.18 8.68 31.67 38.71 31.67 23.93 23.80 23.80 0.00 71.048 397.15 7.15 8.58 5.65 2.77 1.10 0.00 6.93 1089.44 6.93 8.73 113.00 8.73 31.90 38.74 31.90 24.62 24.97 24.97 0.00 72.522 397.20 7.20 8.64 5.70 2.80 1.13 0.00 6.95 1136.46 6.95 8.77 120.19 8.77 32.14 38.75 32.14 25.29 26.14 25.29 0.00 73.151 397.25 7.25 8.70 5.75 2.83 1.17 0.00 6.98 1185.06 6.98 8.81 127.74 8.81 32.37 38.77 32.37 25.95 27.31 25.95 0.00 74.108 397.30 7.30 8.76 5.80 2.87 1.20 0.00 7.00 1235.29 7.00 8.85 135.67 8.85 32.60 38.78 32.60 26.59 28.49 26.59 0.00 75.047 397.35 7.35 8.82 5.85 2.90 1.23 0.00 7.03 1287.18 7.03 8.89 143.99 8.89 32.83 38.80 32.83 27.22 29.65 27.22 0.00 75.968 397.40 7.40 8.88 5.90 2.93 1.27 0.00 7.06 1340.78 7.06 8.93 152.73 8.93 33.05 38.83 33.05 27.83 30.82 27.83 0.00 76.874 397.45 7.45 8.94 5.95 2.97 1.30 0.00 7.08 1396.12 7.08 8.98 161.88 8.98 33.28 38.86 33.28 28.43 31.97 28.43 0.00 77.764 397.50 7.50 9.00 6.00 3.00 1.33 0.00 7.11 1453.24 7.11 9.02 171.48 9.02 33.50 38.90 33.50 29.01 33.12 29.01 0.00 78.641 397.55 7.55 9.06 6.05 3.03 1.37 0.00 7.13 1512.20 7.13 9.06 181.52 9.06 33.73 38.96 33.73 29.59 34.26 29.59 0.00 79.504 397.60 7.60 9.12 6.10 3.07 1.40 0.00 7.16 1573.02 7.16 9.10 192.03 9.10 33.95 39.03 33.95 30.15 35.38 30.15 0.00 80.355 397.65 7.65 9.18 6.15 3.10 1.43 0.00 7.18 1635.76 7.18 9.14 203.02 9.14 34.17 39.13 34.17 30.71 36.49 30.71 0.00 81.193 397.70 7.70 9.24 6.20 3.13 1.47 0.00 7.21 1700.46 7.21 9.18 214.51 9.18 34.39 39.25 34.39 31.25 37.58 31.25 0.00 82.020 397.75 7.75 9.30 6.25 3.17 1.50 0.00 7.23 1767.16 7.23 9.22 226.52 9.22 34.60 39.39 34.60 31.78 38.66 31.78 0.00 82.836 397.80 7.80 9.36 6.30 3.20 1.53 0.00 7.25 1835.91 7.25 9.26 239.05 9.26 34.82 39.57 34.82 32.31 39.71 32.31 0.00 83.642 397.85 7.85 9.42 6.35 3.23 1.57 0.00 7.28 1906.75 7.28 9.30 252.13 9.30 35.03 39.77 35.03 32.83 40.74 32.83 0.00 84.437 397.90 7.90 9.48 6.40 3.27 1.60 0.00 7.30 1979.73 7.30 9.34 265.77 9.34 35.25 40.02 35.25 33.34 41.76 33.34 0.00 85.223 397.95 7.95 9.54 6.45 3.30 1.63 0.00 7.33 2054.90 7.33 9.38 279.99 9.38 35.46 40.31 35.46 33.84 42.74 33.84 0.00 86.000 398.00 8.00 9.60 6.50 3.33 1.67 0.00 7.35 2132.31 7.35 9.42 294.81 9.42 35.67 40.65 35.67 34.33 43.71 34.33 0.00 86.768 398.05 8.05 9.66 6.55 3.37 1.70 0.00 7.38 2212.00 7.38 9.46 310.24 9.46 35.88 41.03 35.88 34.82 44.64 34.82 0.00 87.528 398.10 8.10 9.72 6.60 3.40 1.73 0.00 7.40 2294.03 7.40 9.50 326.31 9.50 36.08 41.47 36.08 35.30 45.55 35.30 0.00 88.279 398.15 8.15 9.78 6.65 3.43 1.77 0.00 7.42 2378.44 7.42 9.53 343.03 9.53 36.29 41.98 36.29 35.77 46.43 35.77 0.00 89.023 398.20 8.20 9.84 6.70 3.47 1.80 0.00 7.45 2465.28 7.45 9.57 360.43 9.57 36.50 42.54 36.50 36.24 47.28 36.24 0.00 89.758 398.25 8.25 9.90 6.75 3.50 1.83 0.00 7.47 2554.61 7.47 9.61 378.51 9.61 36.70 43.18 36.70 36.70 48.10 36.70 0.00 90.487 398.30 8.30 9.96 6.80 3.53 1.87 0.00 7.50 2646.48 7.50 9.65 397.30 9.65 36.90 43.89 36.90 37.16 48.88 37.16 0.00 91.208 398.35 8.35 10.02 6.85 3.57 1.90 0.00 7.52 2740.94 7.52 9.69 416.83 9.69 37.11 44.68 37.11 37.61 49.64 37.61 0.00 91.923 398.40 8.40 10.08 6.90 3.60 1.93 0.00 7.54 2838.05 7.54 9.73 437.10 9.73 37.31 45.56 37.31 38.05 50.36 38.05 0.00 92.631 398.45 8.45 10.14 6.95 3.63 1.97 0.00 7.57 2937.85 7.57 9.76 458.15 9.76 37.51 46.53 37.51 38.49 51.05 38.49 0.00 93.332 398.50 8.50 10.20 7.00 3.67 2.00 0.00 7.59 3040.41 7.59 9.80 479.98 9.80 37.71 47.60 37.71 38.93 51.70 38.93 0.00 94.028 398.55 8.55 10.26 7.05 3.70 2.03 0.00 7.61 3145.78 7.61 9.84 502.63 9.84 37.90 48.77 37.90 39.36 52.32 39.36 0.00 94.717 398.60 8.60 10.32 7.10 3.73 2.07 0.00 7.64 3254.01 7.64 9.88 526.12 9.88 38.10 50.05 38.10 39.78 52.90 39.78 0.00 95.400 398.65 8.65 10.38 7.15 3.77 2.10 0.00 7.66 3365.17 7.66 9.91 550.46 9.91 38.30 51.45 38.30 40.20 53.45 40.20 0.00 96.078 398.70 8.70 10.44 7.20 3.80 2.13 0.00 7.68 3479.31 7.68 9.95 575.69 9.95 38.49 52.97 38.49 40.62 53.97 40.62 0.00 96.750 398.75 8.75 10.50 7.25 3.83 2.17 0.00 7.71 3596.49 7.71 9.99 601.81 9.99 38.69 54.62 38.69 41.03 54.45 41.03 0.00 97.416 398.80 8.80 10.56 7.30 3.87 2.20 0.00 7.73 3716.77 7.73 10.03 628.87 10.03 38.88 56.40 38.88 41.44 54.90 41.44 0.00 98.077 398.85 8.85 10.62 7.35 3.90 2.23 0.00 7.75 3840.21 7.75 10.06 656.87 10.06 39.07 58.34 39.07 41.85 55.31 41.85 0.00 98.734 398.90 8.90 10.68 7.40 3.93 2.27 0.00 7.78 3966.87 7.78 10.10 685.85 10.10 39.26 60.42 39.26 42.25 55.69 42.25 0.00 99.385 398.95 8.95 10.74 7.45 3.97 2.30 0.00 7.80 4096.81 7.80 10.14 715.82 10.14 39.45 62.66 39.45 42.64 56.03 42.64 0.00 100.031 399.00 9.00 10.80 7.50 4.00 2.33 0.00 7.82 4230.10 7.82 10.17 746.82 10.17 39.64 65.07 39.64 43.04 56.35 43.04 0.00 100.672 399.05 9.05 10.86 7.55 4.03 2.37 0.00 7.84 4366.80 7.84 10.21 778.87 10.21 39.83 67.65 39.83 43.43 56.63 43.43 0.00 101.309 399.10 9.10 10.92 7.60 4.07 2.40 0.00 7.87 4506.97 7.87 10.24 811.99 10.24 40.02 70.42 40.02 43.81 56.88 43.81 0.00 101.941 399.15 9.15 10.98 7.65 4.10 2.43 0.00 7.89 4650.68 7.89 10.28 846.21 10.28 40.20 73.38 40.20 44.19 57.10 44.19 0.00 102.569 399.20 9.20 11.04 7.70 4.13 2.47 0.00 7.91 4797.99 7.91 10.32 881.55 10.32 40.39 76.54 40.39 44.57 57.30 44.57 0.00 103.193 399.25 9.25 11.10 7.75 4.17 2.50 0.00 7.94 4948.97 7.94 10.35 918.05 10.35 40.57 79.91 40.57 44.95 57.47 44.95 0.00 103.812 399.30 9.30 11.16 7.80 4.20 2.53 0.00 7.96 5103.69 7.96 10.39 955.73 10.39 40.76 83.49 40.76 45.32 57.61 45.32 0.00 104.427 399.35 9.35 11.22 7.85 4.23 2.57 0.00 7.98 5262.21 7.98 10.42 994.62 10.42 40.94 87.30 40.94 45.69 57.73 45.69 0.00 105.038 399.40 9.40 11.28 7.90 4.27 2.60 0.00 8.00 5424.61 8.00 10.46 1034.74 10.46 41.12 91.35 41.12 46.06 57.83 46.06 0.00 105.645 399.45 9.45 11.34 7.95 4.30 2.63 0.00 8.02 5590.95 8.02 10.49 1076.13 10.49 41.31 95.65 41.31 46.42 57.92 46.42 0.00 106.248 399.50 9.50 11.40 8.00 4.33 2.67 0.00 8.05 5761.30 8.05 10.53 1118.81 10.53 41.49 100.20 41.49 46.79 57.98 46.79 0.00 106.848 399.55 9.55 11.46 8.05 4.37 2.70 0.00 8.07 5935.74 8.07 10.56 1162.82 10.56 41.67 105.02 41.67 47.14 58.03 47.14 0.00 107.443 399.60 9.60 11.52 8.10 4.40 2.73 0.00 8.09 6114.34 8.09 10.60 1208.17 10.60 41.85 110.11 41.85 47.50 58.07 47.50 0.00 108.035 399.65 9.65 11.58 8.15 4.43 2.77 0.00 8.11 6297.17 8.11 10.63 1254.91 10.63 42.02 115.50 42.02 47.85 58.10 47.85 0.00 108.624 399.70 9.70 11.64 8.20 4.47 2.80 0.00 8.13 6484.31 8.13 10.67 1303.07 10.67 42.20 121.18 42.20 48.20 58.13 48.20 0.00 109.209 399.75 9.75 11.70 8.25 4.50 2.83 0.00 8.16 6675.82 8.16 10.70 1352.66 10.70 42.38 127.17 42.38 48.55 58.15 48.55 0.00 109.790 399.80 9.80 11.76 8.30 4.53 2.87 0.00 8.18 6871.79 8.18 10.74 1403.74 10.74 42.56 133.48 42.56 48.90 58.18 48.90 0.00 110.368 399.85 9.85 11.82 8.35 4.57 2.90 0.00 8.20 7072.29 8.20 10.77 1456.32 10.77 42.73 140.12 42.73 49.24 58.20 49.24 0.00 110.943 399.90 9.90 11.88 8.40 4.60 2.93 0.00 8.22 7277.40 8.22 10.81 1510.44 10.81 42.91 147.11 42.91 49.58 58.24 49.58 0.00 111.515 399.95 9.95 11.94 8.45 4.63 2.97 0.00 8.24 7487.19 8.24 10.84 1566.13 10.84 43.08 154.45 43.08 49.92 58.29 49.92 0.00 112.083 400.00 10.00 12.00 8.50 4.67 3.00 0.00 8.27 7701.75 8.27 10.87 1623.43 10.87 43.25 162.16 43.25 50.26 58.36 50.26 0.00 112.648 400.05 10.05 12.06 8.55 4.70 3.03 0.00 8.29 7921.16 8.29 10.91 1682.37 10.91 43.43 170.25 43.43 50.59 58.44 50.59 0.00 113.210 400.10 10.10 12.12 8.60 4.73 3.07 0.00 8.31 8145.49 8.31 10.94 1742.98 10.94 43.60 178.73 43.60 50.92 58.55 50.92 0.00 113.769 400.15 10.15 12.18 8.65 4.77 3.10 0.00 8.33 8374.83 8.33 10.98 1805.30 10.98 43.77 187.62 43.77 51.25 58.69 51.25 0.00 114.325 400.20 10.20 12.24 8.70 4.80 3.13 0.00 8.35 8609.26 8.35 11.01 1869.37 11.01 43.94 196.93 43.94 51.58 58.87 51.58 0.00 114.878 400.25 10.25 12.30 8.75 4.83 3.17 0.00 8.37 8848.87 8.37 11.04 1935.21 11.04 44.11 206.67 44.11 51.90 59.09 51.90 0.00 115.428 400.30 10.30 12.36 8.80 4.87 3.20 0.00 8.39 9093.73 8.39 11.08 2002.87 11.08 44.28 216.86 44.28 52.23 59.35 52.23 0.00 115.976 400.35 10.35 12.42 8.85 4.90 3.23 0.00 8.41 9343.94 8.41 11.11 2072.38 11.11 44.45 227.51 44.45 52.55 59.66 52.55 0.00 116.520 400.40 10.40 12.48 8.90 4.93 3.27 0.00 8.44 9599.58 8.44 11.14 2143.79 11.14 44.62 238.63 44.62 52.87 60.03 52.87 0.00 117.062 400.45 10.45 12.54 8.95 4.97 3.30 0.00 8.46 9860.73 8.46 11.18 2217.11 11.18 44.78 250.24 44.78 53.19 60.47 53.19 0.00 117.601 400.50 10.50 12.60 9.00 5.00 3.33 0.00 8.48 10127.49 8.48 11.21 2292.40 11.21 44.95 262.36 44.95 53.50 60.97 53.50 0.00 118.138 400.55 10.55 12.66 9.05 5.03 3.37 0.00 8.50 10399.94 8.50 11.24 2369.70 11.24 45.12 275.00 45.12 53.81 61.55 53.81 0.00 118.672 400.60 10.60 12.72 9.10 5.07 3.40 0.00 8.52 10678.17 8.52 11.27 2449.03 11.27 45.28 288.17 45.28 54.13 62.21 54.13 0.00 119.203 400.65 10.65 12.78 9.15 5.10 3.43 0.00 8.54 10962.28 8.54 11.31 2530.45 11.31 45.45 301.89 45.45 54.44 62.96 54.44 0.00 119.732 400.70 10.70 12.84 9.20 5.13 3.47 0.00 8.56 11252.35 8.56 11.34 2613.99 11.34 45.61 316.18 45.61 54.75 63.81 54.75 0.00 120.258 400.75 10.75 12.90 9.25 5.17 3.50 0.00 8.58 11548.49 8.58 11.37 2699.69 11.37 45.77 331.05 45.77 55.05 64.77 55.05 0.00 120.782 400.80 10.80 12.96 9.30 5.20 3.53 0.00 8.60 11850.77 8.60 11.41 2787.59 11.41 45.94 346.51 45.94 55.36 65.83 55.36 0.00 121.303 400.85 10.85 13.02 9.35 5.23 3.57 0.00 8.62 12159.30 8.62 11.44 2877.73 11.44 46.10 362.60 46.10 55.66 67.02 55.66 0.00 121.822 400.90 10.90 13.08 9.40 5.27 3.60 0.00 8.64 12474.17 8.64 11.47 2970.16 11.47 46.26 379.31 46.26 55.96 68.34 55.96 0.00 122.339 400.95 10.95 13.14 9.45 5.30 3.63 0.00 8.67 12795.48 8.67 11.50 3064.92 11.50 46.42 396.68 46.42 56.26 69.79 56.26 0.00 122.853 401.00 11.00 13.20 9.50 5.33 3.67 0.00 8.69 13123.32 8.69 11.53 3162.05 11.53 46.58 414.71 46.58 56.56 71.39 56.56 0.00 123.365 401.05 11.05 13.26 9.55 5.37 3.70 0.00 8.71 13457.80 8.71 11.57 3261.59 11.57 46.75 433.42 46.75 56.86 73.15 56.86 0.00 123.875 401.10 11.10 13.32 9.60 5.40 3.73 0.00 8.73 13799.01 8.73 11.60 3363.59 11.60 46.90 452.84 46.90 57.15 75.07 57.15 0.00 124.383 401.15 11.15 13.38 9.65 5.43 3.77 0.00 8.75 14147.06 8.75 11.63 3468.10 11.63 47.06 472.98 47.06 57.45 77.17 57.45 0.00 124.888 401.20 11.20 13.44 9.70 5.47 3.80 0.00 8.77 14502.03 8.77 11.66 3575.15 11.66 47.22 493.87 47.22 57.74 79.45 57.74 0.00 125.391 401.25 11.25 13.50 9.75 5.50 3.83 0.00 8.79 14864.05 8.79 11.69 3684.79 11.69 47.38 515.51 47.38 58.03 81.93 58.03 0.00 125.892 401.30 11.30 13.56 9.80 5.53 3.87 0.00 8.81 15233.20 8.81 11.72 3797.08 11.72 47.54 537.92 47.54 58.32 84.61 58.32 0.00 126.391 401.35 11.35 13.62 9.85 5.57 3.90 0.00 8.83 15609.60 8.83 11.76 3912.05 11.76 47.70 561.14 47.70 58.61 87.50 58.61 0.00 126.888 401.40 11.40 13.68 9.90 5.60 3.93 0.00 8.85 15993.35 8.85 11.79 4029.75 11.79 47.85 585.18 47.85 58.89 90.63 58.89 0.00 127.383 401.45 11.45 13.74 9.95 5.63 3.97 0.00 8.87 16384.55 8.87 11.82 4150.23 11.82 48.01 610.05 48.01 59.18 93.99 59.18 0.00 127.875 401.50 11.50 13.80 10.00 5.67 4.00 0.00 8.89 16783.32 8.89 11.85 4273.55 11.85 48.16 635.78 48.16 59.46 97.61 59.46 0.00 128.366 401.55 11.55 13.86 10.05 5.70 4.03 0.00 8.91 17189.76 8.91 11.88 4399.74 11.88 48.32 662.39 48.32 59.75 101.48 59.75 0.00 128.855 401.60 11.60 13.92 10.10 5.73 4.07 0.00 8.93 17603.97 8.93 11.91 4528.85 11.91 48.47 689.90 48.47 60.03 105.63 60.03 0.00 129.342 401.65 11.65 13.98 10.15 5.77 4.10 0.01 8.95 18026.08 8.95 11.94 4660.95 11.94 48.63 718.34 48.63 60.31 110.07 60.31 2.38 132.209 401.70 11.70 14.04 10.20 5.80 4.13 0.02 8.97 18456.19 8.97 11.97 4796.07 11.97 48.78 747.72 48.78 60.58 114.81 60.58 6.74 137.049 401.75 11.75 14.10 10.25 5.83 4.17 0.03 8.99 18894.42 8.99 12.01 4934.27 12.01 48.94 778.06 48.94 60.86 119.86 60.86 12.38 143.172 401.80 11.80 14.16 10.30 5.87 4.20 0.04 9.01 19340.87 9.01 12.04 5075.59 12.04 49.09 809.39 49.09 61.14 125.24 61.14 19.06 150.332 401.85 11.85 14.22 10.35 5.90 4.23 0.05 9.03 19795.66 9.03 12.07 5220.10 12.07 49.24 841.74 49.24 61.41 130.96 61.41 26.64 158.387 401.90 11.90 14.28 10.40 5.93 4.27 0.06 9.05 20258.91 9.05 12.10 5367.85 12.10 49.39 875.12 49.39 61.69 137.03 61.69 35.02 167.242 401.96 11.96 14.35 10.46 5.97 4.31 0.07 9.07 20826.14 9.07 12.13 5549.48 12.13 49.57 916.57 49.57 62.01 144.81 62.01 46.03 178.825 402.00 12.00 14.40 10.50 6.00 4.33 0.08 9.09 21211.26 9.09 12.16 5673.25 12.16 49.69 945.07 49.69 62.23 150.30 62.23 53.92 187.084 402.05 12.05 14.46 10.55 6.03 4.37 0.08 9.11 21700.59 9.11 12.19 5831.02 12.19 49.84 981.69 49.84 62.50 157.53 62.50 64.33 197.973 402.10 12.10 14.52 10.60 6.07 4.40 0.09 9.13 22198.84 9.13 12.22 5992.24 12.22 49.99 1019.45 49.99 62.77 165.17 62.77 75.35 209.457 390.20 0.20 0.24 0.00 0.00 0.00 0.00 0.00 0.12 0.12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.120 390.25 0.25 0.30 0.00 0.00 0.00 0.00 0.00 0.18 0.18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.184 402.15 12.15 14.58 10.65 6.10 4.43 0.10 9.15 22706.15 9.15 12.25 6156.96 12.25 50.14 1058.36 50.14 63.04 173.25 63.04 86.93 221.504 402.20 12.20 14.64 10.70 6.13 4.47 0.11 9.17 23222.63 9.17 12.28 6325.25 12.28 50.29 1098.44 50.29 63.30 181.77 63.30 99.05 234.089 402.25 12.25 14.70 10.75 6.17 4.50 0.12 9.18 23748.41 9.18 12.31 6497.16 12.31 50.44 1139.74 50.44 63.57 190.75 63.57 111.68 247.188 402.30 12.30 14.76 10.80 6.20 4.53 0.13 9.20 24283.61 9.20 12.34 6672.74 12.34 50.59 1182.26 50.59 63.83 200.22 63.83 124.82 260.781 402.35 12.35 14.82 10.85 6.23 4.57 0.14 9.22 24828.35 9.22 12.37 6852.05 12.37 50.74 1226.04 50.74 64.10 210.18 64.10 138.43 274.851 402.40 12.40 14.88 10.90 6.27 4.60 0.15 9.24 25382.76 9.24 12.40 7035.16 12.40 50.88 1271.11 50.88 64.36 220.66 64.36 152.50 289.380 402.45 12.45 14.94 10.95 6.30 4.63 0.16 9.26 25946.97 9.26 12.43 7222.12 12.43 51.03 1317.48 51.03 64.62 231.67 64.62 167.01 304.355 402.50 12.50 15.00 11.00 6.33 4.67 0.17 9.28 26521.11 9.28 12.46 7412.99 12.46 51.18 1365.20 51.18 64.88 243.24 64.88 181.97 319.761 402.55 12.55 15.06 11.05 6.37 4.70 0.18 9.30 27105.31 9.30 12.49 7607.83 12.49 51.32 1414.27 51.32 65.14 255.37 65.14 197.34 335.587 402.60 12.60 15.12 11.10 6.40 4.73 0.19 9.32 27699.69 9.32 12.52 7806.71 12.52 51.47 1464.74 51.47 65.40 268.10 65.40 213.12 351.822 402.65 12.65 15.18 11.15 6.43 4.77 0.20 9.34 28304.39 9.34 12.55 8009.68 12.55 51.61 1516.64 51.61 65.65 281.43 65.65 229.30 368.455 402.70 12.70 15.24 11.20 6.47 4.80 0.21 9.36 28919.54 9.36 12.58 8216.80 12.58 51.76 1569.98 51.76 65.91 295.39 65.91 245.87 385.477 402.75 12.75 15.30 11.25 6.50 4.83 0.22 9.38 29545.28 9.38 12.61 8428.14 12.61 51.90 1624.80 51.90 66.16 310.00 66.16 262.83 402.877 402.80 12.80 15.36 11.30 6.53 4.87 0.23 9.40 30181.74 9.40 12.63 8643.77 12.63 52.05 1681.13 52.05 66.42 325.29 66.42 280.15 420.650 402.85 12.85 15.42 11.35 6.57 4.90 0.23 9.41 30829.05 9.41 12.66 8863.74 12.66 52.19 1738.99 52.19 66.67 341.26 66.67 297.84 438.785 402.90 12.90 15.48 11.40 6.60 4.93 0.24 9.43 31487.36 9.43 12.69 9088.12 12.69 52.33 1798.43 52.33 66.92 357.95 66.92 315.89 457.277 402.95 12.95 15.54 11.45 6.63 4.97 0.25 9.45 32156.81 9.45 12.72 9316.97 12.72 52.48 1859.46 52.48 67.17 375.37 67.17 334.29 476.117 403.00 13.00 15.60 11.50 6.67 5.00 0.26 9.47 32837.53 9.47 12.75 9550.37 12.75 52.62 1922.12 52.62 67.42 393.54 67.42 353.03 495.300 403.05 13.05 15.66 11.55 6.70 5.03 0.27 9.49 33529.66 9.49 12.78 9788.37 12.78 52.76 1986.44 52.76 67.67 412.50 67.67 372.11 514.820 403.10 13.10 15.72 11.60 6.73 5.07 0.28 9.51 34233.34 9.51 12.81 10031.05 12.81 52.90 2052.45 52.90 67.92 432.25 67.92 383.71 526.849 403.15 13.15 15.78 11.65 6.77 5.10 0.29 9.53 34948.73 9.53 12.84 10278.48 12.84 53.04 2120.18 53.04 68.17 452.83 68.17 390.05 533.628 403.20 13.20 15.84 11.70 6.80 5.13 0.30 9.55 35675.96 9.55 12.87 10530.71 12.87 53.19 2189.68 53.19 68.42 474.26 68.42 396.29 540.304 403.25 13.25 15.90 11.75 6.83 5.17 0.31 9.56 36415.18 9.56 12.90 10787.82 12.90 53.33 2260.96 53.33 68.66 496.57 68.66 402.43 546.882 403.30 13.30 15.96 11.80 6.87 5.20 0.32 9.58 37166.53 9.58 12.92 11049.89 12.92 53.47 2334.06 53.47 68.91 519.77 68.91 408.49 553.366 403.35 13.35 16.02 11.85 6.90 5.23 0.33 9.60 37930.17 9.60 12.95 11316.97 12.95 53.61 2409.01 53.61 69.15 543.89 69.15 414.45 559.760 403.40 13.40 16.08 11.90 6.93 5.27 0.34 9.62 38706.24 9.62 12.98 11589.15 12.98 53.75 2485.86 53.75 69.39 568.97 69.39 420.33 566.069 403.45 13.45 16.14 11.95 6.97 5.30 0.35 9.64 39494.89 9.64 13.01 11866.48 13.01 53.88 2564.63 53.88 69.64 595.01 69.64 426.13 572.295 403.50 13.50 16.20 12.00 7.00 5.33 0.36 9.66 40296.28 9.66 13.04 12149.06 13.04 54.02 2645.35 54.02 69.88 622.06 69.88 431.85 578.442 403.55 13.55 16.26 12.05 7.03 5.37 0.37 9.68 41110.56 9.68 13.07 12436.94 13.07 54.16 2728.07 54.16 70.12 650.14 70.12 437.49 584.513 403.60 13.60 16.32 12.10 7.07 5.40 0.38 9.69 41937.87 9.69 13.09 12730.20 13.09 54.30 2812.82 54.30 70.36 679.26 70.36 443.07 590.511 403.65 13.65 16.38 12.15 7.10 5.43 0.38 9.71 42778.39 9.71 13.12 13028.92 13.12 54.44 2899.63 54.44 70.60 709.48 70.60 448.57 596.438 403.70 13.70 16.44 12.20 7.13 5.47 0.39 9.73 43632.26 9.73 13.15 13333.17 13.15 54.57 2988.54 54.57 70.83 740.80 70.83 454.01 602.297 403.75 13.75 16.50 12.25 7.17 5.50 0.40 9.75 44499.63 9.75 13.18 13643.03 13.18 54.71 3079.59 54.71 71.07 773.26 71.07 459.38 608.091 403.80 13.80 16.56 12.30 7.20 5.53 0.41 9.77 45380.68 9.77 13.21 13958.57 13.21 54.85 3172.82 54.85 71.31 806.89 71.31 464.69 613.821 403.85 13.85 16.62 12.35 7.23 5.57 0.42 9.79 46275.56 9.79 13.23 14279.87 13.23 54.98 3268.25 54.98 71.54 841.71 71.54 469.94 619.490 403.90 13.90 16.68 12.40 7.27 5.60 0.43 9.80 47184.42 9.80 13.26 14607.00 13.26 55.12 3365.94 55.12 71.78 877.76 71.78 475.13 625.100 Preliminary Drainage Study for OTAY RANCH VILLAGE R-3, R-4, & R-8 R:\1601\Hyd\DR\TM\Reports\1601-Drainage.doc w.o.2807-0137 4/18/2022 PROPOSED CONDITIONS DRAW DOWN CALCULATIONS QSub Drain=0.000 cfs Elevation QAVG (CFS)DV (CF)DT (HR)Total T 0.00 0.000 879.5 60.807 93.33 0.05 0.008 885.1 12.577 32.52 0.10 0.031 890.7 4.968 19.94 0.15 0.069 896.3 2.642 14.98 0.20 0.120 901.9 1.646 12.33 0.25 0.184 907.5 1.130 10.69 0.30 0.262 913.0 0.829 9.56 0.35 0.350 918.6 0.637 8.73 0.40 0.450 924.2 0.508 8.09 0.45 0.560 929.8 0.417 7.58 0.50 0.680 935.4 0.349 7.17 0.55 0.808 940.9 0.299 6.82 0.60 0.943 946.5 0.259 6.52 0.65 1.085 952.1 0.228 6.26 0.70 1.232 957.7 0.203 6.03 0.75 1.385 963.3 0.183 5.83 0.80 1.541 968.9 0.166 5.64 0.85 1.700 974.4 0.152 5.48 0.90 1.861 980.0 0.143 5.33 0.95 1.950 985.6 0.137 5.18 1.00 2.039 991.0 0.132 5.05 1.05 2.125 996.3 0.128 4.91 1.10 2.207 1001.6 0.124 4.79 1.15 2.286 1006.9 0.120 4.66 1.20 2.363 1012.1 0.117 4.54 1.25 2.437 1017.4 0.114 4.43 1.30 2.509 1022.7 0.112 4.31 1.35 2.579 1028.0 0.109 4.20 1.40 2.648 1033.3 0.107 4.09 1.45 2.714 1038.5 0.105 3.98 1.50 2.779 1043.8 0.103 3.88 1.55 2.851 1049.1 0.101 3.78 1.60 2.939 1054.4 0.098 3.67 1.65 3.041 1059.7 0.095 3.58 1.70 3.157 1064.9 0.092 3.48 1.75 3.288 1070.2 0.088 3.39 1.80 3.431 1075.5 0.085 3.30 1.85 3.588 1080.8 0.082 3.22 1.90 3.756 1086.1 0.078 3.13 1.95 3.936 1091.3 0.075 3.06 2.00 4.126 1096.8 0.072 2.98 2.05 4.327 1102.3 0.069 2.91 2.10 4.536 1107.9 0.066 2.84 2.15 4.754 1113.5 0.064 2.77 2.20 4.980 1119.0 0.061 2.71 2.25 5.213 1124.6 0.059 2.65 2.30 5.452 1130.1 0.056 2.59 2.35 5.696 1135.7 0.054 2.53 2.40 5.944 1141.3 0.052 2.48 2.45 6.196 1146.8 0.050 2.43 2.50 6.451 1152.4 0.049 2.38 Ex Basin QSub Drain=0.000 cfs Elevation QAVG (CFS)DV (CF)DT (HR)Total T Ex Basin 2.55 6.708 1158.0 0.047 2.33 2.60 6.923 1163.5 0.046 2.28 2.65 7.090 1169.1 0.045 2.24 2.70 7.251 1174.7 0.045 2.19 2.75 7.408 1180.2 0.044 2.15 2.80 7.561 1185.8 0.043 2.10 2.85 7.710 1191.4 0.043 2.06 2.90 7.855 1196.9 0.042 2.02 2.95 7.997 1202.5 0.041 1.97 3.00 8.136 1208.0 0.041 1.93 3.05 8.295 1213.5 0.040 1.89 3.10 8.492 1219.0 0.039 1.85 3.15 8.726 1224.5 0.038 1.81 3.20 8.998 1230.0 0.037 1.77 3.25 9.306 1235.5 0.036 1.74 3.30 9.649 1241.0 0.035 1.70 3.35 10.027 1246.5 0.034 1.67 3.40 10.439 1252.0 0.033 1.63 3.45 10.884 1257.5 0.031 1.60 3.50 11.360 1263.0 0.030 1.57 3.55 11.868 1268.5 0.029 1.54 3.60 12.405 1274.0 0.028 1.51 3.65 12.971 1279.5 0.027 1.48 3.70 13.565 1285.0 0.026 1.45 3.75 14.185 1290.5 0.025 1.43 3.80 14.831 1296.0 0.024 1.40 3.85 15.500 1301.5 0.023 1.38 3.90 16.192 1307.0 0.022 1.36 3.95 16.906 1312.5 0.021 1.33 4.00 17.639 1318.1 0.020 1.31 4.05 18.392 1323.9 0.020 1.29 4.10 19.162 1329.7 0.019 1.27 4.15 19.948 1335.5 0.018 1.25 4.20 20.750 1341.3 0.018 1.24 4.25 21.564 1347.1 0.017 1.22 4.30 22.391 1352.8 0.016 1.20 4.35 23.228 1358.6 0.016 1.19 4.40 24.074 1364.4 0.015 1.17 4.45 24.929 1370.2 0.015 1.15 4.50 25.789 1376.0 0.015 1.14 4.55 26.655 1381.8 0.014 1.12 4.60 27.525 1387.6 0.014 1.11 4.65 28.397 1393.3 0.014 1.10 4.70 28.706 1399.1 0.013 1.08 4.75 29.235 1404.9 0.013 1.07 4.80 29.752 1410.7 0.013 1.06 4.85 30.258 1416.5 0.013 1.04 4.90 30.754 1422.3 0.013 1.03 4.95 31.241 1428.1 0.013 1.02 5.00 31.718 1434.0 0.012 1.00 5.05 32.188 1440.0 0.012 0.99 QSub Drain=0.000 cfs Elevation QAVG (CFS)DV (CF)DT (HR)Total T Ex Basin 5.10 32.649 1446.0 0.012 0.98 5.15 33.103 1452.0 0.012 0.97 5.20 33.550 1458.0 0.012 0.96 5.25 33.990 1464.1 0.012 0.94 5.30 34.424 1470.1 0.012 0.93 5.35 34.852 1476.1 0.012 0.92 5.40 35.273 1482.1 0.012 0.91 5.45 35.689 1488.2 0.012 0.90 5.50 36.100 1494.2 0.011 0.89 5.55 36.539 1500.2 0.011 0.87 5.60 37.034 1506.2 0.011 0.86 5.65 37.585 1512.2 0.011 0.85 5.70 38.190 1518.3 0.011 0.84 5.75 38.848 1524.3 0.011 0.83 5.80 39.558 1530.3 0.011 0.82 5.85 40.320 1536.3 0.010 0.81 5.90 41.130 1542.3 0.010 0.80 5.95 41.989 1548.4 0.010 0.79 6.00 42.895 1554.7 0.010 0.78 6.05 43.845 1561.3 0.010 0.77 6.10 44.840 1567.9 0.010 0.76 6.15 45.876 1574.5 0.009 0.75 6.20 46.952 1581.1 0.009 0.74 6.25 48.067 1587.8 0.009 0.73 6.30 49.218 1594.4 0.009 0.72 6.35 50.405 1601.0 0.009 0.71 6.40 51.624 1607.6 0.009 0.70 6.45 52.874 1614.2 0.008 0.69 6.50 54.154 1620.9 0.008 0.69 6.55 55.461 1627.5 0.008 0.68 6.60 56.793 1634.1 0.008 0.67 6.65 58.148 1640.7 0.008 0.66 6.70 59.524 1647.3 0.008 0.65 6.75 60.919 1653.9 0.007 0.65 6.80 62.332 1660.6 0.007 0.64 6.85 63.759 1667.2 0.007 0.63 6.90 65.199 1673.8 0.007 0.62 6.95 66.650 1680.4 0.007 0.62 7.00 68.110 1687.1 0.007 0.61 7.05 69.577 1693.9 0.007 0.60 7.10 71.048 1700.7 0.007 0.60 7.15 72.522 1707.4 0.007 0.59 7.20 73.151 1714.2 0.006 0.58 7.25 74.108 1721.0 0.006 0.58 7.30 75.047 1727.7 0.006 0.57 7.35 75.968 1734.5 0.006 0.56 7.40 76.874 1741.3 0.006 0.56 7.45 77.764 1748.1 0.006 0.55 7.50 78.641 1754.8 0.006 0.55 7.55 79.504 1761.6 0.006 0.54 7.60 80.355 1768.4 0.006 0.53 QSub Drain=0.000 cfs Elevation QAVG (CFS)DV (CF)DT (HR)Total T Ex Basin 7.65 81.193 1775.2 0.006 0.53 7.70 82.020 1781.9 0.006 0.52 7.75 82.836 1788.7 0.006 0.51 7.80 83.642 1795.5 0.006 0.51 7.85 84.437 1802.3 0.006 0.50 7.90 85.223 1809.0 0.006 0.50 7.95 86.000 1815.8 0.006 0.49 8.00 86.768 1822.7 0.006 0.49 8.05 87.528 1829.6 0.006 0.48 8.10 88.279 1836.6 0.006 0.47 8.15 89.023 1843.6 0.006 0.47 8.20 89.758 1850.5 0.006 0.46 8.25 90.487 1857.5 0.006 0.46 8.30 91.208 1864.4 0.006 0.45 8.35 91.923 1871.4 0.006 0.45 8.40 92.631 1878.3 0.006 0.44 8.45 93.332 1885.3 0.006 0.43 8.50 94.028 1892.3 0.006 0.43 8.55 94.717 1899.2 0.006 0.42 8.60 95.400 1906.2 0.006 0.42 8.65 96.078 1913.1 0.006 0.41 8.70 96.750 1920.1 0.005 0.41 8.75 97.416 1927.1 0.005 0.40 8.80 98.077 1934.0 0.005 0.40 8.85 98.734 1941.0 0.005 0.39 8.90 99.385 1947.9 0.005 0.38 8.95 100.031 1954.9 0.005 0.38 9.00 100.672 1962.0 0.005 0.37 9.05 101.309 1969.2 0.005 0.37 9.10 101.941 1976.4 0.005 0.36 9.15 102.569 1983.6 0.005 0.36 9.20 103.193 1990.8 0.005 0.35 9.25 103.812 1998.0 0.005 0.35 9.30 104.427 2005.2 0.005 0.34 9.35 105.038 2012.4 0.005 0.34 9.40 105.645 2019.6 0.005 0.33 9.45 106.248 2026.8 0.005 0.33 9.50 106.848 2034.0 0.005 0.32 9.55 107.443 2041.2 0.005 0.31 9.60 108.035 2048.4 0.005 0.31 9.65 108.624 2055.6 0.005 0.30 9.70 109.209 2062.8 0.005 0.30 9.75 109.790 2070.0 0.005 0.29 9.80 110.368 2077.2 0.005 0.29 9.85 110.943 2084.4 0.005 0.28 9.90 111.515 2091.6 0.005 0.28 9.95 112.083 2098.8 0.005 0.27 10.00 112.648 2106.2 0.005 0.27 10.05 113.210 2113.8 0.005 0.26 10.10 113.769 2121.5 0.005 0.26 10.15 114.325 2129.1 0.005 0.25 QSub Drain=0.000 cfs Elevation QAVG (CFS)DV (CF)DT (HR)Total T Ex Basin 10.20 114.878 2136.8 0.005 0.25 10.25 115.428 2144.4 0.005 0.24 10.30 115.976 2152.1 0.005 0.24 10.35 116.520 2159.7 0.005 0.23 10.40 117.062 2167.4 0.005 0.23 10.45 117.601 2175.0 0.005 0.22 10.50 118.138 2182.7 0.005 0.22 10.55 118.672 2190.3 0.005 0.21 10.60 119.203 2198.0 0.005 0.21 10.65 119.732 2205.6 0.005 0.20 10.70 120.258 2213.3 0.005 0.20 10.75 120.782 2220.9 0.005 0.19 10.80 121.303 2228.6 0.005 0.19 10.85 121.822 2236.2 0.005 0.18 10.90 122.339 2243.9 0.005 0.18 10.95 122.853 2251.5 0.005 0.17 11.00 123.365 2259.4 0.005 0.17 11.05 123.875 2267.6 0.005 0.16 11.10 124.383 2275.7 0.005 0.15 11.15 124.888 2283.8 0.005 0.15 11.20 125.391 2292.0 0.005 0.14 11.25 125.892 2300.1 0.005 0.14 11.30 126.391 2308.2 0.005 0.13 11.35 126.888 2316.4 0.005 0.13 11.40 127.383 2324.5 0.005 0.12 11.45 127.875 2332.6 0.005 0.12 11.50 128.366 2340.7 0.005 0.11 11.55 128.855 2348.9 0.005 0.11 11.60 129.342 2357.0 0.005 0.10 11.65 132.209 2365.1 0.005 0.10 11.70 137.049 2373.3 0.005 0.09 11.75 143.172 2381.4 0.005 0.09 11.80 150.332 2389.5 0.004 0.09 11.85 158.387 2397.7 0.004 0.08 11.90 167.242 2405.8 0.004 0.08 11.95 178.825 2413.9 0.004 0.07 12.00 187.084 2422.4 0.003 0.07 12.05 197.973 2431.2 0.003 0.07 12.10 209.457 2440.1 0.003 0.06 12.15 221.504 2448.9 0.003 0.06 12.20 234.089 2457.7 0.003 0.06 12.25 247.188 2466.5 0.003 0.05 12.30 260.781 2475.3 0.003 0.05 12.35 274.851 2484.2 0.002 0.05 12.40 289.380 2493.0 0.002 0.05 12.45 304.355 2501.8 0.002 0.04 12.50 319.761 2510.6 0.002 0.04 12.55 335.587 2519.5 0.002 0.04 12.60 351.822 2528.3 0.002 0.04 12.65 368.455 2537.1 0.002 0.04 12.70 385.477 2545.9 0.002 0.03 QSub Drain=0.000 cfs Elevation QAVG (CFS)DV (CF)DT (HR)Total T Ex Basin 12.75 402.877 2554.7 0.002 0.03 12.80 420.650 2563.6 0.002 0.03 12.85 438.785 2572.4 0.002 0.03 12.90 457.277 2581.2 0.002 0.03 12.95 476.117 2590.0 0.001 0.02 13.00 495.300 2598.8 0.001 0.02 13.05 514.820 2607.7 0.001 0.02 13.10 526.849 2616.5 0.001 0.02 13.15 533.628 2625.3 0.001 0.02 13.20 540.304 2634.1 0.001 0.02 13.25 546.882 2643.0 0.001 0.02 13.30 553.366 2651.8 0.001 0.02 13.35 559.760 2660.6 0.001 0.01 13.40 566.069 2669.4 0.001 0.01 13.45 572.295 2678.2 0.001 0.01 13.50 578.442 2687.1 0.001 0.01 13.55 584.513 2695.9 0.001 0.01 13.60 590.511 2704.7 0.001 0.01 13.65 596.438 2713.5 0.001 0.01 13.70 602.297 2722.3 0.001 0.00 13.75 608.091 2731.2 0.001 0.00 13.80 613.821 2740.0 0.001 0.00 13.85 619.490 2748.8 0.001 0.00 13.90 625.100 0.0 0.000 0.00 Preliminary Drainage Study for OTAY RANCH VILLAGE R-3, R-4, & R-8 R:\1601\Hyd\DR\TM\Reports\1601-Drainage.doc w.o.2807-0137 4/18/2022 PROPOSED CONDITIONS 50-YR RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 7/25/2024 HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 13 MIN. 6 HOUR RAINFALL 2.2 INCHES BASIN AREA 152.74 ACRES RUNOFF COEFFICIENT 0.682 PEAK DISCHARGE 310 CFS TIME (MIN) = 0 DISCHARGE (CFS) = 0 TIME (MIN) = 13 DISCHARGE (CFS) = 0 TIME (MIN) = 26 DISCHARGE (CFS) = 14 TIME (MIN) = 39 DISCHARGE (CFS) = 14.3 TIME (MIN) = 52 DISCHARGE (CFS) = 15.1 TIME (MIN) = 65 DISCHARGE (CFS) = 15.5 TIME (MIN) = 78 DISCHARGE (CFS) = 16.5 TIME (MIN) = 91 DISCHARGE (CFS) = 17 TIME (MIN) = 104 DISCHARGE (CFS) = 18.3 TIME (MIN) = 117 DISCHARGE (CFS) = 19 TIME (MIN) = 130 DISCHARGE (CFS) = 20.6 TIME (MIN) = 143 DISCHARGE (CFS) = 21.6 TIME (MIN) = 156 DISCHARGE (CFS) = 24 TIME (MIN) = 169 DISCHARGE (CFS) = 25.4 TIME (MIN) = 182 DISCHARGE (CFS) = 29.1 TIME (MIN) = 195 DISCHARGE (CFS) = 31.6 TIME (MIN) = 208 DISCHARGE (CFS) = 38.6 TIME (MIN) = 221 DISCHARGE (CFS) = 44 TIME (MIN) = 234 DISCHARGE (CFS) = 64.6 TIME (MIN) = 247 DISCHARGE (CFS) = 107 TIME (MIN) = 260 DISCHARGE (CFS) = 310 TIME (MIN) = 273 DISCHARGE (CFS) = 51.8 TIME (MIN) = 286 DISCHARGE (CFS) = 34.6 TIME (MIN) = 299 DISCHARGE (CFS) = 27.1 TIME (MIN) = 312 DISCHARGE (CFS) = 22.7 TIME (MIN) = 325 DISCHARGE (CFS) = 19.8 TIME (MIN) = 338 DISCHARGE (CFS) = 17.6 TIME (MIN) = 351 DISCHARGE (CFS) = 16 TIME (MIN) = 364 DISCHARGE (CFS) = 14.7 TIME (MIN) = 377 DISCHARGE (CFS) = 0 Hydraflow Table of Contents Detention_Q50.gpw Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 07 / 25 / 2024 Watershed Model Schematic...................................................................................... 1 Hydrograph Return Period Recap............................................................................. 2 100 - Year Summary Report......................................................................................................................... 3 Hydrograph Reports................................................................................................................... 4 Hydrograph No. 1, Manual, Storm 50yr.................................................................................... 4 Hydrograph No. 2, Reservoir, Ex Basin.................................................................................... 5 Pond Report - Ex Basin....................................................................................................... 6 1 2 1 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Project: Detention_Q50.gpw Thursday, 07 / 25 / 2024 Hyd.Origin Description Legend 1 Manual Storm 50yr 2 Reservoir Ex Basin Hydrograph Return Period Recap 2 Hyd. Hydrograph Inflow Peak Outflow (cfs)Hydrograph No.type hyd(s)Description (origin)1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 Manual ------------------------------------------------------- 310.50 Storm 50yr 2 Reservoir 1 ------------------------------------------------- 119.00 Ex Basin Proj. file: Detention_Q50.gpw Thursday, 07 / 25 / 2024 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hydrograph Summary Report 3 Hyd. Hydrograph Peak Time Time to Hyd.Inflow Maximum Total Hydrograph No.type flow interval Peak volume hyd(s)elevation strge used Description (origin)(cfs)(min)(min)(cuft)(ft)(cuft) 1 Manual 310.50 13 260 819,780 ------------------Storm 50yr 2 Reservoir 119.00 13 273 819,771 1 401.18 316,412 Ex Basin Detention_Q50.gpw Return Period: 100 Year Thursday, 07 / 25 / 2024 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 07 / 25 / 2024 Hyd. No. 1 Storm 50yr Hydrograph type = Manual Peak discharge = 310.50 cfs Storm frequency = 100 yrs Time to peak = 4.33 hrs Time interval = 13 min Hyd. volume = 819,780 cuft 4 0.0 1.1 2.2 3.3 4.3 5.4 6.5 Q (cfs) 0.00 0.00 40.00 40.00 80.00 80.00 120.00 120.00 160.00 160.00 200.00 200.00 240.00 240.00 280.00 280.00 320.00 320.00 Q (cfs) Time (hrs) Storm 50yr Hyd. No. 1 -- 100 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 07 / 25 / 2024 Hyd. No. 2 Ex Basin Hydrograph type = Reservoir Peak discharge = 119.00 cfs Storm frequency = 100 yrs Time to peak = 4.55 hrs Time interval = 13 min Hyd. volume = 819,771 cuft Inflow hyd. No.= 1 - Storm 50yr Max. Elevation = 401.18 ft Reservoir name = Ex Basin Max. Storage = 316,412 cuft Storage Indication method used. 5 0.0 1.1 2.2 3.3 4.3 5.4 6.5 7.6 8.7 9.8 10.8 11.9 Q (cfs) 0.00 0.00 40.00 40.00 80.00 80.00 120.00 120.00 160.00 160.00 200.00 200.00 240.00 240.00 280.00 280.00 320.00 320.00 Q (cfs) Time (hrs) Ex Basin Hyd. No. 2 -- 100 Year Hyd No. 2 Hyd No. 1 Total storage used = 316,412 cuft Pond Report 6 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 07 / 25 / 2024 Pond No. 1 - Ex Basin Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 390.00 ft Stage / Storage Table Stage (ft)Elevation (ft)Contour area (sqft)Incr. Storage (cuft)Total storage (cuft) 0.00 390.00 17,535 0 0 1.00 391.00 19,768 18,638 18,638 2.00 392.00 21,880 20,813 39,451 3.00 393.00 24,106 22,982 62,433 4.00 394.00 26,305 25,195 87,628 5.00 395.00 28,619 27,451 115,079 6.00 396.00 31,027 29,812 144,891 7.00 397.00 33,674 32,338 177,230 8.00 398.00 36,384 35,017 212,246 9.00 399.00 39,167 37,763 250,009 10.00 400.00 42,047 40,594 290,604 11.00 401.00 45,107 43,564 334,168 12.00 402.00 48,360 46,719 380,887 13.00 403.00 51,889 50,109 430,996 Culvert / Orifice Structures Weir Structures [A][B][C][PrfRsr][A][B][C][D] Rise (in)Inactive Inactive Inactive Inactive Span (in)= 0.00 0.00 0.00 0.00 No. Barrels = 0 0 0 0 Invert El. (ft)= 0.00 0.00 0.00 0.00 Length (ft)= 0.00 0.00 0.00 0.00 Slope (%)= 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff.= 0.60 0.60 0.60 0.60 Multi-Stage = n/a No No No Crest Len (ft)Inactive Inactive Inactive Inactive Crest El. (ft)= 401.50 0.00 0.00 0.00 Weir Coeff.= 3.33 3.33 3.33 3.33 Weir Type = 1 --------- Multi-Stage = Yes Yes No No Exfil.(in/hr)= 0.000 (by Contour) TW Elev. (ft)= 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). 0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 400.0 450.0 500.0 Stage (ft) 0.00 390.00 2.00 392.00 4.00 394.00 6.00 396.00 8.00 398.00 10.00 400.00 12.00 402.00 14.00 404.00 Elev (ft) Discharge (cfs) Stage / Discharge Total Q Preliminary Drainage Study for OTAY RANCH VILLAGE R-3, R-4, & R-8 R:\1601\Hyd\DR\TM\Reports\1601-Drainage.doc w.o.2807-0137 4/18/2022 PROPOSED CONDITIONS 100-YR RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 7/25/2024 HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 13 MIN. 6 HOUR RAINFALL 2.5 INCHES BASIN AREA 152.74 ACRES RUNOFF COEFFICIENT 0.682 PEAK DISCHARGE 354.38 CFS TIME (MIN) = 0 DISCHARGE (CFS) = 0 TIME (MIN) = 13 DISCHARGE (CFS) = 0 TIME (MIN) = 26 DISCHARGE (CFS) = 15.9 TIME (MIN) = 39 DISCHARGE (CFS) = 16.3 TIME (MIN) = 52 DISCHARGE (CFS) = 17.2 TIME (MIN) = 65 DISCHARGE (CFS) = 17.7 TIME (MIN) = 78 DISCHARGE (CFS) = 18.7 TIME (MIN) = 91 DISCHARGE (CFS) = 19.4 TIME (MIN) = 104 DISCHARGE (CFS) = 20.8 TIME (MIN) = 117 DISCHARGE (CFS) = 21.6 TIME (MIN) = 130 DISCHARGE (CFS) = 23.4 TIME (MIN) = 143 DISCHARGE (CFS) = 24.5 TIME (MIN) = 156 DISCHARGE (CFS) = 27.2 TIME (MIN) = 169 DISCHARGE (CFS) = 28.9 TIME (MIN) = 182 DISCHARGE (CFS) = 33.1 TIME (MIN) = 195 DISCHARGE (CFS) = 35.9 TIME (MIN) = 208 DISCHARGE (CFS) = 43.9 TIME (MIN) = 221 DISCHARGE (CFS) = 50 TIME (MIN) = 234 DISCHARGE (CFS) = 73.4 TIME (MIN) = 247 DISCHARGE (CFS) = 119.4 TIME (MIN) = 260 DISCHARGE (CFS) = 354.38 TIME (MIN) = 273 DISCHARGE (CFS) = 58.8 TIME (MIN) = 286 DISCHARGE (CFS) = 39.4 TIME (MIN) = 299 DISCHARGE (CFS) = 30.8 TIME (MIN) = 312 DISCHARGE (CFS) = 25.8 TIME (MIN) = 325 DISCHARGE (CFS) = 22.5 TIME (MIN) = 338 DISCHARGE (CFS) = 20 TIME (MIN) = 351 DISCHARGE (CFS) = 18.2 TIME (MIN) = 364 DISCHARGE (CFS) = 16.7 TIME (MIN) = 377 DISCHARGE (CFS) = 0 Hydraflow Table of Contents Detention_Q100.gpw Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 07 / 25 / 2024 Watershed Model Schematic...................................................................................... 1 Hydrograph Return Period Recap............................................................................. 2 100 - Year Summary Report......................................................................................................................... 3 Hydrograph Reports................................................................................................................... 4 Hydrograph No. 1, Manual, Storm 100yr.................................................................................. 4 Hydrograph No. 2, Reservoir, Ex Basin.................................................................................... 5 Pond Report - Ex Basin....................................................................................................... 6 1 2 1 Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Project: Detention_Q100.gpw Thursday, 07 / 25 / 2024 Hyd.Origin Description Legend 1 Manual Storm 100yr 2 Reservoir Ex Basin Hydrograph Return Period Recap 2 Hyd. Hydrograph Inflow Peak Outflow (cfs)Hydrograph No.type hyd(s)Description (origin)1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 Manual ------------------------------------------------------- 355.27 Storm 100yr 2 Reservoir 1 ------------------------------------------------- 146.55 Ex Basin Proj. file: Detention_Q100.gpw Thursday, 07 / 25 / 2024 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hydrograph Summary Report 3 Hyd. Hydrograph Peak Time Time to Hyd.Inflow Maximum Total Hydrograph No.type flow interval Peak volume hyd(s)elevation strge used Description (origin)(cfs)(min)(min)(cuft)(ft)(cuft) 1 Manual 355.27 13 260 931,297 ------------------Storm 100yr 2 Reservoir 146.55 13 273 931,288 1 402.10 351,169 Ex Basin Detention_Q100.gpw Return Period: 100 Year Thursday, 07 / 25 / 2024 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 07 / 25 / 2024 Hyd. No. 1 Storm 100yr Hydrograph type = Manual Peak discharge = 355.27 cfs Storm frequency = 100 yrs Time to peak = 4.33 hrs Time interval = 13 min Hyd. volume = 931,297 cuft 4 0.0 1.1 2.2 3.3 4.3 5.4 6.5 Q (cfs) 0.00 0.00 50.00 50.00 100.00 100.00 150.00 150.00 200.00 200.00 250.00 250.00 300.00 300.00 350.00 350.00 400.00 400.00 Q (cfs) Time (hrs) Storm 100yr Hyd. No. 1 -- 100 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 07 / 25 / 2024 Hyd. No. 2 Ex Basin Hydrograph type = Reservoir Peak discharge = 146.55 cfs Storm frequency = 100 yrs Time to peak = 4.55 hrs Time interval = 13 min Hyd. volume = 931,288 cuft Inflow hyd. No.= 1 - Storm 100yr Max. Elevation = 402.10 ft Reservoir name = Ex Basin Max. Storage = 351,169 cuft Storage Indication method used. 5 0.0 1.1 2.2 3.3 4.3 5.4 6.5 7.6 8.7 9.8 10.8 11.9 Q (cfs) 0.00 0.00 50.00 50.00 100.00 100.00 150.00 150.00 200.00 200.00 250.00 250.00 300.00 300.00 350.00 350.00 400.00 400.00 Q (cfs) Time (hrs) Ex Basin Hyd. No. 2 -- 100 Year Hyd No. 2 Hyd No. 1 Total storage used = 351,169 cuft Pond Report 6 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 07 / 25 / 2024 Pond No. 1 - Ex Basin Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 390.00 ft Stage / Storage Table Stage (ft)Elevation (ft)Contour area (sqft)Incr. Storage (cuft)Total storage (cuft) 0.00 390.00 17,535 0 0 1.00 391.00 19,768 18,638 18,638 2.00 392.00 21,880 20,813 39,451 3.00 393.00 24,106 22,982 62,433 4.00 394.00 26,305 25,195 87,628 5.00 395.00 28,619 27,451 115,079 6.00 396.00 31,027 29,812 144,891 7.00 397.00 33,674 32,338 177,230 8.00 398.00 36,384 35,017 212,246 9.00 399.00 39,167 37,763 250,009 10.00 400.00 42,047 40,594 290,604 11.00 401.00 45,107 43,564 334,168 12.00 402.00 48,360 46,719 380,887 12.50 402.50 50,124 24,617 405,504 13.00 403.00 51,889 25,499 431,004 Culvert / Orifice Structures Weir Structures [A][B][C][PrfRsr][A][B][C][D] Rise (in)Inactive Inactive Inactive Inactive Span (in)= 0.00 0.00 0.00 0.00 No. Barrels = 0 0 0 0 Invert El. (ft)= 0.00 0.00 0.00 0.00 Length (ft)= 0.00 0.00 0.00 0.00 Slope (%)= 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff.= 0.60 0.60 0.60 0.60 Multi-Stage = n/a No No No Crest Len (ft)Inactive Inactive Inactive Inactive Crest El. (ft)= 401.50 0.00 0.00 0.00 Weir Coeff.= 3.33 3.33 3.33 3.33 Weir Type = 1 --------- Multi-Stage = Yes Yes No No Exfil.(in/hr)= 0.000 (by Contour) TW Elev. (ft)= 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). 0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 400.0 450.0 500.0 Stage (ft) 0.00 390.00 2.00 392.00 4.00 394.00 6.00 396.00 8.00 398.00 10.00 400.00 12.00 402.00 14.00 404.00 Elev (ft) Discharge (cfs) Stage / Discharge Total Q Preliminary Drainage Study for OTAY RANCH VILLAGE R-3, R-4, & R-8 R:\1601\Hyd\DR\TM\Reports\1601-Drainage.doc w.o.2807-0137 4/18/2022 CHAPTER 6 HYDROLOGY MAPS R:\1601\Hyd\DR\TM\Reports\1601-Drainage.doc w.o.2807-0137 4/18/2022 APPENDIX A REFERENCES Preliminary Drainage Study for Otay Ranch Village 7 R-3, R-4, & R-8 R:\1601\Hyd\DR\TM\Reports\1601-Drainage.doc w.o.2807-0137 4/18/2022 APPENDIX A-1 HYDROLOGIC SOIL GROUP MAP Preliminary Drainage Study for Otay Ranch Village 7 R-3, R-4, & R-8 +\GURORJLF6RLO*URXS²6DQ'LHJR&RXQW\$UHD&DOLIRUQLD 1DWXUDO5HVRXUFHV &RQVHUYDWLRQ6HUYLFH :HE6RLO6XUYH\ 1DWLRQDO&RRSHUDWLYH6RLO6XUYH\  3DJHRI                                                                                                   ƒ  1   ƒ        : ƒ  1   ƒ         : ƒ  1   ƒ        : ƒ  1   ƒ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²$SU  7KHRUWKRSKRWRRURWKHUEDVHPDSRQZKLFKWKHVRLOOLQHVZHUH FRPSLOHGDQGGLJLWL]HGSUREDEO\GLIIHUVIURPWKHEDFNJURXQG LPDJHU\GLVSOD\HGRQWKHVHPDSV$VDUHVXOWVRPHPLQRU VKLIWLQJRIPDSXQLWERXQGDULHVPD\EHHYLGHQW +\GURORJLF6RLO*URXS²6DQ'LHJR&RXQW\$UHD&DOLIRUQLD 1DWXUDO5HVRXUFHV &RQVHUYDWLRQ6HUYLFH :HE6RLO6XUYH\ 1DWLRQDO&RRSHUDWLYH6RLO6XUYH\  3DJHRI +\GURORJLF6RLO*URXS 0DSXQLWV\PERO 0DSXQLWQDPH 5DWLQJ $FUHVLQ$2,3HUFHQWRI$2, 'D&'LDEORFOD\WR SHUFHQWVORSHV ' 'D''LDEORFOD\WR SHUFHQWVORSHVZDUP 0$$7 & 'D('LDEORFOD\WR SHUFHQWVORSHV ' 6E&6DOLQDVFOD\ORDPWR SHUFHQWVORSHV & 7RWDOVIRU$UHDRI,QWHUHVW  +\GURORJLF6RLO*URXS²6DQ'LHJR&RXQW\$UHD&DOLIRUQLD 1DWXUDO5HVRXUFHV &RQVHUYDWLRQ6HUYLFH :HE6RLO6XUYH\ 1DWLRQDO&RRSHUDWLYH6RLO6XUYH\  3DJHRI Drainage Study for OTAY RANCH VILLAGE R-3, R-4, & R-8 R:\1601\Hyd\DR\TM\Reports\1601-Drainage.doc w.o.2807-0137 4/18/2022 APPENDIX A-2 ROUGH GRADING HYDROLOGY STUDY FOR OTAY RANCH VILLAGE 7 AND OTAY RANCH VILLAGE 8 WEST R:\1601\Hyd\DR\TM\Reports\1601-Drainage.doc w.o.2807-0137 4/18/2022 EXISTING CONDITIONS 50-YEAR For R-8 Preliminary Drainage Study for Otay Ranch Village 7 R-3, R-4, & R-8 _________________________________________________________________________ ___ ************************************************************************* *** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1239 Analysis prepared by: HUNSAKER & ASSOCIATES - SAN DIEGO 10179 Huennekens Street San Diego, Ca. 92121 (858) 558-4500 ************************** DESCRIPTION OF STUDY ************************** * Otay Ranch Village 7 + Village 2 R-15 * * 50 Year Hydrology Analysis * * w.o. 25-349 * ************************************************************************* * FILE NAME: H:\AES2003\0025\349\RG\V7RG50C.DAT TIME/DATE OF STUDY: 18:09 07/18/2005 ------------------------------------------------------------------------ ---- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------------------------------------------------------ ---- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 50.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.200 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: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR FLOW LENGTH(FEET) = 1276.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.58 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.02 PIPE TRAVEL TIME(MIN.) = 3.81 Tc(MIN.) = 7.57 LONGEST FLOWPATH FROM NODE 741.00 TO NODE 743.00 = 1376.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 742.00 TO NODE 743.00 IS CODE = 81 ------------------------------------------------------------------------ ---- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ========================================================================= === 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.436 *USER SPECIFIED(SUBAREA): RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .6500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6500 SUBAREA AREA(ACRES) = 4.60 SUBAREA RUNOFF(CFS) = 13.26 TOTAL AREA(ACRES) = 4.87 TOTAL RUNOFF(CFS) = 14.04 TC(MIN.) = 7.57 ************************************************************************* *** FLOW PROCESS FROM NODE 743.00 TO NODE 743.00 IS CODE = 1 ------------------------------------------------------------------------ ---- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ========================================================================= === TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.57 RAINFALL INTENSITY(INCH/HR) = 4.44 TOTAL STREAM AREA(ACRES) = 4.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.04 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 26.97 10.57 3.576 8.68 2 14.04 7.57 4.436 4.87 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 35.78 7.57 4.436 2 38.29 10.57 3.576 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 38.29 Tc(MIN.) = 10.57 TOTAL AREA(ACRES) = 13.55 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 743.00 = 2384.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 743.00 TO NODE 743.50 IS CODE = 31 ------------------------------------------------------------------------ ---- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ========================================================================= === ELEVATION DATA: UPSTREAM(FEET) = 420.00 DOWNSTREAM(FEET) = 391.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 33.70 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 38.29 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 10.62 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 743.50 = 2484.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 743.50 TO NODE 743.50 IS CODE = 10 ------------------------------------------------------------------------ ---- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ========================================================================= === ************************************************************************* *** FLOW PROCESS FROM NODE 311.00 TO NODE 312.00 IS CODE = 21 ------------------------------------------------------------------------ ---- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ************************************************************************* *** FLOW PROCESS FROM NODE 753.00 TO NODE 746.00 IS CODE = 1 ------------------------------------------------------------------------ ---- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ========================================================================= === TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 3.95 RAINFALL INTENSITY(INCH/HR) = 5.80 TOTAL STREAM AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.00 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 163.91 12.48 3.213 71.33 2 9.00 3.95 5.796 2.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 99.87 3.95 5.796 2 168.90 12.48 3.213 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 168.90 Tc(MIN.) = 12.48 TOTAL AREA(ACRES) = 73.73 LONGEST FLOWPATH FROM NODE 321.00 TO NODE 746.00 = 3662.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 746.00 TO NODE 755.00 IS CODE = 31 ------------------------------------------------------------------------ ---- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ========================================================================= === ELEVATION DATA: UPSTREAM(FEET) = 400.00 DOWNSTREAM(FEET) = 398.00 FLOW LENGTH(FEET) = 238.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 42.5 INCHES >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ========================================================================= === *USER SPECIFIED(SUBAREA): NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00 UPSTREAM ELEVATION(FEET) = 463.00 DOWNSTREAM ELEVATION(FEET) = 462.35 ELEVATION DIFFERENCE(FEET) = 0.65 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.789 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 60.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.796 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 1.36 TOTAL AREA(ACRES) = 0.26 TOTAL RUNOFF(CFS) = 1.36 ************************************************************************* *** FLOW PROCESS FROM NODE 792.00 TO NODE 793.00 IS CODE = 61 ------------------------------------------------------------------------ ---- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ========================================================================= === UPSTREAM ELEVATION(FEET) = 461.00 DOWNSTREAM ELEVATION(FEET) = 442.00 STREET LENGTH(FEET) = 577.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 44.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 22.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.01 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.71 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.78 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.21 STREET FLOW TRAVEL TIME(MIN.) = 2.54 Tc(MIN.) = 5.33 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.560 *USER SPECIFIED(SUBAREA): NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.859 SUBAREA AREA(ACRES) = 1.12 SUBAREA RUNOFF(CFS) = 5.29 TOTAL AREA(ACRES) = 1.38 PEAK FLOW RATE(CFS) = 6.59 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.03 FLOW VELOCITY(FEET/SEC.) = 4.21 DEPTH*VELOCITY(FT*FT/SEC.) = 1.55 LONGEST FLOWPATH FROM NODE 791.00 TO NODE 793.00 = 642.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 793.00 TO NODE 793.00 IS CODE = 1 ------------------------------------------------------------------------ ---- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ========================================================================= === TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.33 RAINFALL INTENSITY(INCH/HR) = 5.56 TOTAL STREAM AREA(ACRES) = 1.38 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.59 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.91 4.39 5.796 3.16 2 6.59 5.33 5.560 1.38 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 17.34 4.39 5.796 2 18.02 5.33 5.560 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.02 Tc(MIN.) = 5.33 TOTAL AREA(ACRES) = 4.54 LONGEST FLOWPATH FROM NODE 791.00 TO NODE 793.00 = 642.00 FEET. ELEVATION DIFFERENCE(FEET) = 0.65 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.789 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 60.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.796 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 1.57 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 1.57 ************************************************************************* *** FLOW PROCESS FROM NODE 782.00 TO NODE 783.00 IS CODE = 61 ------------------------------------------------------------------------ ---- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ========================================================================= === UPSTREAM ELEVATION(FEET) = 463.00 DOWNSTREAM ELEVATION(FEET) = 442.00 STREET LENGTH(FEET) = 769.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 44.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 22.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.40 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.51 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.60 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.21 STREET FLOW TRAVEL TIME(MIN.) = 3.56 Tc(MIN.) = 6.35 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.967 *USER SPECIFIED(SUBAREA): NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.784 SUBAREA AREA(ACRES) = 1.48 SUBAREA RUNOFF(CFS) = 5.59 TOTAL AREA(ACRES) = 1.78 PEAK FLOW RATE(CFS) = 6.93 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.75 FLOW VELOCITY(FEET/SEC.) = 3.97 DEPTH*VELOCITY(FT*FT/SEC.) = 1.51 LONGEST FLOWPATH FROM NODE 781.00 TO NODE 783.00 = 834.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 783.00 TO NODE 784.00 IS CODE = 1 ------------------------------------------------------------------------ ---- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ========================================================================= === TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.35 RAINFALL INTENSITY(INCH/HR) = 4.97 TOTAL STREAM AREA(ACRES) = 1.78 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.93 ************************************************************************* *** FLOW PROCESS FROM NODE 786.00 TO NODE 787.00 IS CODE = 21 ------------------------------------------------------------------------ ---- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ========================================================================= === *USER SPECIFIED(SUBAREA): PERENNIAL GRASS FAIR COVER RUNOFF COEFFICIENT = .6500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 250.00 UPSTREAM ELEVATION(FEET) = 470.00 DOWNSTREAM ELEVATION(FEET) = 462.00 ELEVATION DIFFERENCE(FEET) = 8.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.497 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.453 SUBAREA RUNOFF(CFS) = 0.85 TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 0.85 ************************************************************************* *** FLOW PROCESS FROM NODE 787.00 TO NODE 788.00 IS CODE = 31 ------------------------------------------------------------------------ ---- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ========================================================================= === ELEVATION DATA: UPSTREAM(FEET) = 462.00 DOWNSTREAM(FEET) = 443.00 FLOW LENGTH(FEET) = 570.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.35 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.85 PIPE TRAVEL TIME(MIN.) = 1.78 Tc(MIN.) = 7.27 LONGEST FLOWPATH FROM NODE 786.00 TO NODE 788.00 = 820.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 787.00 TO NODE 788.00 IS CODE = 81 ------------------------------------------------------------------------ ---- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ========================================================================= === 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.552 *USER SPECIFIED(SUBAREA): PERENNIAL GRASS FAIR COVER RUNOFF COEFFICIENT = .6500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6500 SUBAREA AREA(ACRES) = 0.93 SUBAREA RUNOFF(CFS) = 2.75 TOTAL AREA(ACRES) = 1.17 TOTAL RUNOFF(CFS) = 3.46 TC(MIN.) = 7.27 ************************************************************************* *** FLOW PROCESS FROM NODE 788.00 TO NODE 784.00 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.) = 7.27 RAINFALL INTENSITY(INCH/HR) = 4.55 TOTAL STREAM AREA(ACRES) = 1.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.46 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA ************************************************************************* *** FLOW PROCESS FROM NODE 931.00 TO NODE 932.00 IS CODE = 81 ------------------------------------------------------------------------ ---- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ========================================================================= === 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.558 *USER SPECIFIED(SUBAREA): PERENNIAL GRASS FAIR COVER RUNOFF COEFFICIENT = .6500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6500 SUBAREA AREA(ACRES) = 1.35 SUBAREA RUNOFF(CFS) = 4.88 TOTAL AREA(ACRES) = 1.56 TOTAL RUNOFF(CFS) = 5.64 TC(MIN.) = 5.34 ************************************************************************* *** FLOW PROCESS FROM NODE 932.00 TO NODE 804.00 IS CODE = 1 ------------------------------------------------------------------------ ---- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ========================================================================= === TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.34 RAINFALL INTENSITY(INCH/HR) = 5.56 TOTAL STREAM AREA(ACRES) = 1.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.64 ************************************************************************* *** FLOW PROCESS FROM NODE 806.00 TO NODE 807.00 IS CODE = 21 ------------------------------------------------------------------------ ---- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ========================================================================= === *USER SPECIFIED(SUBAREA): PASTURE OR RANGE LAND FAIR COVER RUNOFF COEFFICIENT = .6500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 40.00 UPSTREAM ELEVATION(FEET) = 495.00 DOWNSTREAM ELEVATION(FEET) = 485.00 ELEVATION DIFFERENCE(FEET) = 10.00 SUBAREA AREA(ACRES) = 1.77 SUBAREA RUNOFF(CFS) = 7.10 TOTAL AREA(ACRES) = 2.05 PEAK FLOW RATE(CFS) = 8.23 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.07 FLOW VELOCITY(FEET/SEC.) = 4.50 DEPTH*VELOCITY(FT*FT/SEC.) = 1.75 LONGEST FLOWPATH FROM NODE 766.00 TO NODE 769.00 = 1058.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 770.00 TO NODE 769.00 IS CODE = 81 ------------------------------------------------------------------------ ---- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ========================================================================= === 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.865 *USER SPECIFIED(SUBAREA): NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8374 SUBAREA AREA(ACRES) = 2.01 SUBAREA RUNOFF(CFS) = 8.31 TOTAL AREA(ACRES) = 4.06 TOTAL RUNOFF(CFS) = 16.54 TC(MIN.) = 6.56 ************************************************************************* *** FLOW PROCESS FROM NODE 769.00 TO NODE 756.00 IS CODE = 1 ------------------------------------------------------------------------ ---- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ========================================================================= === TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.56 RAINFALL INTENSITY(INCH/HR) = 4.86 TOTAL STREAM AREA(ACRES) = 4.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.54 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 38.30 6.94 4.690 11.06 2 16.54 6.56 4.865 4.06 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUBAREA AREA(ACRES) = 1.92 SUBAREA RUNOFF(CFS) = 8.06 TOTAL AREA(ACRES) = 2.16 PEAK FLOW RATE(CFS) = 9.03 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.63 FLOW VELOCITY(FEET/SEC.) = 4.57 DEPTH*VELOCITY(FT*FT/SEC.) = 1.82 LONGEST FLOWPATH FROM NODE 761.00 TO NODE 763.00 = 978.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 764.00 TO NODE 763.00 IS CODE = 81 ------------------------------------------------------------------------ ---- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ========================================================================= === 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.936 *USER SPECIFIED(SUBAREA): NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8485 SUBAREA AREA(ACRES) = 1.96 SUBAREA RUNOFF(CFS) = 8.22 TOTAL AREA(ACRES) = 4.12 TOTAL RUNOFF(CFS) = 17.26 TC(MIN.) = 6.41 ************************************************************************* *** FLOW PROCESS FROM NODE 763.00 TO NODE 755.00 IS CODE = 1 ------------------------------------------------------------------------ ---- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ========================================================================= === TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.41 RAINFALL INTENSITY(INCH/HR) = 4.94 TOTAL STREAM AREA(ACRES) = 4.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.26 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 205.95 12.79 3.162 88.85 2 17.26 6.41 4.936 4.12 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 120.51 6.41 4.936 2 217.00 12.79 3.162 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 217.00 Tc(MIN.) = 12.79 TOTAL AREA(ACRES) = 92.97 LONGEST FLOWPATH FROM NODE 321.00 TO NODE 755.00 = 3900.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 755.00 TO NODE 850.00 IS CODE = 31 ------------------------------------------------------------------------ ---- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ========================================================================= === ELEVATION DATA: UPSTREAM(FEET) = 391.49 DOWNSTREAM(FEET) = 390.00 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 45.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.19 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 217.00 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 12.97 LONGEST FLOWPATH FROM NODE 321.00 TO NODE 850.00 = 4050.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 850.00 TO NODE 850.00 IS CODE = 10 ------------------------------------------------------------------------ ---- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ========================================================================= === ************************************************************************* *** FLOW PROCESS FROM NODE 820.00 TO NODE 820.00 IS CODE = 7 ------------------------------------------------------------------------ ---- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ************************************************************************* *** FLOW PROCESS FROM NODE 834.00 TO NODE 833.00 IS CODE = 81 ------------------------------------------------------------------------ ---- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ========================================================================= === 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.136 *USER SPECIFIED(SUBAREA): IRRIGATED PASTURE FAIR COVER RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6000 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 19.93 TOTAL RUNOFF(CFS) = 49.46 TC(MIN.) = 8.44 ************************************************************************* *** FLOW PROCESS FROM NODE 833.00 TO NODE 824.00 IS CODE = 1 ------------------------------------------------------------------------ ---- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ========================================================================= === TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.44 RAINFALL INTENSITY(INCH/HR) = 4.14 TOTAL STREAM AREA(ACRES) = 19.93 PEAK FLOW RATE(CFS) AT CONFLUENCE = 49.46 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 15.93 8.19 4.215 9.01 2 49.46 8.44 4.136 19.93 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 63.96 8.19 4.215 2 65.09 8.44 4.136 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 65.09 Tc(MIN.) = 8.44 TOTAL AREA(ACRES) = 28.94 LONGEST FLOWPATH FROM NODE 321.00 TO NODE 824.00 = 5284.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 824.00 TO NODE 835.00 IS CODE = 31 ------------------------------------------------------------------------ ---- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ========================================================================= === ELEVATION DATA: UPSTREAM(FEET) = 422.00 DOWNSTREAM(FEET) = 421.00 FLOW LENGTH(FEET) = 116.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.15 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 65.09 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 8.63 LONGEST FLOWPATH FROM NODE 321.00 TO NODE 835.00 = 5400.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 824.00 TO NODE 835.00 IS CODE = 81 ------------------------------------------------------------------------ ---- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ========================================================================= === 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.077 *USER SPECIFIED(SUBAREA): RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .6500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5448 SUBAREA AREA(ACRES) = 0.29 SUBAREA RUNOFF(CFS) = 0.77 TOTAL AREA(ACRES) = 29.23 TOTAL RUNOFF(CFS) = 65.09 TC(MIN.) = 8.63 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE ************************************************************************* *** FLOW PROCESS FROM NODE 835.00 TO NODE 835.00 IS CODE = 1 ------------------------------------------------------------------------ ---- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< PIPE-FLOW(CFS) = 2.05 PIPE TRAVEL TIME(MIN.) = 1.17 Tc(MIN.) = 5.63 LONGEST FLOWPATH FROM NODE 837.00 TO NODE 839.00 = 951.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 838.00 TO NODE 839.00 IS CODE = 81 ------------------------------------------------------------------------ ---- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ========================================================================= === 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.369 *USER SPECIFIED(SUBAREA): PASTURE OR RANGE LAND FAIR COVER RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6000 SUBAREA AREA(ACRES) = 5.01 SUBAREA RUNOFF(CFS) = 16.14 TOTAL AREA(ACRES) = 5.60 TOTAL RUNOFF(CFS) = 18.04 TC(MIN.) = 5.63 ************************************************************************* *** FLOW PROCESS FROM NODE 839.00 TO NODE 835.00 IS CODE = 1 ------------------------------------------------------------------------ ---- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ========================================================================= === TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.63 RAINFALL INTENSITY(INCH/HR) = 5.37 TOTAL STREAM AREA(ACRES) = 5.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.04 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 65.09 8.63 4.077 29.23 2 18.04 5.63 5.369 5.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 67.47 5.63 5.369 2 78.79 8.63 4.077 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 78.79 Tc(MIN.) = 8.63 TOTAL AREA(ACRES) = 34.83 LONGEST FLOWPATH FROM NODE 321.00 TO NODE 835.00 = 5400.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 835.00 TO NODE 836.00 IS CODE = 31 ------------------------------------------------------------------------ ---- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ========================================================================= === ELEVATION DATA: UPSTREAM(FEET) = 420.00 DOWNSTREAM(FEET) = 414.00 FLOW LENGTH(FEET) = 103.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 21.92 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 78.79 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 8.71 LONGEST FLOWPATH FROM NODE 321.00 TO NODE 836.00 = 5503.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 836.00 TO NODE 155.00 IS CODE = 31 ------------------------------------------------------------------------ ---- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ========================================================================= === ELEVATION DATA: UPSTREAM(FEET) = 415.00 DOWNSTREAM(FEET) = 405.00 FLOW LENGTH(FEET) = 97.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 27.16 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 78.79 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 8.77 LONGEST FLOWPATH FROM NODE 321.00 TO NODE 155.00 = 5600.00 FEET. ************************************************************************* *** PASTURE OR RANGE LAND FAIR COVER RUNOFF COEFFICIENT = .6500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6144 SUBAREA AREA(ACRES) = 0.84 SUBAREA RUNOFF(CFS) = 2.98 TOTAL AREA(ACRES) = 5.75 TOTAL RUNOFF(CFS) = 19.31 TC(MIN.) = 5.48 ************************************************************************* *** FLOW PROCESS FROM NODE 815.00 TO NODE 814.00 IS CODE = 81 ------------------------------------------------------------------------ ---- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ========================================================================= === 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.467 *USER SPECIFIED(SUBAREA): PASTURE OR RANGE LAND FAIR COVER RUNOFF COEFFICIENT = .6500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6257 SUBAREA AREA(ACRES) = 2.65 SUBAREA RUNOFF(CFS) = 9.42 TOTAL AREA(ACRES) = 8.40 TOTAL RUNOFF(CFS) = 28.73 TC(MIN.) = 5.48 ************************************************************************* *** FLOW PROCESS FROM NODE 814.00 TO NODE 816.00 IS CODE = 31 ------------------------------------------------------------------------ ---- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ========================================================================= === ELEVATION DATA: UPSTREAM(FEET) = 405.00 DOWNSTREAM(FEET) = 390.00 FLOW LENGTH(FEET) = 151.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 20.63 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.73 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 5.60 LONGEST FLOWPATH FROM NODE 810.00 TO NODE 816.00 = 1161.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 816.00 TO NODE 850.00 IS CODE = 1 ------------------------------------------------------------------------ ---- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ========================================================================= === TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.60 RAINFALL INTENSITY(INCH/HR) = 5.39 TOTAL STREAM AREA(ACRES) = 8.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 28.73 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 314.32 12.97 3.134 144.33 2 28.73 5.60 5.389 8.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 164.38 5.60 5.389 2 331.03 12.97 3.134 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 331.03 Tc(MIN.) = 12.97 TOTAL AREA(ACRES) = 152.73 LONGEST FLOWPATH FROM NODE 321.00 TO NODE 850.00 = 5972.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 850.00 TO NODE 850.00 IS CODE = 7 ------------------------------------------------------------------------ ---- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ========================================================================= === USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.28 RAIN INTENSITY(INCH/HOUR) = 3.09 TOTAL AREA(ACRES) = 143.81 TOTAL RUNOFF(CFS) = 151.20 ************************************************************************* *** FLOW PROCESS FROM NODE 850.00 TO NODE 851.00 IS CODE = 31 ------------------------------------------------------------------------ ---- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< Total Q50 inflow to the existing detention basin at 850 Node Total Q50 outflow from the existing detention basin to node 851 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.41 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 19.89 34.11 1.680 19.68 2 10.41 6.42 4.931 3.52 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 14.16 6.42 4.931 2 23.44 34.11 1.680 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 23.44 Tc(MIN.) = 34.11 TOTAL AREA(ACRES) = 23.20 LONGEST FLOWPATH FROM NODE 881.00 TO NODE 885.00 = 9217.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 885.00 TO NODE 893.00 IS CODE = 81 ------------------------------------------------------------------------ ---- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ========================================================================= === 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.680 *USER SPECIFIED(SUBAREA): OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6010 SUBAREA AREA(ACRES) = 5.67 SUBAREA RUNOFF(CFS) = 5.72 TOTAL AREA(ACRES) = 28.87 TOTAL RUNOFF(CFS) = 29.15 TC(MIN.) = 34.11 ************************************************************************* *** FLOW PROCESS FROM NODE 893.00 TO NODE 915.00 IS CODE = 11 ------------------------------------------------------------------------ ---- >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ========================================================================= === ** MAIN STREAM CONFLUENCE DATA ** R:\1601\Hyd\DR\TM\Reports\1601-Drainage.doc w.o.2807-0137 4/18/2022 EXISTING CONDITIONS 100-YEAR For R-8 Preliminary Drainage Study for Otay Ranch Village 7 R-3, R-4, & R-8 _________________________________________________________________________ ___ ************************************************************************* *** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1239 Analysis prepared by: HUNSAKER & ASSOCIATES - SAN DIEGO 10179 Huennekens Street San Diego, Ca. 92121 (858) 558-4500 ************************** DESCRIPTION OF STUDY ************************** * Otay Ranch Village 7 + Village 2 R-15 * * 100 Year Hydrology Analysis * * July 13, 2005 * ************************************************************************* * FILE NAME: H:\AES2003\0025\349\RG\V7RG100.DAT TIME/DATE OF STUDY: 18:19 07/18/2005 ------------------------------------------------------------------------ ---- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------------------------------------------------------ ---- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 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: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR FLOW LENGTH(FEET) = 1276.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.80 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.16 PIPE TRAVEL TIME(MIN.) = 3.67 Tc(MIN.) = 7.43 LONGEST FLOWPATH FROM NODE 741.00 TO NODE 743.00 = 1376.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 742.00 TO NODE 743.00 IS CODE = 81 ------------------------------------------------------------------------ ---- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ========================================================================= === 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.103 *USER SPECIFIED(SUBAREA): RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .6500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6500 SUBAREA AREA(ACRES) = 4.60 SUBAREA RUNOFF(CFS) = 15.26 TOTAL AREA(ACRES) = 4.87 TOTAL RUNOFF(CFS) = 16.15 TC(MIN.) = 7.43 ************************************************************************* *** FLOW PROCESS FROM NODE 743.00 TO NODE 743.00 IS CODE = 1 ------------------------------------------------------------------------ ---- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ========================================================================= === TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.43 RAINFALL INTENSITY(INCH/HR) = 5.10 TOTAL STREAM AREA(ACRES) = 4.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.15 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 30.90 10.43 4.100 8.68 2 16.15 7.43 5.103 4.87 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 40.98 7.43 5.103 2 43.88 10.43 4.100 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 43.88 Tc(MIN.) = 10.43 TOTAL AREA(ACRES) = 13.55 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 743.00 = 2384.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 743.00 TO NODE 743.50 IS CODE = 31 ------------------------------------------------------------------------ ---- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ========================================================================= === ELEVATION DATA: UPSTREAM(FEET) = 420.00 DOWNSTREAM(FEET) = 391.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 34.63 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 43.88 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 10.48 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 743.50 = 2484.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 743.50 TO NODE 743.50 IS CODE = 10 ------------------------------------------------------------------------ ---- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ========================================================================= === ************************************************************************* *** FLOW PROCESS FROM NODE 311.00 TO NODE 312.00 IS CODE = 21 ------------------------------------------------------------------------ ---- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ************************************************************************* *** FLOW PROCESS FROM NODE 753.00 TO NODE 746.00 IS CODE = 1 ------------------------------------------------------------------------ ---- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ========================================================================= === TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 3.91 RAINFALL INTENSITY(INCH/HR) = 6.59 TOTAL STREAM AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.22 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 186.57 12.23 3.698 71.33 2 10.22 3.91 6.587 2.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 114.98 3.91 6.587 2 192.31 12.23 3.698 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 192.31 Tc(MIN.) = 12.23 TOTAL AREA(ACRES) = 73.73 LONGEST FLOWPATH FROM NODE 321.00 TO NODE 746.00 = 3662.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 746.00 TO NODE 755.00 IS CODE = 31 ------------------------------------------------------------------------ ---- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ========================================================================= === ELEVATION DATA: UPSTREAM(FEET) = 400.00 DOWNSTREAM(FEET) = 398.00 FLOW LENGTH(FEET) = 238.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 44.2 INCHES >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ========================================================================= === *USER SPECIFIED(SUBAREA): NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00 UPSTREAM ELEVATION(FEET) = 463.00 DOWNSTREAM ELEVATION(FEET) = 462.35 ELEVATION DIFFERENCE(FEET) = 0.65 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.789 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 60.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 1.54 TOTAL AREA(ACRES) = 0.26 TOTAL RUNOFF(CFS) = 1.54 ************************************************************************* *** FLOW PROCESS FROM NODE 792.00 TO NODE 793.00 IS CODE = 61 ------------------------------------------------------------------------ ---- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ========================================================================= === UPSTREAM ELEVATION(FEET) = 461.00 DOWNSTREAM ELEVATION(FEET) = 442.00 STREET LENGTH(FEET) = 577.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 44.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 22.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.58 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.27 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.91 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.30 STREET FLOW TRAVEL TIME(MIN.) = 2.46 Tc(MIN.) = 5.25 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.384 *USER SPECIFIED(SUBAREA): NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.859 SUBAREA AREA(ACRES) = 1.12 SUBAREA RUNOFF(CFS) = 6.08 TOTAL AREA(ACRES) = 1.38 PEAK FLOW RATE(CFS) = 7.57 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.67 FLOW VELOCITY(FEET/SEC.) = 4.39 DEPTH*VELOCITY(FT*FT/SEC.) = 1.67 LONGEST FLOWPATH FROM NODE 791.00 TO NODE 793.00 = 642.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 793.00 TO NODE 793.00 IS CODE = 1 ------------------------------------------------------------------------ ---- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ========================================================================= === TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.25 RAINFALL INTENSITY(INCH/HR) = 6.38 TOTAL STREAM AREA(ACRES) = 1.38 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.57 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.53 4.37 6.587 3.16 2 7.57 5.25 6.384 1.38 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 19.83 4.37 6.587 2 20.68 5.25 6.384 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.68 Tc(MIN.) = 5.25 TOTAL AREA(ACRES) = 4.54 LONGEST FLOWPATH FROM NODE 791.00 TO NODE 793.00 = 642.00 FEET. ELEVATION DIFFERENCE(FEET) = 0.65 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.789 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 60.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 1.78 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 1.78 ************************************************************************* *** FLOW PROCESS FROM NODE 782.00 TO NODE 783.00 IS CODE = 61 ------------------------------------------------------------------------ ---- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ========================================================================= === UPSTREAM ELEVATION(FEET) = 463.00 DOWNSTREAM ELEVATION(FEET) = 442.00 STREET LENGTH(FEET) = 769.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 44.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 22.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.04 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.15 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.70 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.29 STREET FLOW TRAVEL TIME(MIN.) = 3.46 Tc(MIN.) = 6.25 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.705 *USER SPECIFIED(SUBAREA): NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.784 SUBAREA AREA(ACRES) = 1.48 SUBAREA RUNOFF(CFS) = 6.42 TOTAL AREA(ACRES) = 1.78 PEAK FLOW RATE(CFS) = 7.96 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.47 FLOW VELOCITY(FEET/SEC.) = 4.12 DEPTH*VELOCITY(FT*FT/SEC.) = 1.63 LONGEST FLOWPATH FROM NODE 781.00 TO NODE 783.00 = 834.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 783.00 TO NODE 784.00 IS CODE = 1 ------------------------------------------------------------------------ ---- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ========================================================================= === TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.25 RAINFALL INTENSITY(INCH/HR) = 5.70 TOTAL STREAM AREA(ACRES) = 1.78 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.96 ************************************************************************* *** FLOW PROCESS FROM NODE 786.00 TO NODE 787.00 IS CODE = 21 ------------------------------------------------------------------------ ---- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ========================================================================= === *USER SPECIFIED(SUBAREA): PERENNIAL GRASS FAIR COVER RUNOFF COEFFICIENT = .6500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 250.00 UPSTREAM ELEVATION(FEET) = 470.00 DOWNSTREAM ELEVATION(FEET) = 462.00 ELEVATION DIFFERENCE(FEET) = 8.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.497 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.196 SUBAREA RUNOFF(CFS) = 0.97 TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 0.97 ************************************************************************* *** FLOW PROCESS FROM NODE 787.00 TO NODE 788.00 IS CODE = 31 ------------------------------------------------------------------------ ---- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ========================================================================= === ELEVATION DATA: UPSTREAM(FEET) = 462.00 DOWNSTREAM(FEET) = 443.00 FLOW LENGTH(FEET) = 570.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.59 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.97 PIPE TRAVEL TIME(MIN.) = 1.70 Tc(MIN.) = 7.20 LONGEST FLOWPATH FROM NODE 786.00 TO NODE 788.00 = 820.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 787.00 TO NODE 788.00 IS CODE = 81 ------------------------------------------------------------------------ ---- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ========================================================================= === 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.208 *USER SPECIFIED(SUBAREA): PERENNIAL GRASS FAIR COVER RUNOFF COEFFICIENT = .6500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6500 SUBAREA AREA(ACRES) = 0.93 SUBAREA RUNOFF(CFS) = 3.15 TOTAL AREA(ACRES) = 1.17 TOTAL RUNOFF(CFS) = 3.96 TC(MIN.) = 7.20 ************************************************************************* *** FLOW PROCESS FROM NODE 788.00 TO NODE 784.00 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.) = 7.20 RAINFALL INTENSITY(INCH/HR) = 5.21 TOTAL STREAM AREA(ACRES) = 1.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.96 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA ************************************************************************* *** FLOW PROCESS FROM NODE 931.00 TO NODE 932.00 IS CODE = 81 ------------------------------------------------------------------------ ---- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ========================================================================= === 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.365 *USER SPECIFIED(SUBAREA): PERENNIAL GRASS FAIR COVER RUNOFF COEFFICIENT = .6500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6500 SUBAREA AREA(ACRES) = 1.35 SUBAREA RUNOFF(CFS) = 5.59 TOTAL AREA(ACRES) = 1.56 TOTAL RUNOFF(CFS) = 6.45 TC(MIN.) = 5.27 ************************************************************************* *** FLOW PROCESS FROM NODE 932.00 TO NODE 804.00 IS CODE = 1 ------------------------------------------------------------------------ ---- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ========================================================================= === TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.27 RAINFALL INTENSITY(INCH/HR) = 6.37 TOTAL STREAM AREA(ACRES) = 1.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.45 ************************************************************************* *** FLOW PROCESS FROM NODE 806.00 TO NODE 807.00 IS CODE = 21 ------------------------------------------------------------------------ ---- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ========================================================================= === *USER SPECIFIED(SUBAREA): PASTURE OR RANGE LAND FAIR COVER RUNOFF COEFFICIENT = .6500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 40.00 UPSTREAM ELEVATION(FEET) = 495.00 DOWNSTREAM ELEVATION(FEET) = 485.00 ELEVATION DIFFERENCE(FEET) = 10.00 SUBAREA AREA(ACRES) = 1.77 SUBAREA RUNOFF(CFS) = 8.17 TOTAL AREA(ACRES) = 2.05 PEAK FLOW RATE(CFS) = 9.46 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.79 FLOW VELOCITY(FEET/SEC.) = 4.68 DEPTH*VELOCITY(FT*FT/SEC.) = 1.88 LONGEST FLOWPATH FROM NODE 766.00 TO NODE 769.00 = 1058.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 770.00 TO NODE 769.00 IS CODE = 81 ------------------------------------------------------------------------ ---- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ========================================================================= === 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.593 *USER SPECIFIED(SUBAREA): NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8374 SUBAREA AREA(ACRES) = 2.01 SUBAREA RUNOFF(CFS) = 9.56 TOTAL AREA(ACRES) = 4.06 TOTAL RUNOFF(CFS) = 19.01 TC(MIN.) = 6.44 ************************************************************************* *** FLOW PROCESS FROM NODE 769.00 TO NODE 756.00 IS CODE = 1 ------------------------------------------------------------------------ ---- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ========================================================================= === TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.44 RAINFALL INTENSITY(INCH/HR) = 5.59 TOTAL STREAM AREA(ACRES) = 4.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.01 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 43.95 6.83 5.389 11.06 2 19.01 6.44 5.593 4.06 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUBAREA AREA(ACRES) = 1.92 SUBAREA RUNOFF(CFS) = 9.29 TOTAL AREA(ACRES) = 2.16 PEAK FLOW RATE(CFS) = 10.42 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.43 FLOW VELOCITY(FEET/SEC.) = 4.73 DEPTH*VELOCITY(FT*FT/SEC.) = 1.96 LONGEST FLOWPATH FROM NODE 761.00 TO NODE 763.00 = 978.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 764.00 TO NODE 763.00 IS CODE = 81 ------------------------------------------------------------------------ ---- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ========================================================================= === 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.695 *USER SPECIFIED(SUBAREA): NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8485 SUBAREA AREA(ACRES) = 1.96 SUBAREA RUNOFF(CFS) = 9.49 TOTAL AREA(ACRES) = 4.12 TOTAL RUNOFF(CFS) = 19.91 TC(MIN.) = 6.26 ************************************************************************* *** FLOW PROCESS FROM NODE 763.00 TO NODE 755.00 IS CODE = 1 ------------------------------------------------------------------------ ---- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ========================================================================= === TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.26 RAINFALL INTENSITY(INCH/HR) = 5.70 TOTAL STREAM AREA(ACRES) = 4.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.91 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 234.92 12.54 3.640 88.85 2 19.91 6.26 5.695 4.12 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 137.28 6.26 5.695 2 247.65 12.54 3.640 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 247.65 Tc(MIN.) = 12.54 TOTAL AREA(ACRES) = 92.97 LONGEST FLOWPATH FROM NODE 321.00 TO NODE 755.00 = 3900.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 755.00 TO NODE 850.00 IS CODE = 31 ------------------------------------------------------------------------ ---- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ========================================================================= === ELEVATION DATA: UPSTREAM(FEET) = 391.49 DOWNSTREAM(FEET) = 390.00 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 48.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.69 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 247.65 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 12.71 LONGEST FLOWPATH FROM NODE 321.00 TO NODE 850.00 = 4050.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 850.00 TO NODE 850.00 IS CODE = 10 ------------------------------------------------------------------------ ---- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ========================================================================= === ************************************************************************* *** FLOW PROCESS FROM NODE 820.00 TO NODE 820.00 IS CODE = 7 ------------------------------------------------------------------------ ---- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ************************************************************************* *** FLOW PROCESS FROM NODE 834.00 TO NODE 833.00 IS CODE = 81 ------------------------------------------------------------------------ ---- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ========================================================================= === 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.714 *USER SPECIFIED(SUBAREA): IRRIGATED PASTURE FAIR COVER RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6000 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.85 TOTAL AREA(ACRES) = 19.93 TOTAL RUNOFF(CFS) = 56.37 TC(MIN.) = 8.40 ************************************************************************* *** FLOW PROCESS FROM NODE 833.00 TO NODE 824.00 IS CODE = 1 ------------------------------------------------------------------------ ---- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ========================================================================= === TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.40 RAINFALL INTENSITY(INCH/HR) = 4.71 TOTAL STREAM AREA(ACRES) = 19.93 PEAK FLOW RATE(CFS) AT CONFLUENCE = 56.37 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 17.57 8.05 4.843 9.01 2 56.37 8.40 4.714 19.93 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 71.62 8.05 4.843 2 73.47 8.40 4.714 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 73.47 Tc(MIN.) = 8.40 TOTAL AREA(ACRES) = 28.94 LONGEST FLOWPATH FROM NODE 321.00 TO NODE 824.00 = 5284.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 824.00 TO NODE 835.00 IS CODE = 31 ------------------------------------------------------------------------ ---- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ========================================================================= === ELEVATION DATA: UPSTREAM(FEET) = 422.00 DOWNSTREAM(FEET) = 421.00 FLOW LENGTH(FEET) = 116.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 31.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.27 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 73.47 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 8.59 LONGEST FLOWPATH FROM NODE 321.00 TO NODE 835.00 = 5400.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 824.00 TO NODE 835.00 IS CODE = 81 ------------------------------------------------------------------------ ---- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ========================================================================= === 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.647 *USER SPECIFIED(SUBAREA): RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .6500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5397 SUBAREA AREA(ACRES) = 0.29 SUBAREA RUNOFF(CFS) = 0.88 TOTAL AREA(ACRES) = 29.23 TOTAL RUNOFF(CFS) = 73.47 TC(MIN.) = 8.59 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE ************************************************************************* *** FLOW PROCESS FROM NODE 835.00 TO NODE 835.00 IS CODE = 1 ------------------------------------------------------------------------ ---- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< PIPE-FLOW(CFS) = 2.33 PIPE TRAVEL TIME(MIN.) = 1.12 Tc(MIN.) = 5.59 LONGEST FLOWPATH FROM NODE 837.00 TO NODE 839.00 = 951.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 838.00 TO NODE 839.00 IS CODE = 81 ------------------------------------------------------------------------ ---- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ========================================================================= === 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.131 *USER SPECIFIED(SUBAREA): PASTURE OR RANGE LAND FAIR COVER RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6000 SUBAREA AREA(ACRES) = 5.01 SUBAREA RUNOFF(CFS) = 18.43 TOTAL AREA(ACRES) = 5.60 TOTAL RUNOFF(CFS) = 20.60 TC(MIN.) = 5.59 ************************************************************************* *** FLOW PROCESS FROM NODE 839.00 TO NODE 835.00 IS CODE = 1 ------------------------------------------------------------------------ ---- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ========================================================================= === TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.59 RAINFALL INTENSITY(INCH/HR) = 6.13 TOTAL STREAM AREA(ACRES) = 5.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.60 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 73.47 8.59 4.647 29.23 2 20.60 5.59 6.131 5.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 76.29 5.59 6.131 2 89.09 8.59 4.647 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 89.09 Tc(MIN.) = 8.59 TOTAL AREA(ACRES) = 34.83 LONGEST FLOWPATH FROM NODE 321.00 TO NODE 835.00 = 5400.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 835.00 TO NODE 836.00 IS CODE = 31 ------------------------------------------------------------------------ ---- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ========================================================================= === ELEVATION DATA: UPSTREAM(FEET) = 420.00 DOWNSTREAM(FEET) = 414.00 FLOW LENGTH(FEET) = 103.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 22.31 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 89.09 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 8.66 LONGEST FLOWPATH FROM NODE 321.00 TO NODE 836.00 = 5503.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 836.00 TO NODE 155.00 IS CODE = 31 ------------------------------------------------------------------------ ---- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ========================================================================= === ELEVATION DATA: UPSTREAM(FEET) = 415.00 DOWNSTREAM(FEET) = 405.00 FLOW LENGTH(FEET) = 97.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 27.65 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 89.09 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 8.72 LONGEST FLOWPATH FROM NODE 321.00 TO NODE 155.00 = 5600.00 FEET. ************************************************************************* *** PASTURE OR RANGE LAND FAIR COVER RUNOFF COEFFICIENT = .6500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6144 SUBAREA AREA(ACRES) = 0.84 SUBAREA RUNOFF(CFS) = 3.40 TOTAL AREA(ACRES) = 5.75 TOTAL RUNOFF(CFS) = 22.03 TC(MIN.) = 5.44 ************************************************************************* *** FLOW PROCESS FROM NODE 815.00 TO NODE 814.00 IS CODE = 81 ------------------------------------------------------------------------ ---- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ========================================================================= === 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.236 *USER SPECIFIED(SUBAREA): PASTURE OR RANGE LAND FAIR COVER RUNOFF COEFFICIENT = .6500 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6257 SUBAREA AREA(ACRES) = 2.65 SUBAREA RUNOFF(CFS) = 10.74 TOTAL AREA(ACRES) = 8.40 TOTAL RUNOFF(CFS) = 32.77 TC(MIN.) = 5.44 ************************************************************************* *** FLOW PROCESS FROM NODE 814.00 TO NODE 816.00 IS CODE = 31 ------------------------------------------------------------------------ ---- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ========================================================================= === ELEVATION DATA: UPSTREAM(FEET) = 405.00 DOWNSTREAM(FEET) = 390.00 FLOW LENGTH(FEET) = 151.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 21.71 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.77 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 5.56 LONGEST FLOWPATH FROM NODE 810.00 TO NODE 816.00 = 1161.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 816.00 TO NODE 850.00 IS CODE = 1 ------------------------------------------------------------------------ ---- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ========================================================================= === TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.56 RAINFALL INTENSITY(INCH/HR) = 6.15 TOTAL STREAM AREA(ACRES) = 8.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.77 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 359.14 12.71 3.609 144.33 2 32.77 5.56 6.152 8.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 189.86 5.56 6.152 2 378.37 12.71 3.609 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 378.37 Tc(MIN.) = 12.71 TOTAL AREA(ACRES) = 152.73 LONGEST FLOWPATH FROM NODE 321.00 TO NODE 850.00 = 5972.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 850.00 TO NODE 850.00 IS CODE = 7 ------------------------------------------------------------------------ ---- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ========================================================================= === USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.28 RAIN INTENSITY(INCH/HOUR) = 3.51 TOTAL AREA(ACRES) = 143.81 TOTAL RUNOFF(CFS) = 151.20 ************************************************************************* *** FLOW PROCESS FROM NODE 850.00 TO NODE 851.00 IS CODE = 31 ------------------------------------------------------------------------ ---- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< Total Q100 inflow to the existing detention basin at 850 Node Total Q100 outflow from the existing detention basin to node 851 Node 1 23.02 33.16 1.944 19.68 2 11.88 6.39 5.625 3.52 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 16.31 6.39 5.625 2 27.12 33.16 1.944 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 27.12 Tc(MIN.) = 33.16 TOTAL AREA(ACRES) = 23.20 LONGEST FLOWPATH FROM NODE 881.00 TO NODE 885.00 = 9217.00 FEET. ************************************************************************* *** FLOW PROCESS FROM NODE 885.00 TO NODE 893.00 IS CODE = 81 ------------------------------------------------------------------------ ---- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ========================================================================= === 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.944 *USER SPECIFIED(SUBAREA): OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6010 SUBAREA AREA(ACRES) = 5.67 SUBAREA RUNOFF(CFS) = 6.61 TOTAL AREA(ACRES) = 28.87 TOTAL RUNOFF(CFS) = 33.74 TC(MIN.) = 33.16 ************************************************************************* *** FLOW PROCESS FROM NODE 893.00 TO NODE 915.00 IS CODE = 11 ------------------------------------------------------------------------ ---- >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ========================================================================= === ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 33.74 33.16 1.944 28.87 LONGEST FLOWPATH FROM NODE 881.00 TO NODE 915.00 = 9217.00 FEET. VILLAGE 8 WEST HYDROLOGIC OUTPUT R:\1601\Hyd\DR\TM\Reports\1601-Drainage.doc w.o.2807-0137 4/18/2022 EXISTING CONDITIONS 50-YEAR For R-4 and Access Road Preliminary Drainage Study for Otay Ranch Village 7 R-3, R-4, & R-8 KƚĂLJZĂŶĐŚsŝůůĂŐĞϴtĞƐƚtŽůĨĂŶLJŽŶʹYϱϬ  Ϯ  Ϯ͘;ĞƉƚŚͿΎ;sĞůŽĐŝƚLJͿŽŶƐƚƌĂŝŶƚсϲ͘Ϭ;&dΎ&dͬ^Ϳ Ύ^/W/Wt/d,&>KtW/dz'ZdZd,E KZYh>dKd,hW^dZDdZ/hdZzW/W͘Ύ  ΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎ &>KtWZK^^&ZKDEKϭϲϰ͘ϬϬdKEKϭϲϰ͘ϬϬ/^Kсϳ ͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲ хххххh^Z^W/&/,zZK>K'z/E&KZDd/KEdEKффффф сссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссс h^ZͲ^W/&/s>h^Z^&K>>Kt^͗ d;D/EͿсϭϮ͘ϬϬZ/E/EdE^/dz;/E,ͬ,KhZͿсϯ͘ϯϬ dKd>Z;Z^Ϳсϴϵ͘ϲϯdKd>ZhEK&&;&^ͿсϮϭϯ͘ϴϬ  ΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎ &>KtWZK^^&ZKDEKϭϲϰ͘ϬϬdKEKϳϴϯ͘ϬϬ/^Kсϯϭ ͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲ хххххKDWhdW/WͲ&>KtdZs>d/Dd,Zh^hZффффф хххххh^/E'KDWhdZͲ^d/DdW/W^/;EKEͲWZ^^hZ&>KtͿффффф сссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссс >sd/KEd͗hW^dZD;&dͿсϰϯϴ͘ϲϲKtE^dZD;&dͿсϰϮϳ͘ϴϲ &>Kt>E'd,;&dͿсϭϰϴ͘ϱϬDEE/E'Ζ^EсϬ͘Ϭϭϯ Wd,K&&>Kt/Eϯϵ͘Ϭ/E,W/W/^ϯϭ͘ϱ/E,^ W/WͲ&>Kts>K/dz;&dͬ^͘ͿсϮϵ͘ϴϮ ^d/DdW/W/DdZ;/E,Ϳсϯϵ͘ϬϬEhDZK&W/W^сϭ W/WͲ&>Kt;&^ͿсϮϭϯ͘ϴϬ W/WdZs>d/D;D/E͘ͿсϬ͘ϬϴdĐ;D/E͘ͿсϭϮ͘Ϭϴ >KE'^d&>KtWd,&ZKDEKϬ͘ϬϬdKEKϳϴϯ͘ϬϬсϭϰϴ͘ϱϬ&d͘  ΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎ &>KtWZK^^&ZKDEKϳϴϯ͘ϬϬdKEKϳϴϯ͘ϬϬ/^Kсϴϭ ͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲ ххххх/d/KEK&^hZdKD/E>/EW<&>Ktффффф сссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссс ϱϬzZZ/E&>>/EdE^/dz;/E,ͬ,KhZͿсϯ͘Ϯϴϭ E/',KZ,KKKDDZ/>ZhEK&&K&&//Edс͘ϳϴϬϬ ^K/>>^^/&/d/KE/^ΗΗ ^͘͘^͘hZsEhDZ;D//Ϳсϵϯ ZͲsZ'ZhEK&&K&&//EdсϬ͘ϳϮϱϳ ^hZZ;Z^Ϳсϯ͘Ϭϴ^hZZhEK&&;&^Ϳсϳ͘ϴϴ dKd>Z;Z^ͿсϵϮ͘ϳdKd>ZhEK&&;&^ͿсϮϮϬ͘ϳϯ d;D/E͘ͿсϭϮ͘Ϭϴ  ΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎ &>KtWZK^^&ZKDEKϳϴϯ͘ϬϬdKEKϳϴϯ͘ϬϬ/^Kсϴϭ ͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲ R-4 KƚĂLJZĂŶĐŚsŝůůĂŐĞϴtĞƐƚtŽůĨĂŶLJŽŶʹYϱϬ  ϯ  ххххх/d/KEK&^hZdKD/E>/EW<&>Ktффффф сссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссс ϱϬzZZ/E&>>/EdE^/dz;/E,ͬ,KhZͿсϯ͘Ϯϴϭ EdhZ>^Zd>E^W/E'ZhEK&&K&&//Edс͘ϯϬϬϬ ^K/>>^^/&/d/KE/^ΗΗ ^͘͘^͘hZsEhDZ;D//Ϳсϴϱ ZͲsZ'ZhEK&&K&&//EdсϬ͘ϳϮϬϯ ^hZZ;Z^Ϳсϭ͘ϭϵ^hZZhEK&&;&^Ϳсϭ͘ϭϳ dKd>Z;Z^Ϳсϵϯ͘ϵdKd>ZhEK&&;&^ͿсϮϮϭ͘ϵϭ d;D/E͘ͿсϭϮ͘Ϭϴ  ΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎ &>KtWZK^^&ZKDEKϳϴϯ͘ϬϬdKEKϭϳϮ͘ϬϬ/^Kсϯϭ ͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲ хххххKDWhdW/WͲ&>KtdZs>d/Dd,Zh^hZффффф хххххh^/E'KDWhdZͲ^d/DdW/W^/;EKEͲWZ^^hZ&>KtͿффффф сссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссс >sd/KEd͗hW^dZD;&dͿсϰϮϳ͘ϱϯKtE^dZD;&dͿсϰϮϲ͘Ϭϴ &>Kt>E'd,;&dͿсϮϴϴ͘ϲϬDEE/E'Ζ^EсϬ͘Ϭϭϯ Wd,K&&>Kt/Eϲϲ͘Ϭ/E,W/W/^ϱϭ͘ϳ/E,^ W/WͲ&>Kts>K/dz;&dͬ^͘Ϳсϭϭ͘ϭϮ ^d/DdW/W/DdZ;/E,Ϳсϲϲ͘ϬϬEhDZK&W/W^сϭ W/WͲ&>Kt;&^ͿсϮϮϭ͘ϵϭ W/WdZs>d/D;D/E͘ͿсϬ͘ϰϯdĐ;D/E͘ͿсϭϮ͘ϱϮ >KE'^d&>KtWd,&ZKDEKϬ͘ϬϬdKEKϭϳϮ͘ϬϬсϰϯϳ͘ϭϬ&d͘  ΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎ &>KtWZK^^&ZKDEKϭϳϮ͘ϬϬdKEKϭϳϮ͘ϬϬ/^KсϭϬ ͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲ хххххD/EͲ^dZDDDKZzKW/KEdKDDKZzE<ηϭффффф сссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссс  ΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎ &>KtWZK^^&ZKDEKϭϳϮ͘ϬϬdKEKϭϳϮ͘ϬϬ/^Kсϭϯ ͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲ ххххх>Zd,D/EͲ^dZDDDKZzффффф сссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссс  ΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎ &>KtWZK^^&ZKDEKϭϳϬ͘ϬϬdKEKϭϳϬ͘ϬϬ/^KсϮϭ ͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲ хххххZd/KE>Dd,K/E/d/>^hZE>z^/^ффффф сссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссс ^dZd^ΘZK^;hZ^ͬ^dKZDZ/E^ͿZhEK&&K&&//Edс͘ϴϳϬϬ ^K/>>^^/&/d/KE/^ΗΗ KƚĂLJZĂŶĐŚsŝůůĂŐĞϴtĞƐƚtŽůĨĂŶLJŽŶʹYϱϬ  ϰ  ^͘͘^͘hZsEhDZ;D//Ϳсϵϴ /E/d/>^hZ&>KtͲ>E'd,;&dͿсϲϭϯ͘ϬϬ hW^dZD>sd/KE;&dͿсϰϲϯ͘Ϯϴ KtE^dZD>sd/KE;&dͿсϰϱϳ͘Ϭϱ >sd/KE/&&ZE;&dͿсϲ͘Ϯϯ ^hZKsZ>Ed/DK&&>Kt;D/E͘Ϳсϯ͘ϭϵϰ tZE/E'͗/E/d/>^hZ&>KtWd,>E'd,/^'ZdZd,E d,Dy/DhDKsZ>E&>Kt>E'd,сϲϬ͘ϭϲ ;ZĞĨĞƌĞŶĐĞ͗dĂďůĞϯͲϭŽĨ,LJĚƌŽůŽŐLJDĂŶƵĂůͿ d,Dy/DhDKsZ>E&>Kt>E'd,/^h^/EdĐ>h>d/KE͊ ϱϬzZZ/E&>>/EdE^/dz;/E,ͬ,KhZͿсϱ͘ϳϵϲ EKd͗Z/E&>>/EdE^/dz/^^KEdĐсϱͲD/Ehd͘ ^hZZhEK&&;&^Ϳсϱ͘ϴϱ dKd>Z;Z^Ϳсϭ͘ϭϲdKd>ZhEK&&;&^Ϳсϱ͘ϴϱ  ΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎ &>KtWZK^^&ZKDEKϭϳϬ͘ϬϬdKEKϭϳϬ͘ϬϬ/^Kсϴϭ ͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲ ххххх/d/KEK&^hZdKD/E>/EW<&>Ktффффф сссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссс ϱϬzZZ/E&>>/EdE^/dz;/E,ͬ,KhZͿсϱ͘ϳϵϲ EKd͗Z/E&>>/EdE^/dz/^^KEdĐсϱͲD/Ehd͘ ^dZd^ΘZK^;hZ^ͬ^dKZDZ/E^ͿZhEK&&K&&//Edс͘ϴϳϬϬ ^K/>>^^/&/d/KE/^ΗΗ ^͘͘^͘hZsEhDZ;D//Ϳсϵϴ ZͲsZ'ZhEK&&K&&//EdсϬ͘ϴϳϬϬ ^hZZ;Z^ͿсϬ͘ϰϰ^hZZhEK&&;&^ͿсϮ͘ϮϮ dKd>Z;Z^Ϳсϭ͘ϲdKd>ZhEK&&;&^Ϳсϴ͘Ϭϳ d;D/E͘Ϳсϯ͘ϭϵ  ΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎ &>KtWZK^^&ZKDEKϭϳϬ͘ϬϬdKEKϭϳϭ͘ϬϬ/^Kсϯϭ ͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲ хххххKDWhdW/WͲ&>KtdZs>d/Dd,Zh^hZффффф хххххh^/E'KDWhdZͲ^d/DdW/W^/;EKEͲWZ^^hZ&>KtͿффффф сссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссс >sd/KEd͗hW^dZD;&dͿсϰϰϴ͘ϳϭKtE^dZD;&dͿсϰϰϲ͘ϴϲ &>Kt>E'd,;&dͿсϭϴϰ͘ϳϵDEE/E'Ζ^EсϬ͘Ϭϭϯ Wd,K&&>Kt/Eϭϴ͘Ϭ/E,W/W/^ϭϮ͘Ϭ/E,^ W/WͲ&>Kts>K/dz;&dͬ^͘Ϳсϲ͘ϰϮ ^d/DdW/W/DdZ;/E,Ϳсϭϴ͘ϬϬEhDZK&W/W^сϭ W/WͲ&>Kt;&^Ϳсϴ͘Ϭϳ W/WdZs>d/D;D/E͘ͿсϬ͘ϰϴdĐ;D/E͘Ϳсϯ͘ϲϳ >KE'^d&>KtWd,&ZKDEKϭϳϬ͘ϬϬdKEKϭϳϭ͘ϬϬсϳϵϳ͘ϳϵ&d͘  KƚĂLJZĂŶĐŚsŝůůĂŐĞϴtĞƐƚtŽůĨĂŶLJŽŶʹYϱϬ  ϱ  ΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎ &>KtWZK^^&ZKDEKϭϳϭ͘ϬϬdKEKϭϳϭ͘ϬϬ/^Kсϴϭ ͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲ ххххх/d/KEK&^hZdKD/E>/EW<&>Ktффффф сссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссс ϱϬzZZ/E&>>/EdE^/dz;/E,ͬ,KhZͿсϱ͘ϳϵϲ EKd͗Z/E&>>/EdE^/dz/^^KEdĐсϱͲD/Ehd͘ E/',KZ,KKKDDZ/>ZhEK&&K&&//Edс͘ϳϴϬϬ ^K/>>^^/&/d/KE/^ΗΗ ^͘͘^͘hZsEhDZ;D//Ϳсϵϯ ZͲsZ'ZhEK&&K&&//EdсϬ͘ϳϴϴϮ ^hZZ;Z^Ϳсϭϲ͘Ϭϱ^hZZhEK&&;&^ͿсϳϮ͘ϱϳ dKd>Z;Z^Ϳсϭϳ͘ϲdKd>ZhEK&&;&^ͿсϴϬ͘ϲϯ d;D/E͘Ϳсϯ͘ϲϳ  ΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎ &>KtWZK^^&ZKDEKϭϳϭ͘ϬϬdKEKϭϳϭ͘ϬϬ/^Kсϴϭ ͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲ ххххх/d/KEK&^hZdKD/E>/EW<&>Ktффффф сссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссс ϱϬzZZ/E&>>/EdE^/dz;/E,ͬ,KhZͿсϱ͘ϳϵϲ EKd͗Z/E&>>/EdE^/dz/^^KEdĐсϱͲD/Ehd͘ EdhZ>^Zd>E^W/E'ZhEK&&K&&//Edс͘ϯϬϬϬ ^K/>>^^/&/d/KE/^ΗΗ ^͘͘^͘hZsEhDZ;D//Ϳсϴϱ ZͲsZ'ZhEK&&K&&//EdсϬ͘ϳϯϴϯ ^hZZ;Z^ͿсϮ͘Ϭϭ^hZZhEK&&;&^Ϳсϯ͘ϱϬ dKd>Z;Z^Ϳсϭϵ͘ϳdKd>ZhEK&&;&^Ϳсϴϰ͘ϭϯ d;D/E͘Ϳсϯ͘ϲϳ  ΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎ &>KtWZK^^&ZKDEKϭϳϭ͘ϬϬdKEKϭϳϭ͘ϬϬ/^Kсϴϭ ͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲ ххххх/d/KEK&^hZdKD/E>/EW<&>Ktффффф сссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссс ϱϬzZZ/E&>>/EdE^/dz;/E,ͬ,KhZͿсϱ͘ϳϵϲ EKd͗Z/E&>>/EdE^/dz/^^KEdĐсϱͲD/Ehd͘ E/',KZ,KKKDDZ/>ZhEK&&K&&//Edс͘ϳϴϬϬ ^K/>>^^/&/d/KE/^ΗΗ ^͘͘^͘hZsEhDZ;D//Ϳсϵϯ ZͲsZ'ZhEK&&K&&//EdсϬ͘ϳϰϵϳ ^hZZ;Z^Ϳсϳ͘ϰϳ^hZZhEK&&;&^Ϳсϯϯ͘ϳϳ dKd>Z;Z^ͿсϮϳ͘ϭdKd>ZhEK&&;&^Ϳсϭϭϳ͘ϵϬ d;D/E͘Ϳсϯ͘ϲϳ  KƚĂLJZĂŶĐŚsŝůůĂŐĞϴtĞƐƚtŽůĨĂŶLJŽŶʹYϱϬ  ϲ  ΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎ &>KtWZK^^&ZKDEKϭϳϭ͘ϬϬdKEKϭϳϮ͘ϬϬ/^Kсϯϭ ͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲ хххххKDWhdW/WͲ&>KtdZs>d/Dd,Zh^hZффффф хххххh^/E'KDWhdZͲ^d/DdW/W^/;EKEͲWZ^^hZ&>KtͿффффф сссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссс >sd/KEd͗hW^dZD;&dͿсϰϰϬ͘ϳϯKtE^dZD;&dͿсϰϮϴ͘Ϭϴ &>Kt>E'd,;&dͿсϭϬϱ͘ϰϬDEE/E'Ζ^EсϬ͘Ϭϭϯ Wd,K&&>Kt/EϯϬ͘Ϭ/E,W/W/^Ϯϭ͘ϯ/E,^ W/WͲ&>Kts>K/dz;&dͬ^͘Ϳсϯϭ͘ϲϴ ^d/DdW/W/DdZ;/E,ͿсϯϬ͘ϬϬEhDZK&W/W^сϭ W/WͲ&>Kt;&^Ϳсϭϭϳ͘ϵϬ W/WdZs>d/D;D/E͘ͿсϬ͘ϬϲdĐ;D/E͘Ϳсϯ͘ϳϯ >KE'^d&>KtWd,&ZKDEKϭϳϬ͘ϬϬdKEKϭϳϮ͘ϬϬсϵϬϯ͘ϭϵ&d͘  ΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎ &>KtWZK^^&ZKDEKϭϳϮ͘ϬϬdKEKϭϳϮ͘ϬϬ/^Kсϭϭ ͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲ хххххKE&>hEDDKZzE<ηϭt/d,d,D/EͲ^dZDDDKZzффффф сссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссс  ΎΎD/E^dZDKE&>hEdΎΎ ^dZDZhEK&&dĐ/EdE^/dzZ EhDZ;&^Ϳ;D/E͘Ϳ;/E,ͬ,KhZͿ;ZͿ ϭϭϭϳ͘ϵϬϯ͘ϳϯϱ͘ϳϵϲϮϳ͘ϭϯ >KE'^d&>KtWd,&ZKDEKϭϳϬ͘ϬϬdKEKϭϳϮ͘ϬϬсϵϬϯ͘ϭϵ&d͘  ΎΎDDKZzE<ηϭKE&>hEdΎΎ ^dZDZhEK&&dĐ/EdE^/dzZ EhDZ;&^Ϳ;D/E͘Ϳ;/E,ͬ,KhZͿ;ZͿ ϭϮϮϭ͘ϵϭϭϮ͘ϱϮϯ͘ϮϬϳϵϯ͘ϵϬ >KE'^d&>KtWd,&ZKDEKϬ͘ϬϬdKEKϭϳϮ͘ϬϬсϰϯϳ͘ϭϬ&d͘  ΎΎW<&>KtZdd>ΎΎ ^dZDZhEK&&dĐ/EdE^/dz EhDZ;&^Ϳ;D/E͘Ϳ;/E,ͬ,KhZͿ ϭϭϴϰ͘Ϭϭϯ͘ϳϯϱ͘ϳϵϲ ϮϮϴϳ͘ϭϰϭϮ͘ϱϮϯ͘ϮϬϳ  KDWhdKE&>hE^d/Dd^Z^&K>>Kt^͗ W<&>KtZd;&^ͿсϮϴϳ͘ϭϰdĐ;D/E͘ͿсϭϮ͘ϱϮ dKd>Z;Z^ͿсϭϮϭ͘Ϭ  ΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎ &>KtWZK^^&ZKDEKϭϳϮ͘ϬϬdKEKϭϳϯ͘ϬϬ/^Kсϯϭ KƚĂLJZĂŶĐŚsŝůůĂŐĞϴtĞƐƚtŽůĨĂŶLJŽŶʹYϱϬ  ϳ  ͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲ хххххKDWhdW/WͲ&>KtdZs>d/Dd,Zh^hZффффф хххххh^/E'KDWhdZͲ^d/DdW/W^/;EKEͲWZ^^hZ&>KtͿффффф сссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссс >sd/KEd͗hW^dZD;&dͿсϰϮϱ͘ϱϴKtE^dZD;&dͿсϰϮϯ͘ϯϵ &>Kt>E'd,;&dͿсϯϭϮ͘ϴϮDEE/E'Ζ^EсϬ͘Ϭϭϯ Wd,K&&>Kt/Eϲϵ͘Ϭ/E,W/W/^ϱϮ͘ϳ/E,^ W/WͲ&>Kts>K/dz;&dͬ^͘Ϳсϭϯ͘ϰϵ ^d/DdW/W/DdZ;/E,Ϳсϲϵ͘ϬϬEhDZK&W/W^сϭ W/WͲ&>Kt;&^ͿсϮϴϳ͘ϭϰ W/WdZs>d/D;D/E͘ͿсϬ͘ϯϵdĐ;D/E͘ͿсϭϮ͘ϵϬ >KE'^d&>KtWd,&ZKDEKϭϳϬ͘ϬϬdKEKϭϳϯ͘ϬϬсϭϮϭϲ͘Ϭϭ&d͘  ΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎ &>KtWZK^^&ZKDEKϭϳϯ͘ϬϬdKEKϭϳϯ͘ϬϬ/^Kсϴϭ ͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲ ххххх/d/KEK&^hZdKD/E>/EW<&>Ktффффф сссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссс ϱϬzZZ/E&>>/EdE^/dz;/E,ͬ,KhZͿсϯ͘ϭϰϱ 'EZ>/Eh^dZ/>ZhEK&&K&&//Edс͘ϴϳϬϬ ^K/>>^^/&/d/KE/^ΗΗ ^͘͘^͘hZsEhDZ;D//Ϳсϵϳ ZͲsZ'ZhEK&&K&&//EdсϬ͘ϳϮϴϯ ^hZZ;Z^Ϳсϭ͘ϮϬ^hZZhEK&&;&^Ϳсϯ͘Ϯϴ dKd>Z;Z^ͿсϭϮϮ͘ϮdKd>ZhEK&&;&^ͿсϮϴϳ͘ϭϰ d;D/E͘ͿсϭϮ͘ϵϬ EKd͗W<&>KtZd&h>ddKhW^dZDs>h  ΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎ &>KtWZK^^&ZKDEKϭϳϯ͘ϬϬdKEKϭϳϰ͘ϬϬ/^Kсϯϭ ͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲ хххххKDWhdW/WͲ&>KtdZs>d/Dd,Zh^hZффффф хххххh^/E'KDWhdZͲ^d/DdW/W^/;EKEͲWZ^^hZ&>KtͿффффф сссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссс >sd/KEd͗hW^dZD;&dͿсϰϮϯ͘ϬϲKtE^dZD;&dͿсϰϮϯ͘ϬϬ &>Kt>E'd,;&dͿсϴ͘ϬϬDEE/E'Ζ^EсϬ͘Ϭϭϯ Wd,K&&>Kt/Eϲϵ͘Ϭ/E,W/W/^ϱϭ͘Ϯ/E,^ W/WͲ&>Kts>K/dz;&dͬ^͘Ϳсϭϯ͘ϵϭ ^d/DdW/W/DdZ;/E,Ϳсϲϵ͘ϬϬEhDZK&W/W^сϭ W/WͲ&>Kt;&^ͿсϮϴϳ͘ϭϰ W/WdZs>d/D;D/E͘ͿсϬ͘ϬϭdĐ;D/E͘ͿсϭϮ͘ϵϭ >KE'^d&>KtWd,&ZKDEKϭϳϬ͘ϬϬdKEKϭϳϰ͘ϬϬсϭϮϮϰ͘Ϭϭ&d͘  ΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎ &>KtWZK^^&ZKDEKϭϳϰ͘ϬϬdKEKϭϳϰ͘ϬϬ/^Kсϴϭ R:\1601\Hyd\DR\TM\Reports\1601-Drainage.doc w.o.2807-0137 4/18/2022 EXISTING CONDITIONS 100-YEAR For R-8 For R-4 and Access Road Preliminary Drainage Study for Otay Ranch Village 7 R-3, R-4, & R-8 VILLAGE 8 WEST HYDROLOGIC OUTPUT KƚĂLJZĂŶĐŚsŝůůĂŐĞϴtĞƐƚtŽůĨĂŶLJŽŶʹYϭϬϬ  Ϯ  Ϯ͘;ĞƉƚŚͿΎ;sĞůŽĐŝƚLJͿŽŶƐƚƌĂŝŶƚсϲ͘Ϭ;&dΎ&dͬ^Ϳ Ύ^/W/Wt/d,&>KtW/dz'ZdZd,E KZYh>dKd,hW^dZDdZ/hdZzW/W͘Ύ  ΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎ &>KtWZK^^&ZKDEKϭϲϰ͘ϬϬdKEKϭϲϰ͘ϬϬ/^Kсϳ ͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲ хххххh^Z^W/&/,zZK>K'z/E&KZDd/KEdEKффффф сссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссс h^ZͲ^W/&/s>h^Z^&K>>Kt^͗ d;D/EͿсϭϮ͘ϬϬZ/E/EdE^/dz;/E,ͬ,KhZͿсϯ͘ϳϰ dKd>Z;Z^Ϳсϴϵ͘ϲϯdKd>ZhEK&&;&^ͿсϮϲϱ͘ϲϵ  ΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎ &>KtWZK^^&ZKDEKϭϲϰ͘ϬϬdKEKϳϴϯ͘ϬϬ/^Kсϯϭ ͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲ хххххKDWhdW/WͲ&>KtdZs>d/Dd,Zh^hZффффф хххххh^/E'KDWhdZͲ^d/DdW/W^/;EKEͲWZ^^hZ&>KtͿффффф сссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссс >sd/KEd͗hW^dZD;&dͿсϰϯϴ͘ϲϲKtE^dZD;&dͿсϰϮϳ͘ϴϲ &>Kt>E'd,;&dͿсϭϰϴ͘ϱϬDEE/E'Ζ^EсϬ͘Ϭϭϯ Wd,K&&>Kt/Eϰϱ͘Ϭ/E,W/W/^ϯϭ͘ϱ/E,^ W/WͲ&>Kts>K/dz;&dͬ^͘ͿсϯϮ͘ϮϮ ^d/DdW/W/DdZ;/E,Ϳсϰϱ͘ϬϬEhDZK&W/W^сϭ W/WͲ&>Kt;&^ͿсϮϲϱ͘ϲϵ W/WdZs>d/D;D/E͘ͿсϬ͘ϬϴdĐ;D/E͘ͿсϭϮ͘Ϭϴ >KE'^d&>KtWd,&ZKDEKϬ͘ϬϬdKEKϳϴϯ͘ϬϬсϭϰϴ͘ϱϬ&d͘  ΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎ &>KtWZK^^&ZKDEKϳϴϯ͘ϬϬdKEKϳϴϯ͘ϬϬ/^Kсϴϭ ͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲ ххххх/d/KEK&^hZdKD/E>/EW<&>Ktффффф сссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссс ϭϬϬzZZ/E&>>/EdE^/dz;/E,ͬ,KhZͿсϯ͘ϳϯϬ E/',KZ,KKKDDZ/>ZhEK&&K&&//Edс͘ϳϴϬϬ ^K/>>^^/&/d/KE/^ΗΗ ^͘͘^͘hZsEhDZ;D//Ϳсϵϯ ZͲsZ'ZhEK&&K&&//EdсϬ͘ϳϵϭϮ ^hZZ;Z^Ϳсϯ͘Ϭϴ^hZZhEK&&;&^Ϳсϴ͘ϵϲ dKd>Z;Z^ͿсϵϮ͘ϳdKd>ZhEK&&;&^ͿсϮϳϯ͘ϱϲ d;D/E͘ͿсϭϮ͘Ϭϴ  ΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎ &>KtWZK^^&ZKDEKϳϴϯ͘ϬϬdKEKϳϴϯ͘ϬϬ/^Kсϴϭ ͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲ R-4 KƚĂLJZĂŶĐŚsŝůůĂŐĞϴtĞƐƚtŽůĨĂŶLJŽŶʹYϭϬϬ  ϯ  ххххх/d/KEK&^hZdKD/E>/EW<&>Ktффффф сссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссс ϭϬϬzZZ/E&>>/EdE^/dz;/E,ͬ,KhZͿсϯ͘ϳϯϬ EdhZ>^Zd>E^W/E'ZhEK&&K&&//Edс͘ϯϬϬϬ ^K/>>^^/&/d/KE/^ΗΗ ^͘͘^͘hZsEhDZ;D//Ϳсϴϱ ZͲsZ'ZhEK&&K&&//EdсϬ͘ϳϴϰϵ ^hZZ;Z^Ϳсϭ͘ϭϵ^hZZhEK&&;&^Ϳсϭ͘ϯϯ dKd>Z;Z^Ϳсϵϯ͘ϵdKd>ZhEK&&;&^ͿсϮϳϰ͘ϴϵ d;D/E͘ͿсϭϮ͘Ϭϴ  ΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎ &>KtWZK^^&ZKDEKϳϴϯ͘ϬϬdKEKϭϳϮ͘ϬϬ/^Kсϯϭ ͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲ хххххKDWhdW/WͲ&>KtdZs>d/Dd,Zh^hZффффф хххххh^/E'KDWhdZͲ^d/DdW/W^/;EKEͲWZ^^hZ&>KtͿффффф сссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссс >sd/KEd͗hW^dZD;&dͿсϰϮϳ͘ϱϯKtE^dZD;&dͿсϰϮϲ͘Ϭϴ &>Kt>E'd,;&dͿсϮϴϴ͘ϲϬDEE/E'Ζ^EсϬ͘Ϭϭϯ Wd,K&&>Kt/EϳϮ͘Ϭ/E,W/W/^ϱϱ͘ϰ/E,^ W/WͲ&>Kts>K/dz;&dͬ^͘Ϳсϭϭ͘ϳϲ ^d/DdW/W/DdZ;/E,ͿсϳϮ͘ϬϬEhDZK&W/W^сϭ W/WͲ&>Kt;&^ͿсϮϳϰ͘ϴϵ W/WdZs>d/D;D/E͘ͿсϬ͘ϰϭdĐ;D/E͘ͿсϭϮ͘ϰϵ >KE'^d&>KtWd,&ZKDEKϬ͘ϬϬdKEKϭϳϮ͘ϬϬсϰϯϳ͘ϭϬ&d͘  ΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎ &>KtWZK^^&ZKDEKϭϳϮ͘ϬϬdKEKϭϳϮ͘ϬϬ/^KсϭϬ ͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲ хххххD/EͲ^dZDDDKZzKW/KEdKDDKZzE<ηϭффффф сссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссс  ΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎ &>KtWZK^^&ZKDEKϭϳϮ͘ϬϬdKEKϭϳϮ͘ϬϬ/^Kсϭϯ ͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲ ххххх>Zd,D/EͲ^dZDDDKZzффффф сссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссс  ΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎ &>KtWZK^^&ZKDEKϭϳϬ͘ϬϬdKEKϭϳϬ͘ϬϬ/^KсϮϭ ͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲ хххххZd/KE>Dd,K/E/d/>^hZE>z^/^ффффф сссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссс ^dZd^ΘZK^;hZ^ͬ^dKZDZ/E^ͿZhEK&&K&&//Edс͘ϴϳϬϬ ^K/>>^^/&/d/KE/^ΗΗ KƚĂLJZĂŶĐŚsŝůůĂŐĞϴtĞƐƚtŽůĨĂŶLJŽŶʹYϭϬϬ  ϰ  ^͘͘^͘hZsEhDZ;D//Ϳсϵϴ /E/d/>^hZ&>KtͲ>E'd,;&dͿсϲϭϯ͘ϬϬ hW^dZD>sd/KE;&dͿсϰϲϯ͘Ϯϴ KtE^dZD>sd/KE;&dͿсϰϱϳ͘Ϭϱ >sd/KE/&&ZE;&dͿсϲ͘Ϯϯ ^hZKsZ>Ed/DK&&>Kt;D/E͘Ϳсϯ͘ϭϵϰ tZE/E'͗/E/d/>^hZ&>KtWd,>E'd,/^'ZdZd,E d,Dy/DhDKsZ>E&>Kt>E'd,сϲϬ͘ϭϲ ;ZĞĨĞƌĞŶĐĞ͗dĂďůĞϯͲϭŽĨ,LJĚƌŽůŽŐLJDĂŶƵĂůͿ d,Dy/DhDKsZ>E&>Kt>E'd,/^h^/EdĐ>h>d/KE͊ ϭϬϬzZZ/E&>>/EdE^/dz;/E,ͬ,KhZͿсϲ͘ϱϴϳ EKd͗Z/E&>>/EdE^/dz/^^KEdĐсϱͲD/Ehd͘ ^hZZhEK&&;&^Ϳсϲ͘ϲϱ dKd>Z;Z^Ϳсϭ͘ϭϲdKd>ZhEK&&;&^Ϳсϲ͘ϲϱ  ΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎ &>KtWZK^^&ZKDEKϭϳϬ͘ϬϬdKEKϭϳϬ͘ϬϬ/^Kсϴϭ ͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲ ххххх/d/KEK&^hZdKD/E>/EW<&>Ktффффф сссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссс ϭϬϬzZZ/E&>>/EdE^/dz;/E,ͬ,KhZͿсϲ͘ϱϴϳ EKd͗Z/E&>>/EdE^/dz/^^KEdĐсϱͲD/Ehd͘ ^dZd^ΘZK^;hZ^ͬ^dKZDZ/E^ͿZhEK&&K&&//Edс͘ϴϳϬϬ ^K/>>^^/&/d/KE/^ΗΗ ^͘͘^͘hZsEhDZ;D//Ϳсϵϴ ZͲsZ'ZhEK&&K&&//EdсϬ͘ϴϳϬϬ ^hZZ;Z^ͿсϬ͘ϰϰ^hZZhEK&&;&^ͿсϮ͘ϱϮ dKd>Z;Z^Ϳсϭ͘ϲdKd>ZhEK&&;&^Ϳсϵ͘ϭϳ d;D/E͘Ϳсϯ͘ϭϵ  ΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎ &>KtWZK^^&ZKDEKϭϳϬ͘ϬϬdKEKϭϳϭ͘ϬϬ/^Kсϯϭ ͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲ хххххKDWhdW/WͲ&>KtdZs>d/Dd,Zh^hZффффф хххххh^/E'KDWhdZͲ^d/DdW/W^/;EKEͲWZ^^hZ&>KtͿффффф сссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссс >sd/KEd͗hW^dZD;&dͿсϰϰϴ͘ϳϭKtE^dZD;&dͿсϰϰϲ͘ϴϲ &>Kt>E'd,;&dͿсϭϴϰ͘ϳϵDEE/E'Ζ^EсϬ͘Ϭϭϯ Wd,K&&>Kt/Eϭϴ͘Ϭ/E,W/W/^ϭϯ͘ϯ/E,^ W/WͲ&>Kts>K/dz;&dͬ^͘Ϳсϲ͘ϱϲ ^d/DdW/W/DdZ;/E,Ϳсϭϴ͘ϬϬEhDZK&W/W^сϭ W/WͲ&>Kt;&^Ϳсϵ͘ϭϳ W/WdZs>d/D;D/E͘ͿсϬ͘ϰϳdĐ;D/E͘Ϳсϯ͘ϲϲ >KE'^d&>KtWd,&ZKDEKϭϳϬ͘ϬϬdKEKϭϳϭ͘ϬϬсϳϵϳ͘ϳϵ&d͘  KƚĂLJZĂŶĐŚsŝůůĂŐĞϴtĞƐƚtŽůĨĂŶLJŽŶʹYϭϬϬ  ϱ  ΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎ &>KtWZK^^&ZKDEKϭϳϭ͘ϬϬdKEKϭϳϭ͘ϬϬ/^Kсϴϭ ͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲ ххххх/d/KEK&^hZdKD/E>/EW<&>Ktффффф сссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссс ϭϬϬzZZ/E&>>/EdE^/dz;/E,ͬ,KhZͿсϲ͘ϱϴϳ EKd͗Z/E&>>/EdE^/dz/^^KEdĐсϱͲD/Ehd͘ E/',KZ,KKKDDZ/>ZhEK&&K&&//Edс͘ϳϴϬϬ ^K/>>^^/&/d/KE/^ΗΗ ^͘͘^͘hZsEhDZ;D//Ϳсϵϯ ZͲsZ'ZhEK&&K&&//EdсϬ͘ϳϴϴϮ ^hZZ;Z^Ϳсϭϲ͘Ϭϱ^hZZhEK&&;&^ͿсϴϮ͘ϰϲ dKd>Z;Z^Ϳсϭϳ͘ϲdKd>ZhEK&&;&^Ϳсϵϭ͘ϲϯ d;D/E͘Ϳсϯ͘ϲϲ  ΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎ &>KtWZK^^&ZKDEKϭϳϭ͘ϬϬdKEKϭϳϭ͘ϬϬ/^Kсϴϭ ͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲ ххххх/d/KEK&^hZdKD/E>/EW<&>Ktффффф сссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссс ϭϬϬzZZ/E&>>/EdE^/dz;/E,ͬ,KhZͿсϲ͘ϱϴϳ EKd͗Z/E&>>/EdE^/dz/^^KEdĐсϱͲD/Ehd͘ EdhZ>^Zd>E^W/E'ZhEK&&K&&//Edс͘ϯϬϬϬ ^K/>>^^/&/d/KE/^ΗΗ ^͘͘^͘hZsEhDZ;D//Ϳсϴϱ ZͲsZ'ZhEK&&K&&//EdсϬ͘ϳϯϴϯ ^hZZ;Z^ͿсϮ͘Ϭϭ^hZZhEK&&;&^Ϳсϯ͘ϵϳ dKd>Z;Z^Ϳсϭϵ͘ϳdKd>ZhEK&&;&^Ϳсϵϱ͘ϲϬ d;D/E͘Ϳсϯ͘ϲϲ  ΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎ &>KtWZK^^&ZKDEKϭϳϭ͘ϬϬdKEKϭϳϭ͘ϬϬ/^Kсϴϭ ͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲ ххххх/d/KEK&^hZdKD/E>/EW<&>Ktффффф сссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссс ϭϬϬzZZ/E&>>/EdE^/dz;/E,ͬ,KhZͿсϲ͘ϱϴϳ EKd͗Z/E&>>/EdE^/dz/^^KEdĐсϱͲD/Ehd͘ E/',KZ,KKKDDZ/>ZhEK&&K&&//Edс͘ϳϴϬϬ ^K/>>^^/&/d/KE/^ΗΗ ^͘͘^͘hZsEhDZ;D//Ϳсϵϯ ZͲsZ'ZhEK&&K&&//EdсϬ͘ϳϰϵϳ ^hZZ;Z^Ϳсϳ͘ϰϳ^hZZhEK&&;&^Ϳсϯϴ͘ϯϴ dKd>Z;Z^ͿсϮϳ͘ϭdKd>ZhEK&&;&^Ϳсϭϯϯ͘ϵϴ d;D/E͘Ϳсϯ͘ϲϲ  KƚĂLJZĂŶĐŚsŝůůĂŐĞϴtĞƐƚtŽůĨĂŶLJŽŶʹYϭϬϬ  ϲ  ΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎ &>KtWZK^^&ZKDEKϭϳϭ͘ϬϬdKEKϭϳϮ͘ϬϬ/^Kсϯϭ ͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲ хххххKDWhdW/WͲ&>KtdZs>d/Dd,Zh^hZффффф хххххh^/E'KDWhdZͲ^d/DdW/W^/;EKEͲWZ^^hZ&>KtͿффффф сссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссс >sd/KEd͗hW^dZD;&dͿсϰϰϬ͘ϳϯKtE^dZD;&dͿсϰϮϴ͘Ϭϴ &>Kt>E'd,;&dͿсϭϬϱ͘ϰϬDEE/E'Ζ^EсϬ͘Ϭϭϯ Wd,K&&>Kt/EϯϬ͘Ϭ/E,W/W/^Ϯϯ͘ϴ/E,^ W/WͲ&>Kts>K/dz;&dͬ^͘ͿсϯϮ͘ϭϰ ^d/DdW/W/DdZ;/E,ͿсϯϬ͘ϬϬEhDZK&W/W^сϭ W/WͲ&>Kt;&^Ϳсϭϯϯ͘ϵϴ W/WdZs>d/D;D/E͘ͿсϬ͘ϬϱdĐ;D/E͘Ϳсϯ͘ϳϮ >KE'^d&>KtWd,&ZKDEKϭϳϬ͘ϬϬdKEKϭϳϮ͘ϬϬсϵϬϯ͘ϭϵ&d͘  ΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎ &>KtWZK^^&ZKDEKϭϳϮ͘ϬϬdKEKϭϳϮ͘ϬϬ/^Kсϭϭ ͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲ хххххKE&>hEDDKZzE<ηϭt/d,d,D/EͲ^dZDDDKZzффффф сссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссс  ΎΎD/E^dZDKE&>hEdΎΎ ^dZDZhEK&&dĐ/EdE^/dzZ EhDZ;&^Ϳ;D/E͘Ϳ;/E,ͬ,KhZͿ;ZͿ ϭϭϯϯ͘ϵϴϯ͘ϳϮϲ͘ϱϴϳϮϳ͘ϭϯ >KE'^d&>KtWd,&ZKDEKϭϳϬ͘ϬϬdKEKϭϳϮ͘ϬϬсϵϬϯ͘ϭϵ&d͘  ΎΎDDKZzE<ηϭKE&>hEdΎΎ ^dZDZhEK&&dĐ/EdE^/dzZ EhDZ;&^Ϳ;D/E͘Ϳ;/E,ͬ,KhZͿ;ZͿ ϭϮϳϰ͘ϴϵϭϮ͘ϰϵϯ͘ϲϱϬϵϯ͘ϵϬ >KE'^d&>KtWd,&ZKDEKϬ͘ϬϬdKEKϭϳϮ͘ϬϬсϰϯϳ͘ϭϬ&d͘  ΎΎW<&>KtZdd>ΎΎ ^dZDZhEK&&dĐ/EdE^/dz EhDZ;&^Ϳ;D/E͘Ϳ;/E,ͬ,KhZͿ ϭϮϭϱ͘ϴϱϯ͘ϳϮϲ͘ϱϴϳ Ϯϯϰϵ͘ϭϰϭϮ͘ϰϵϯ͘ϲϱϬ  KDWhdKE&>hE^d/Dd^Z^&K>>Kt^͗ W<&>KtZd;&^Ϳсϯϰϵ͘ϭϰdĐ;D/E͘ͿсϭϮ͘ϰϵ dKd>Z;Z^ͿсϭϮϭ͘Ϭ  ΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎ &>KtWZK^^&ZKDEKϭϳϮ͘ϬϬdKEKϭϳϯ͘ϬϬ/^Kсϯϭ KƚĂLJZĂŶĐŚsŝůůĂŐĞϴtĞƐƚtŽůĨĂŶLJŽŶʹYϭϬϬ  ϳ  ͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲ хххххKDWhdW/WͲ&>KtdZs>d/Dd,Zh^hZффффф хххххh^/E'KDWhdZͲ^d/DdW/W^/;EKEͲWZ^^hZ&>KtͿффффф сссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссс >sd/KEd͗hW^dZD;&dͿсϰϮϱ͘ϱϴKtE^dZD;&dͿсϰϮϯ͘ϯϵ &>Kt>E'd,;&dͿсϯϭϮ͘ϴϮDEE/E'Ζ^EсϬ͘Ϭϭϯ Wd,K&&>Kt/Eϳϱ͘Ϭ/E,W/W/^ϱϲ͘Ϭ/E,^ W/WͲ&>Kts>K/dz;&dͬ^͘Ϳсϭϰ͘ϮϮ ^d/DdW/W/DdZ;/E,Ϳсϳϱ͘ϬϬEhDZK&W/W^сϭ W/WͲ&>Kt;&^Ϳсϯϰϵ͘ϭϰ W/WdZs>d/D;D/E͘ͿсϬ͘ϯϳdĐ;D/E͘ͿсϭϮ͘ϴϱ >KE'^d&>KtWd,&ZKDEKϭϳϬ͘ϬϬdKEKϭϳϯ͘ϬϬсϭϮϭϲ͘Ϭϭ&d͘  ΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎ &>KtWZK^^&ZKDEKϭϳϯ͘ϬϬdKEKϭϳϯ͘ϬϬ/^Kсϴϭ ͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲ ххххх/d/KEK&^hZdKD/E>/EW<&>Ktффффф сссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссс ϭϬϬzZZ/E&>>/EdE^/dz;/E,ͬ,KhZͿсϯ͘ϱϴϯ 'EZ>/Eh^dZ/>ZhEK&&K&&//Edс͘ϴϳϬϬ ^K/>>^^/&/d/KE/^ΗΗ ^͘͘^͘hZsEhDZ;D//Ϳсϵϳ ZͲsZ'ZhEK&&K&&//EdсϬ͘ϳϳϴϬ ^hZZ;Z^Ϳсϭ͘ϮϬ^hZZhEK&&;&^Ϳсϯ͘ϳϰ dKd>Z;Z^ͿсϭϮϮ͘ϮdKd>ZhEK&&;&^Ϳсϯϰϵ͘ϭϰ d;D/E͘ͿсϭϮ͘ϴϱ EKd͗W<&>KtZd&h>ddKhW^dZDs>h  ΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎ &>KtWZK^^&ZKDEKϭϳϯ͘ϬϬdKEKϭϳϰ͘ϬϬ/^Kсϯϭ ͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲͲ хххххKDWhdW/WͲ&>KtdZs>d/Dd,Zh^hZффффф хххххh^/E'KDWhdZͲ^d/DdW/W^/;EKEͲWZ^^hZ&>KtͿффффф сссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссссс >sd/KEd͗hW^dZD;&dͿсϰϮϯ͘ϬϲKtE^dZD;&dͿсϰϮϯ͘ϬϬ &>Kt>E'd,;&dͿсϴ͘ϬϬDEE/E'Ζ^EсϬ͘Ϭϭϯ Wd,K&&>Kt/EϳϮ͘Ϭ/E,W/W/^ϱϳ͘ϲ/E,^ W/WͲ&>Kts>K/dz;&dͬ^͘Ϳсϭϰ͘ϰϭ ^d/DdW/W/DdZ;/E,ͿсϳϮ͘ϬϬEhDZK&W/W^сϭ W/WͲ&>Kt;&^Ϳсϯϰϵ͘ϭϰ W/WdZs>d/D;D/E͘ͿсϬ͘ϬϭdĐ;D/E͘ͿсϭϮ͘ϴϲ >KE'^d&>KtWd,&ZKDEKϭϳϬ͘ϬϬdKEKϭϳϰ͘ϬϬсϭϮϮϰ͘Ϭϭ&d͘  ΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎΎ &>KtWZK^^&ZKDEKϭϳϰ͘ϬϬdKEKϭϳϰ͘ϬϬ/^Kсϴϭ R:\1601\Hyd\DR\TM\Reports\1601-Drainage.doc w.o.2807-0137 4/18/2022 APPENDIX A-3 ROUGH GRADING FOR OTAY RANCH VILLAGE 7 AND OTAY RANCH VILLAGE 8 WEST Preliminary Drainage Study for Otay Ranch Village 7 R-3, R-4, & R-8 x x x x DR A F T 5/ 1 9 / 2 1 R:\1601\Hyd\DR\TM\Reports\1601-Drainage.doc w.o.2807-0137 4/18/2022 APPENDIX A-4 DESIGN REVIEW HYDROLOGY MAPS (ULTIMATE CONDITIONS) FOR REFERENCE ONLY Preliminary Drainage Study for Otay Ranch Village 7 R-3, R-4, & R-8