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HomeMy WebLinkAboutAttachment 02h. - Drainage Study - Apr 2024TM DRAINAGE STUDY For OTAY RANCH - VILLAGE 8 EAST TM22-0005 City of Chula Vista, California Prepared for: Homefed Village II Master, LLC 1903 Wright Place, Suite 220 Carlsbad, CA 92008 Phone: (760) 918-8200 W.O. 2395-0039 November 14, 2023 Hunsaker & Associates San Diego, Inc. Alisa S. Vialpando, R.C.E. 47945 President No. 47945  Otay Ranch Village 8-East TM Drainage Study TABLE OF CONTENTS Chapter 1 - Executive Summary 1.1 Introduction 1.2 Summary of Pre-Development Conditions 1.3 Summary of Developed Conditions 1.4 Results & Recommendations 1.5 References Chapter 2 - Methodology & Model Development 2.1 Rational Method Model Development Summary 2.2 Design Rainfall Determination  50-year, 6 hr Rainfall Isopluvial Map  50-year, 24 hr Rainfall Isopluvial Map  100-year, 6 hr Rainfall Isopluvial Map  100-year, 6 hr 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 2.5 NRCS Unit Hydrograph Hydrologic Analysis Chapter 3 - Hydrologic Analysis 3.1 100-Year Existing Condition AES Model Output 3.2 100-Year Developed Condition AES Model Output 3.3 50-Year Developed Condition AES Model Output Chapter 4 – Hydrology Exhibits/Maps Existing Condition Hydrology Map (Exhibit 1)Map Pocket 1 Developed Condition Hydrology Map (Exhibit 2)Map Pocket 2 Overlay of Flood Insurance Rate Map (Exhibit 3)Map Pocket 3 Otay Ranch Village 8-East TM Drainage Study Appendix A – HEC-HMS Study for Otay River Watershed for Time to Peak Determination for 100-Year, 24-hour Storm Event Input Parameters and Results for Existing and Developed Conditions Existing Condition Watershed Map Proposed Condition Watershed Map Appendix B – HEC-RAS Study for 100-Year, 24-hour Storm Event Water Surface Elevations at the Village 8 East Outlets Input Parameters and Results 100-Year Water Surface Elevation Cross Sections Concrete Energy Dissipator Outlet Velocity Calculation Appendix C – Geologic Maps and Subdrain Outlet Headwall Detail Appendix D – Reference Reports Otay Ranch Village 8-East TM Drainage Study 1 CHAPTER 1 - EXECUTIVE SUMMARY 1.1 Introduction This Preliminary Drainage Study has been prepared to assess the pre-developed and developed condition peak runoff rates from the proposed Otay Ranch Village 8 East site for Homefed Village II Master, LLC. Otay Ranch Village 8 East is south of the extension of Main Street, north of the Otay River Valley, east of Village 8 West and west of SR-125. This urban village was originally approved by the Chula Vista City Council in 2014 and subsequently amended in 2020. Current entitlements accommodate a total of 3,276 residential units, including 943 detached homes, 1,893 attached homes and 440 multi-family units in a mixed-use setting, 20,000 square feet of retail/commercial uses, an elementary school site, a neighborhood park, and the 51.5-acre (gross) Otay Ranch Community Park South. Access to the village is provided via the extension of Main Street and La Media Parkway with emergency and pedestrian access to the community park provided along a utility corridor in the southeast portion of Village 8 East. Primary access to the community park is via existing Avenida Caprise within Village 8 West. Otay Ranch Village 8-East TM Drainage Study 2 HomeFed Otay Land II, LLC, (Applicant), proposes to amend the Village 8 East land use plan to reflect current market conditions and housing needs and to ensure the community relates more closely to the adjacent Village 8 West community and future Village 9 planned east of SR-125. The replanning effort also addresses the redesign of the SR-125 interchanges at Main Street and La Media Parkway. Village 8 East Proposed Land Use: The Proposed Village 8 East Land Use Plan would include a Village Core area that would accommodate a mix of uses including multi-family residential and retail/commercial uses along with an elementary school site and a centrally located neighborhood park. A future multi-modal bridge, planned to accommodate Neighborhood Electric Vehicles (NEV), bicycles and pedestrians is also planned in the Village Core linking Village 8 East and future Village 9. The proposed project would include 20,000 square feet of commercial/retail uses and 1,348 multi-family homes distributed across eight Village Core parcels. Other residential land uses include 1,664 multi-family residential units in 10 parcels designated Medium-High Residential. The elementary school site has an underlying “High” residential land use designation that could accommodate 264 multi-family units if the site is not utilized as a school site. The project also includes an alternative elementary school site/neighborhood park site configuration which would increase the size of the elementary school site and correspondingly reduce the neighborhood park site. This alternative configuration would be implemented based on the needs of the Chula Vista Elementary School District. The project also includes 253.6 acres of Preserve Open Space, 16.4 acres of manufactured slopes/basins and the 22.6-acre active recreation site (AR-11) located east of SR-125. Approximately 15.3 acres comprising perimeter slope areas are included in the gross acres of development parcels. The Village 8 East Final Map(s) will include open space easements over perimeter slope areas based on final engineering designs. The 43.3-acre (gross) Otay Ranch Community Park South is located south of Village 8 East. An existing water quality basin that serves Village 8 West is located in the western portion of the community park and the proposed project includes an additional water quality basin in the eastern portion of the community park to serve Village 8 East. There will be areas within the project limits which will remain unaffected by the proposed development of Village 8 East. Examples of undisturbed areas include the Preserve, the Otay River, and areas located at the southeast corner of the boundary. The latter two were considered in the overall Otay River (HEC-HMS) hydrologic analysis included in Appendix A. However, they were not included within the local rational-method hydrologic analysis for Village 8 East included in Chapter 3 and 4. For this reason, total acreages listed in the SPA Plan Area will not correlate with the total watershed acreages listed below and included in the hydrologic analysis. For comparison purposes, the pre and post development hydrologic study areas presented in this study were set to match. Discharge points along the project (hydrologic) boundary were identified based on actual (for existing condition) and expected (for proposed condition) outlet points. Otay Ranch Village 8-East TM Drainage Study 3 The hydrologic watershed acreage affected by the development is approximately 545 acres. The southern portion of the site adjacent of the Otay River will include a park and a water quality basin for treatment of site runoff. Refer to Chapter 4 Exhibits 1 and 2 for an overview of the existing and proposed drainage patterns of the site. The entire Village 8 East site drains south towards the Otay River in both the pre and post developed conditions. The Regional Water Quality Control Board has identified the Otay River as part of the Otay Hydrologic Unit and Otay Valley Hydrologic Area (basin number 910.20). Per the Flood Insurance Rate Map Nos. 06073C2178 and 06073C2179, the developed areas of the site will be outside the FEMA floodplain boundary. Therefore, a Letter of Map Revision is not required. See Exhibit 1.3 for an overlay of the site on Flood Insurance Rate Map. The Multiple Species Conservation Program (MSCP) Open Space Preserve Area is located immediately south of the developed areas and north of the community park along the Otay River. The development of Otay Ranch Village 8 East, as proposed in the TM, does not encroach into the existing (MSCP) Open Space Preserve Area with the exception of the proposed park access roads and storm drain and sewer outfalls which will have an assigned easement through the preserve. A HEC-HMS hydrologic analysis wasrun to determine the pre and post-development runoffs within the Otay River watershed at the major downstream outlet points of the Village 8 East development. This analysis also determined the expected lag times associated with the overall upstream Otay River watershed. The lag time was used to compare with the local ‘Village 8 East’ peak times to the Otay River at the projects downstream outlet location. This analysis is included in Appendix A. Using the calculated flows from the HEC-HMS results, the HEC-RAS program was used to determine the pre and post development flow depths and velocities within the Otay River at the major proposed outlet location. Separately, the preliminary storm drain outlet velocity was calculated for the major storm drain outlet based on using an APWA impact basin energy dissipator at the outlet. Please refer to Appendix B for HEC-RAS and impact basin calculations Using the results from the HEC-HMS analysis, the HEC-RAS river analysis program was used to determine pre and post development flow depths and velocities within the Otay River at the two proposed outlet locations. The models helped to establish the maximum velocities acceptable at the proposed discharge location from the site. The preliminary storm drain outlet velocity was calculated for the major storm drain system based on using an APWA impact basin energy dissipator at the outlet. Please refer to Appendix B for HEC-RAS and impact basin calculations. Per County of San Diego drainage criteria, the Modified Rational Method should be used to determine peak design flow rates when the contributing drainage area is less than 1.0-square mile. Since the total watershed area discharging from the Otay Ranch Village 8 East site is less than 1.0-square mile, the AES-2003 computer software was used to model the runoff response per the Modified Rational Method. Otay Ranch Village 8-East TM Drainage Study 4 Methodology used for the computation of design rainfall events, runoff coefficients, and rainfall intensity values are consistent with criteria set forth in the most current “San Diego County Hydrology Manual” and the “City of Chula Vista Subdivision Manual”. A more detailed explanation of methodology and model development used for this analysis is listed in Chapter 2 of this report. 1.2 Summary of Pre-Developed Conditions The topography for existing Village 8 East project area is characterized by farmland, rolling hills, vegetation consisting mainly of brush and incised canyons that partition the site into several defined watersheds whose drainage patterns will be affected by the proposed Village 8 East development. The pre-development condition has nine distinguishable watersheds (see See Exhibit 1 in Chapter 4, and table 1 below). As shown on the Existing Condition Hydrology Map, approximately 13.72 acres within the northeast portion of the site currently drains towards an existing storm drain located at the eastern edge of Main Street (Rock Mountain Road). This runoff is directed west and connects to the Village 8 West development at the intersection of Main Street and Magdalena Avenue to the “North Watershed”. The “Northwest Watershed” is composed by approximately 10.11 acres of undeveloped slopes sheet flowing to the west of the development and into Village 8 West. The “West Watershed” consists of 14.26 acres of undeveloped slopes draining south and toward the westerly portion of the project. The “Southwest Watershed” is tributary to some undeveloped slopes as well as 181.2 acres of the Village 8 West development that drain southerly to and existing water quality basin proposed as part of the aforementioned site; the flows commingle with approximately 27.56 acres of hilly and steep natural slopes (node 76) . The “South Watershed” is solely composed by 25.94 acres of natural slopes draining southerly towards the Otay River. The “East Central Watershed” consists of 180.32 acres of natural slopes draining southerly and discharging to the Otay River. The “East Watershed” also drains to the Otay River but it only delineates approximately 19.96 acres. The “Southwest and Northeast Watersheds” are also slopes that drain easterly towards SDR-125 but have the Otay River as their ultimate discharge point. These watersheds consist of 13.28 and 51.54 acres of slopes for the Southwest and the Northeast watersheds respectively. Runoff along the upper portion of the eastern boundary is conveyed via trapezoidal channel and storm drain. A storm drain directs this runoff to the east side of SR125. The southern portion is channeled south along the eastern project boundary en route to the Otay River. The northern half of Main Street currently extends approximately 1,130 feet east of the Magdalena Avenue – Main Street intersection. This constructed street portion allows access to Olympian High School located on its north side. As part of this TM, a small area within the northeast portion of the project boundary will be developed as Neighborhood R-16. However, this area is currently undeveloped and drains towards the current eastern limit of Main Street. A headwall and storm drain direct this runoff west along Main Street within the existing storm drain which will tie in to the Village 8 West storm drain. The Village 8 West storm drain will outlet into the Otay River downstream. Otay Ranch Village 8-East TM Drainage Study 5 The remaining areas within the project boundary currently drain via the incised canyons located throughout the site. These canyons flow south and empty directly into the Otay River. The Otay River flows from east to west accumulating runoff from each tributary canyon along the way. The Otay River empties into the San Diego Bay approximately 8.5 miles downstream. Table 1 below summarizes the 100-year pre-development peak flows to each of the delineated watersheds shown in Exhibit 1. A runoff coefficient of 0.50, 0.60, or 0.75 was assumed for the existing tributary area per the San Diego County Hydrology Manual. These coefficients correspond to farm land, vegetated rolling and steep slopes, as well as paved surfaces. TABLE 1 - Summary of Pre-Developed Flows to the Otay River Discharge Location Node Number Drainage Area (ac) 100-Year Peak Flow (cfs) North Watershed 612 13.72 28.62 Northwest Watershed 302 10.11 21.75 West Watershed 403 14.26 27.18 Northeast Watershed 705 51.54 75.59 Southwest Watershed 802 208.76 380.71 South Watershed 203 25.94 50.66 East-Central Watershed 511 180.32 211.11 East Watershed 552 19.96 45.72 Southeast Watershed 104 13.28 25.93 Total 537.89 867.27 Supporting calculations for the data presented in Table 1 are located in Chapter 3 of this report. The corresponding hydrology map is Exhibit 1.1 in Chapter 4. 1.3 Summary of Developed Conditions The Otay Ranch Village 8 East Tentative Map will consist of mixed use area, multi- family residential dwelling units, park areas, community purpose facilities, a school site, open space areas, and paved roads. A community park and recreation site will be located between the Preserve and the Otay River. The park site has been included in the analysis within this study. Otay Ranch Village 8-East TM Drainage Study 6 Main Street, which has partially been constructed between the Village 8 West boundary and SR125, will be completed and extend east through the Village 8 East development. As shown on Exhibit 2, Developed Condition Hydrology Map, the developed areas of the Village 8 East project will almost entirely consist of residential development for multi-family dwelling residences. A school site, community purpose facilities, and parks will also be included. A water quality basin located at the southwest corner of the site adjacent to the Otay River will treat a portion of the community park while a basin with proprietary biofiltration units downstream will treat Village 8 East stormwater runoff in compliance of City of Chula Vista Standard Urban Stormwater Mitigation Plan (SUSMP) requirements for water quality. More detailed discussion will be provided in the Priority Development Project (PDP) Stormwater Quality Management Plan (SWQMP) for Village 8 East TM dated May 2023. The post-development condition has five distinguishable watersheds summarized below: The “North Watershed” like in the existing conditions conveys flow from Main street and into the Village 8 West development storm drain; the watershed only bounds approximately 7.79 acres of road in this condition. The “Northeast Watershed” and “Southeast Watershed” consist of 17.50 and 1.74 acres respectively of existing and proposed slopes draining away from the project and towards SDR- 125 where it will be routed by a trapezoidal channel into the Otay River. The “Southwest Watershed” is still tributary of 181.20 acres of the Village 8 West development and existing slopes. The development of Village 8 east adds more area to this watershed by discharging DMA 2 (a portion of the regional park) for a total of 230.42 acres. Finally, the “East Watershed” is tributary to all the imperviousness associated with the development of Village 8 East (this includes public and private roads, multifamily sites, commercial sites, schools, open space areas, and a remaining acreage of the regional park not draining west) for a total of 288.39 acres. The storm drain system within the Village 8 East development will consist of inlets, catch basins, RCP pipe, cleanouts, and headwalls. The 50-year event has been analyzed to provide estimated pipe sizes throughout the project using AES sizing function. During the final engineering design phase, this system will be designed to convey the peak 50-year flows through the site and outlet into the Otay River. The entire developed site with its neighborhoods and streets will generally slope towards the southern project boundary. Although the Village 8 East site has two major outflall locations, the majority of the onsite runoff is conveyed by the eastern storm drain system. The western storm drain system conveys the offsite developed flow from the Village 8 West development and will confluence onsite flows from the western portion of the park site and a portion of the Preserve area which is located within the project boundary. The eastern storm drain will be routed towards the southeastern corner of the development in the vicinity of the proposed basin. The proprietary biofiltration units located downstream of the project will treat the ‘first flush’ (85th percentile) flows. To direct these lower water quality flows (compared to the peak flows), a cleanout with an internal diversion will be located at the downstream portion of the system. The Otay Ranch Village 8-East TM Drainage Study 7 cleanout’s invert will be set below that of the peak flow outlet pipe which will allow peak flows to continue towards the discharge point at the Otay River. Table 2 below summarizes the 100-year developed condition peak flows to each of the site’s discharge locations. Runoff coefficients assumed for the proposed roads, multi-family development, single family development, school site, and park sites are per the City of Chula Vista Subdivision Manual. TABLE 2 - Summary of Developed Flows to Otay River Discharge Location Node Number Drainage Area (ac) 100-Year Peak Flow (cfs) North Watershed 305 7.79 32.35 Northeast Watershed 503 17.50 22.13 Southwest Watershed 602 230.42 400.61 East Watershed 198 288.39 774.35 Southeast Watershed 406 1.74 3.94 Total 545.84 1233.38 Supporting calculations for the data presented in Table 2 is located in Chapter 3 of this report. The corresponding hydrology map is Exhibit 2 in Chapter 4. As evident on the pre and post condition hydrology maps, the majority of the runoff from the developed portion of Village 8 East will be discharged upstream of its natural confluence point with the Otay River. Therefore, analyses at the proposed discharge points were conducted to determine the impact at the outfalls and recommend outlet facilities to address erosivity concerns. A pre and post condition HEC-HMS analysis was run for the Otay River Watershed to determine expected river flows at the downstream end of the Village 8 East project boundary. Appendix A contains the HEC-HMS model. These flows were then used for the pre and post condition HEC-RAS analysis performed at the two proposed outfall locations. See Appendix B for HEC-RAS calculations. Comparison of pre and post condition flow velocities and depths do not show any increases caused by the Village 8 East development. The flow velocities obtained from the HEC-RAS models established the existing and maximum acceptable velocities at the two outlet locations. Using the peak flows from the developed condition hydrologic analysis, a preliminary hydraulic analysis was performed to determine expected outlet velocities and recommend dissipation measures needed to reduce velocities to below existing condition. Calculations during the final engineering stage will help determine the appropriate and necessary energy dissipating measures at each respective outlet. Alternatives such as D-41 headwalls or APWA energy dissipating impact basins will be considered along with rip rap. Otay Ranch Village 8-East TM Drainage Study 8 Preliminary calculations have been included at the end of Appendix B and include determination of the expected velocity at the downstream end of the proposed rip rap. Calculations indicate that velocities were reduced to 5.04 fps. Where possible, landform grading has been incorporated to mimic existing conditions where the proposed grading ties into or daylights with the existing terrain. It is intended that the stormwater from the manufactured slopes will sheet flow and follow the existing drainage patterns. 1.4 Results & Recommendations Table 3 summarizes the effects of site development at the receiving Otay River. TABLE 3 - Summary of Pre vs. Post-Developed Flows from Village 8 East PRE-DEVELOPED POST-DEVELOPED DIFFERENCE Discharge Location Drainage Area (ac) 100-Year Peak Flow (cfs) Drainage Area (ac) 100-Year Peak Flow (cfs) Area (ac) 100-Year Peak Flow (cfs) North Watershed 13.72 28.62 7.79 32.35 -5.93 +3.73 Northwest Watershed 10.11 21.75 N/A N/A -10.11 -21.75 West Watershed 14.26 27.18 N/A N/A -14.26 -27.18 Northeast Watershed 51.54 75.59 17.50 22.13 -34.04 -53.46 Southwest Watershed 208.76 380.71 227.65 400.61 +21.66 +19.90 South Watershed 25.94 50.66 N/A N/A -25.94 -50.66 East-Central Watershed 180.32 211.11 N/A N/A -180.32 -211.11 East Watershed 19.96 45.72 288.39 774.35 +267.53 +728.63 Southeast Watershed 13.28 25.93 1.74 3.94 -11.54 -21.99 Total 537.89 867.27 545.84 1233.38 +7.95 +366.11 Development of Otay Ranch Village 8 East TM results in the net increase of runoff discharged to the adjacent Otay River by approximately 366 cfs. Per the Otay River Watershed Management Plan prepared in May 2006 by Aspen Environmental Group, the Otay River Watershed at the existing Otay Valley Road/Heritage Road bridge crossing is approximately 122.7 square miles. This bridge crossing is approximately 2.2 miles downstream of Village 8 East. The flow for the Otay River at this location is approximately 22,000 cfs (100-year storm Otay Ranch Village 8-East TM Drainage Study 9 event). Although the Savage Dam at the Lower Otay Reservoir impounds runoff from over 60 percent of the Otay River’s tributary watershed, the analysis included in this study assumes that the dam is full at the beginning of the rain event.The full report mentioned above can be accessed at the following website: http://www.sdcounty.ca.gov/dplu/docs/05-06FinalDraft_OtayRiverWMP.pdf. The Otay River Watershed Management Plan (Section B.5.3) notes that the existing Otay River downstream of the dam is starved for sediment and peak flows, stating “Theoretically, an increase in peak flow would tend to counteract the degradation trends by replacing water impounded by the reservoir and helping the River maintain its original platform”. In addition, the time of concentration for the peak flows at the proposed ‘Village 8 East’ eastern outlet to the Otay River is approximately 12 minutes. For the proposed western outlet, which includes the future ‘Village 2 West’ development, the time of concentration is about 21.0 minutes, as detailed in Section 3.2. Considering that the Otay River watershed area spans over 100 square miles, a substantial delay is expected between the peak flows exiting the proposed development and the peak flows along the Otay River reaching the proposed eastern outlet location. The Village 8 East drainage area represents 9.2% of the Otay River Valley Center Subarea. According to the HEC-HMS study for a 100-Year, 24-hour storm event, the time to peak at the Village 8 East outlet along the Otay River is approximately 21 hours, whereas it's 17 hours for the Otay River Valley Center Subarea. This creates a lag time of over 4 hours. Due to this lag time, there is no net increase of flows to the Otay River from the development of Village 8 East when compared to existing conditions. Therefore, no detention basins are proposed for this project other than a basin with proprietary biofiltration units downstream of it and a biofiltration basin which will be used solely as a water quality device. Please refer to Appendix A for HEC-HMS supporting calculations. The San Diego Bay Watershed Management Area Water Quality Improvement Plan and the City of Chula Vista BMP design manual were used for hydromodification guidance for this project. The manuals specified above exempt the Otay River from hydromodification criteria. The two major storm drain discharge points proposed for Otay Ranch Village 8 East outlet directly into the Otay River. Therefore, the areas from which their runoff is generated are considered exempt from hydromodification requirements. Two outlets along the eastern project boundary, labeled Northeast Watershed and Southeast Watershed on the attached exhibits, will need to address hydromodification requirements since they do not directly discharge into the Otay River. These two watersheds almost entirely consist of pervious areas in both pre and post conditions and will be reduced in size once developed. Per the city of Chula Vista BMP manual, an HMP exemption can be applied to areas that will not experience increases in both imperviousness and in unmitigated peak flows. The Southeast Watershed qualifies for this exemption. However, the Northeast Watershed will increase its impervious areas once the SR-125/ Main Street interchange is constructed. Further hydromodification analysis is required for the Northeast Watershed and is included in Chapter 4 of this report. In regard to the northeast portion of the project area (R-16), this area also qualifies for HMP Otay Ranch Village 8-East TM Drainage Study 10 exemption since it will tie in to the Village 8 West storm drain which will directly discharge into the Otay River downstream. Formal discussion, calculations, and analysis regarding hydromodification for Village 8 East are included in Chapter 4 of the Village 8 East Master Water Quality Technical Report. The main storm drain outfalls from the proposed Village 8 East development will outlet directly to the Otay River. The outlets are located at the southeast and southwest corners of the development. All outlet locations are shown on Exhibit 2 (Chapter 4). The storm drain at the outlet points will be reinforced concrete pipe ranging in diameter sizes between 60” to 84”. Ultimate size will be determined during the final engineering design phase. Concrete energy dissipator devices per San Diego Regional Standard Drawings D-41 (or APWA Impact Basin 384-0) and rip-rap apron will be constructed to reduce velocities as dictated by the standard drawings prior to outletting to the Otay River. A HEC-HMS (hydrologic) and HEC-RAS (hydraulic) analysis was also prepared as part of this study to determine velocities and flows in the Otay River at the two Village 8 East storm drain outlets. The HEC-HMS study shows that there is no net increase of flows to the Otay River from the development of Village 8 East when compared to existing condition (about 0.03% increase and it is still less than the flow of the river per FEMA FIS which is 22,000 cfs). This can be attributed to the differences in lag times as previously discussed above. The HEC-RAS study calculates the approximate velocities in the Otay River to be between 6.35 and 7.34 fps at the two discharge locations during the 100-year, 24-hour storm event. Energy dissipation at the storm drain outlet will be addressed by constructing a headwall with vertical baffle wall to reduce outlet velocities below 7.34 fps. Appendix C includes a preliminary velocity calculation at the outlet end of an APWA Energy Dissipator- Impact Basin with Vertical Baffle Wall. Average preliminary velocities of 5.88 fps and 7.78 fps were calculated at the outlets for the east and west outlets, respectively. See Appendix C. Table 4 summarizes pre and post-development runoffs within the Otay River watershed at the major downstream outlet points of the Village 8 East development. It also accounts for the expected lag times associated with the overall upstream Otay River watershed. TABLE 4 - Summary Of Pre And Post-Developed Runoffs And Lag Times Within The Otay River At The Downstream Outlet Points Of The Village 8 PRE-DEVELOPED POST-DEVELOPED DIFFERENCE Outfall Location Drainage Area (Mi^2) 100-Year Peak Flow (CFS)* Time of Peak (lag time) (Hr: Min) Drainage Area (Mi^2) 100-Year Peak Flow (CFS)* Time of Peak (Lag time) (Hr: Min) Area (Mi^2) 100-Year Peak Flow (CFS)* Village 8 Outfall(1)115.954 19619.13 20:30 115.954 19625.37 20:30 0 +6.24 (+0.032%) Ex. Otay Valley Road (2) 120.865 20345.45 20:40 120.865 20351.71 20:40 0 +6.26 (+0.031%) *Summary table reflects values for the 100 year, 24 hour event Otay Ranch Village 8-East TM Drainage Study 11 In addition, Appendix B includes further analysis of the proposed rip rap at the east outlet and determined that flow velocities were reduced to 5.04 fps. A rip rap analysis for the western outlet was not included since that outlet is part of the Village 8 West project. Erosion Control: The developer shall monitor any erosion at the project’s outfalls at the Otay River and, prior to the last building permit for the project, obtain approval for and complete any reconstructive work necessary to eliminate any existing erosion and prevent future erosion from occurring, all to the satisfaction of the Development Services Director. Scour Analysis: Concurrent with all grading plan submittals, the applicant shall prepare a scour analysis for all structures within the 100-year flood hazard area. Additionally, all said structures shall be monitored until the last building permit for the project has been issued. Prior to discharge from the site, all developed site runoff will receive full water quality treatment in accordance with the most current City of Chula Vista Storm Water Manual standards applicable at the time of final engineering. Therefore, groundwater should not be impacted. The project will be designed to avoid violation of any water quality standards or waste discharge requirements. Storm water treatment design is further discussed in the Master Water Quality Technical Report for Otay Ranch Village 8 East Tentative Map. No impacts are anticipated from the proposed canyon subdrains which will carry low and dry weather flows. The flow associated with the canyon drains is clean as any flow would have percolated through the various layers of soil and would have been filtered prior to its discharge. Appendix C includes the geologic maps for Village 8 East and a typical subdrain outlet detail which includes velocity dissipation measures. Summary: · Drainage facilities within Village 8 East will be designed in accordance with the requirements of the Chula Vista Subdivision Manual, the San Diego County Hydrology Manual and the requirements of the San Diego Regional Water Quality Control Board. · Peak discharge flows from the Otay River Valley Center Subarea, of which the proposed project's drainage area constitutes 9.2%, will take approximately 17 hours to reach their peak following the 100-Year-24hr storm event. In comparison, the peak discharge flow from the entire Otay River Basin at the downstream Village 8 East outlet will occur more than 20 hours after the onset of the storm. Due to this difference in time, the projects direct, indirect impacts are not significant. · Due to the detaining effects of the Savage Dam and Lower Otay Reservoir, detention and hydromodification basins are not proposed for this project. Otay Ranch Village 8-East TM Drainage Study 12 · Development of the project site will not further degrade potential beneficial uses of downstream water bodies as designated by the Regional Water Quality Control Board, including water bodies listed on the Clean Water Section 303d list. · Onsite and offsite drainage easements shall be provided to the satisfaction of the Director of Public Works. · Additional calculations for the following items will be included with the Drainage report for final engineering: o Street capacity o Inlet sizing o Hydraulics o Sediment basin sizing References City of Chula Vista Subdivision Manual; Engineering Department and Land Development; Section 3, March 2012 City of Chula Vista BMP Design Manual; August 2021 San Diego County Hydrology Manual; County of San Diego Department of Public Works Flood Control Division, June 2003 San Diego Bay Watershed Management Area Analysis prepared by Rick Engineering on April 2015. Drainage Study for Otay Ranch Village 8 West prepared by Hale Engineering, approved on December 2019 Rough Grading Plans for McMillin Otay Ranch –Village 7 prepared by Rick Engineering Company, January 2005. Drainage Study for McMillin Village 7 Vista Verde prepared by Rick Engineering, dated November 29, 2004 Order No. R9-2013-0001; NPDES No. CAS 0109266, National Pollutant Discharge Elimination System (NPDES) Permit and Waste Discharge Requirements for Discharges from the Municipal Separate Storm Sewer Systems (MS4s) Draining the Watersheds within the San Diego Region (Regional MS4 Permit). . “Otay Ranch Village 8 East TM PDP SWQMP”,Hunsaker & Associates; May 2023. Otay Ranch Village 8-East TM Drainage Study 13 CHAPTER 2 - METHODOLOGY 2.1 - Rational Method Model Development Summary Computer Software Package – AES-2010 Design Storm – 100-Year Return Interval (TM phase) Land Use – School, Park, Multi-Use, Multi-Family, Single Family, Community Purpose Facilities, and Open Space Soil Type - Hydrologic soil group D was used for all areas since the site consists chiefly of soil type Groups C and D. Using soil group D is the most conservative assumption. For additional soil information for Village 8 East, please reference the Geotechnical Investigation for Otay Village 8 East prepared by Geocon Incorporated, dated April 2013. 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 Subdivision Manual, a runoff coefficient of 0.90 was used for fully paved areas, 0.85 for the School Site, 0.75 for the Multi-Family Sites and dense residential, 0.60 for proposed vegetated slopes, 0.45 for proposed open space, and 0.30 for parks. 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: 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. Otay Ranch Village 8-East TM Drainage Study 14 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 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 Otay Ranch Village 8-East TM Drainage Study 15 (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 = Tb CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.2 – Design Rainfall Determination 100-Year, 6-Hour and 50-Year, 6-Hour Rainfall Isopluvial Maps from City Of Chula Vista San Diego County Hydrology Manual June 2003 Otay Ranch Village 8-East TM Drainage Study CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.3 – Runoff Coefficient Determination For the proposed road drainage areas, the runoff coefficient was calculated as a weighted average, with 0.9 assigned for paved surfaces, 0.45 for landscape parkways, and 0.6 for slopes. Although the actual imperviousness of these roads is under 85% (as detailed in the street cross-sections), an imperviousness value of 88% was adopted for these calculations. Hydrologic Soil Group—San Diego County Area, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/21/2023 Page 1 of 4 36 0 5 4 0 0 36 0 5 7 0 0 36 0 6 0 0 0 36 0 6 3 0 0 36 0 6 6 0 0 36 0 6 9 0 0 36 0 7 2 0 0 36 0 7 5 0 0 36 0 7 8 0 0 36 0 8 1 0 0 36 0 5 4 0 0 36 0 5 7 0 0 36 0 6 0 0 0 36 0 6 3 0 0 36 0 6 6 0 0 36 0 6 9 0 0 36 0 7 2 0 0 36 0 7 5 0 0 36 0 7 8 0 0 36 0 8 1 0 0 501900 502200 502500 502800 503100 503400 503700 501900 502200 502500 502800 503100 503400 503700 32° 36' 39'' N 11 6 ° 5 8 ' 5 3 ' ' W 32° 36' 39'' N 11 6 ° 5 7 ' 3 2 ' ' W 32° 35' 9'' N 11 6 ° 5 8 ' 5 3 ' ' W 32° 35' 9'' N 11 6 ° 5 7 ' 3 2 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 500 1000 2000 3000 Feet 0 200 400 800 1200 Meters Map Scale: 1:13,600 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: San Diego County Area, California Survey Area Data: Version 18, Sep 14, 2022 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Mar 24, 2022—Apr 29, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—San Diego County Area, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/21/2023 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI DaC Diablo clay, 2 to 9 percent slopes D 80.5 15.4% DaD Diablo clay, 9 to 15 percent slopes, warm MAAT C 120.0 22.9% GP Gravel pits 5.7 1.1% HrC Huerhuero loam, 2 to 9 percent slopes D 36.6 7.0% LrG Las Posas loam, 30 to 65 percent slopes, stony D 13.9 2.7% LsE Linne clay loam, 9 to 30 percent slopes C 23.8 4.5% OhC Olivenhain cobbly loam, 2 to 9 percent slopes D 72.6 13.9% OhE Olivenhain cobbly loam, 9 to 30 percent slopes D 76.0 14.5% Rm Riverwash 70.8 13.5% SbC Salinas clay loam, 2 to 9 percent slopes C 13.7 2.6% TeF Terrace escarpments 9.6 1.8% Totals for Area of Interest 523.2 100.0% Hydrologic Soil Group—San Diego County Area, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/21/2023 Page 3 of 4 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—San Diego County Area, California Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/21/2023 Page 4 of 4 Otay Ranch Village 8-East TM Drainage Study CHAPTER 2 METHODOLOGY & MODEL DEVELOPMENT 2.4 – Rainfall Intensity Determination -Maximum Overland Flow Length & Initial Time of Concentration -Urban Watershed Overland Time of Flow Nomograph - Manning’s Equation Nomograph -Intensity-Duration Design Chart 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 Otay Ranch Village 8-East TM Drainage Study CHAPTER 2 2.5 – NRCS Unit Hydrograph Hydrologic Analysis Otay Ranch Village 8-East TM Drainage Study 2.6 NRCS Unit Hydrograph Hydrologic Analysis The Natural Resources Conservation Service (NRCS) Unit Hydrograph is necessary for hydrologic analyses of watershed areas approximately one square mile and greater in size. The HEC-HMS Version 4.5 program was used to produce hydrographs using the NRCS Unit Hydrograph method for this study. HEC-HMS, developed by the United States Army Corps of Engineers’ Hydrologic Engineering Center, simulates the surface runoff response of a watershed to precipitation by representing the basin as an interconnected system of hydrologic and hydraulic components. The NRCS Unit Hydrograph calculations and input parameters follow the guidelines in Section 4 of the 2003 San Diego County Hydrology Manual (SDCHM). The input that was required to produce the hydrographs included rainfall depth, rainfall distribution, drainage basin area, precipitation loss data, and data to determine overland and channel routing information. Output from the model is presented in the form of hydrographs, which are curves relating runoff flowrates to elapsed time from the beginning of rainfall. Thus, the distribution of the entire runoff response is available for analysis. Rainfall Distribution, Duration & Volume Runoff for this analysis was generated using the County of San Diego’s Nested Storm Hyetograph. The amount of rainfall to be distributed was obtained from the County of San Diego’s rainfall isopluvial charts, which are located at the end of this section. This analysis models the 100-year return frequency rainfall event. Rainfall Loss Criteria To account for rainfall losses such as infiltration, interception and depression storage, the NRCS Curve Number method was selected. The NRCS method calculates the runoff volume and initial loss based on an empirical curve number, which is determined based on a basin’s soil type and land use. Soils in this analysis were based on soil groups taken from the NRCS soil website. In most cases throughout this project, soil type group D was found, which is characterized as soils with very low infiltration rates and high runoff potential (typically clay soils). Based on the 2003 San Diego County Hydrology Manual, the project site is determined to be located in PZN of 1.5. According to Table 4-6 of the SDCHM, an adjusted PZN of 2.5 was used for 100-year analysis. The following curve numbers were selected corresponding to ‘weighted’ soil types. PZN = 2.0 Adjusted PZN = 2.5 87 91 81 86.5 Otay Ranch Village 8-East TM Drainage Study To determine the curve number for a basin containing more than one of the preceding land uses, a composite curve number (weighted average) was calculated using a linear interpolation of the values in Table 4-10 from the SDCHM. Basin Lag Time Basin lag times were calculated for both existing and developed conditions based on relationships developed by the United States Army Corps of Engineers. The Corps lag time is defined as the elapsed time (in hours) from the beginning of unit effective rainfall to the instant that runoff hydrograph for a basin reaches 50 percent of the ultimate discharge volume. Per equation 4-17 from the County’s Hydrology Manual, the lag time for a basin is calculated using the following empirical relationship. Lag Time (hours) = 24 * n * [ ( L * Lc)/ ( (S)1/2) ] m n = basin factor m = constant (0.38) L = length of longest watercourse in miles Lc = length along longest watercourse measured upstream to point opposite center of area (miles) S = overall slope of longest watercourse (feet per mile) The basin n factor is the visually estimated mean of the Mannings n values for all the channels within an area. Basin n factors are chosen according to the following criteria. n = 0.100 The drainage area has extensive vegetation and streams that contain a large amount of brush, grass or other vegetation that slows flow velocity n = 0.050 Drainage area is rugged, with sharp ridges and steep canyons through which watercourses meander around sharp bends, large boulders, and debris obstruction. The ground cover, excluding small areas of rock outcrops, includes considerable underbrush. No drainage improvements exist in the area. n = 0.030 Drainage area is generally rolling, with rounded edges and moderate side slopes. Watercourses meander in fairly straight, unimproved channels with some boulders and debris. No drainage improvements exist in the area. n = 0.015 Drainage area has fairly uniform, gentle slopes with most watercourses either improved or along paved streets. Ground cover consists of grass with appreciable areas developed to the extent that a large percentage of the area is impervious. Lower Otay Lake Project Location PZN = 1.5 2.5 91 86.5 1.5 2.5 Otay Ranch Village 8-East TM Drainage Study CHAPTER 3 HYDROLOGIC ANALYSIS 3.1 – 100-Year Pre-Developed Condition AES Model Output 100EX.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 8 TM Hydrology Study * * 100-year return interval, Existing Condition * * W.O. 2825-03, DLN 920 * ************************************************************************** FILE NAME: R:\0920\HYD\TM\DR\CALCS\AES\100EX.DAT TIME/DATE OF STUDY: 13:39 07/03/2023 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.350 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 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 17.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 3 20.0 12.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 4 16.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 5 26.0 18.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 6 44.0 12.0 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 101.00 TO NODE 102.00 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) = 330.00 DOWNSTREAM ELEVATION(FEET) = 320.00 ELEVATION DIFFERENCE(FEET) = 10.00 Page 1 100EX.OUT 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) = 6.192 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.85 TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFF(CFS) = 0.85 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 320.00 DOWNSTREAM(FEET) = 260.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 790.00 CHANNEL SLOPE = 0.0759 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.964 *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.74 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.60 AVERAGE FLOW DEPTH(FEET) = 0.23 TRAVEL TIME(MIN.) = 2.86 Tc(MIN.) = 7.04 SUBAREA AREA(ACRES) = 9.33 SUBAREA RUNOFF(CFS) = 23.16 AREA-AVERAGE RUNOFF COEFFICIENT = 0.502 TOTAL AREA(ACRES) = 9.6 PEAK FLOW RATE(CFS) = 23.84 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.32 FLOW VELOCITY(FEET/SEC.) = 5.57 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 103.00 = 890.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 260.00 DOWNSTREAM(FEET) = 200.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 745.00 CHANNEL SLOPE = 0.0805 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.259 *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 38.60 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.58 AVERAGE FLOW DEPTH(FEET) = 0.41 TRAVEL TIME(MIN.) = 1.89 Tc(MIN.) = 8.93 SUBAREA AREA(ACRES) = 13.83 SUBAREA RUNOFF(CFS) = 29.45 AREA-AVERAGE RUNOFF COEFFICIENT = 0.501 TOTAL AREA(ACRES) = 23.4 PEAK FLOW RATE(CFS) = 49.91 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.48 FLOW VELOCITY(FEET/SEC.) = 7.11 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 104.00 = 1635.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 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.) = 8.93 RAINFALL INTENSITY(INCH/HR) = 4.26 TOTAL STREAM AREA(ACRES) = 23.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 49.91 **************************************************************************** FLOW PROCESS FROM NODE 76.00 TO NODE 76.00 IS CODE = 7 Page 2 100EX.OUT ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 21.39 RAIN INTENSITY(INCH/HOUR) = 2.42 TOTAL AREA(ACRES) = 181.20 TOTAL RUNOFF(CFS) = 347.24 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 76.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.425 *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7838 SUBAREA AREA(ACRES) = 4.17 SUBAREA RUNOFF(CFS) = 5.06 TOTAL AREA(ACRES) = 185.4 TOTAL RUNOFF(CFS) = 352.30 TC(MIN.) = 21.39 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 76.00 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.) = 21.39 RAINFALL INTENSITY(INCH/HR) = 2.42 TOTAL STREAM AREA(ACRES) = 185.37 PEAK FLOW RATE(CFS) AT CONFLUENCE = 352.30 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 49.91 8.93 4.259 23.39 2 352.30 21.39 2.425 185.37 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) 1 196.99 8.93 4.259 2 380.71 21.39 2.425 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 380.71 Tc(MIN.) = 21.39 TOTAL AREA(ACRES) = 208.8 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 76.00 = 1635.00 FEET. +--------------------------------------------------------------------------+ | | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .5000 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 340.00 DOWNSTREAM ELEVATION(FEET) = 300.00 ELEVATION DIFFERENCE(FEET) = 40.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.484 Page 3 100EX.OUT WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.192 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.90 TOTAL AREA(ACRES) = 0.29 TOTAL RUNOFF(CFS) = 0.90 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 300.00 DOWNSTREAM(FEET) = 240.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 763.00 CHANNEL SLOPE = 0.0786 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.929 *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.44 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.82 AVERAGE FLOW DEPTH(FEET) = 0.24 TRAVEL TIME(MIN.) = 2.64 Tc(MIN.) = 7.12 SUBAREA AREA(ACRES) = 10.84 SUBAREA RUNOFF(CFS) = 26.71 AREA-AVERAGE RUNOFF COEFFICIENT = 0.500 TOTAL AREA(ACRES) = 11.1 PEAK FLOW RATE(CFS) = 27.43 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.35 FLOW VELOCITY(FEET/SEC.) = 5.89 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 843.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 240.00 DOWNSTREAM(FEET) = 202.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 975.00 CHANNEL SLOPE = 0.0390 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.906 *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 41.93 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.26 AVERAGE FLOW DEPTH(FEET) = 0.52 TRAVEL TIME(MIN.) = 3.09 Tc(MIN.) = 10.21 SUBAREA AREA(ACRES) = 14.81 SUBAREA RUNOFF(CFS) = 28.92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.500 TOTAL AREA(ACRES) = 25.9 PEAK FLOW RATE(CFS) = 50.66 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.58 FLOW VELOCITY(FEET/SEC.) = 5.49 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 203.00 = 1818.00 FEET. +--------------------------------------------------------------------------+ | | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 581.00 Page 4 100EX.OUT DOWNSTREAM ELEVATION(FEET) = 576.00 ELEVATION DIFFERENCE(FEET) = 5.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.316 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.325 SUBAREA RUNOFF(CFS) = 0.72 TOTAL AREA(ACRES) = 0.27 TOTAL RUNOFF(CFS) = 0.72 **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 576.00 DOWNSTREAM(FEET) = 502.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 725.00 CHANNEL SLOPE = 0.1021 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.303 *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.42 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.89 AVERAGE FLOW DEPTH(FEET) = 0.20 TRAVEL TIME(MIN.) = 2.47 Tc(MIN.) = 8.79 SUBAREA AREA(ACRES) = 9.84 SUBAREA RUNOFF(CFS) = 21.17 AREA-AVERAGE RUNOFF COEFFICIENT = 0.500 TOTAL AREA(ACRES) = 10.1 PEAK FLOW RATE(CFS) = 21.75 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.29 FLOW VELOCITY(FEET/SEC.) = 5.94 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 302.00 = 825.00 FEET. +--------------------------------------------------------------------------+ | | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 556.00 DOWNSTREAM ELEVATION(FEET) = 550.00 ELEVATION DIFFERENCE(FEET) = 6.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.944 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.538 SUBAREA RUNOFF(CFS) = 0.50 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.50 **************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 402.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 550.00 DOWNSTREAM(FEET) = 416.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1194.00 CHANNEL SLOPE = 0.1122 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.022 *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.75 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.22 AVERAGE FLOW DEPTH(FEET) = 0.20 TRAVEL TIME(MIN.) = 3.81 Tc(MIN.) = 9.76 Page 5 100EX.OUT SUBAREA AREA(ACRES) = 11.93 SUBAREA RUNOFF(CFS) = 23.99 AREA-AVERAGE RUNOFF COEFFICIENT = 0.500 TOTAL AREA(ACRES) = 12.1 PEAK FLOW RATE(CFS) = 24.36 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.29 FLOW VELOCITY(FEET/SEC.) = 6.38 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 402.00 = 1294.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 403.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 418.00 DOWNSTREAM(FEET) = 408.00 FLOW LENGTH(FEET) = 531.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.48 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.36 PIPE TRAVEL TIME(MIN.) = 0.84 Tc(MIN.) = 10.60 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 403.00 = 1825.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 403.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.813 *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5000 SUBAREA AREA(ACRES) = 2.15 SUBAREA RUNOFF(CFS) = 4.10 TOTAL AREA(ACRES) = 14.3 TOTAL RUNOFF(CFS) = 27.18 TC(MIN.) = 10.60 +--------------------------------------------------------------------------+ | | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 470.00 DOWNSTREAM ELEVATION(FEET) = 460.00 ELEVATION DIFFERENCE(FEET) = 10.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.013 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.181 SUBAREA RUNOFF(CFS) = 0.56 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.56 **************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 470.00 DOWNSTREAM(FEET) = 360.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1196.00 CHANNEL SLOPE = 0.0920 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.237 *USER SPECIFIED(SUBAREA): Page 6 100EX.OUT VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.27 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.00 AVERAGE FLOW DEPTH(FEET) = 0.23 TRAVEL TIME(MIN.) = 3.99 Tc(MIN.) = 9.00 SUBAREA AREA(ACRES) = 12.53 SUBAREA RUNOFF(CFS) = 26.55 AREA-AVERAGE RUNOFF COEFFICIENT = 0.500 TOTAL AREA(ACRES) = 12.7 PEAK FLOW RATE(CFS) = 26.93 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.33 FLOW VELOCITY(FEET/SEC.) = 6.11 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 502.00 = 1296.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 502.00 TO NODE 503.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 360.00 DOWNSTREAM(FEET) = 260.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1397.00 CHANNEL SLOPE = 0.0716 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.377 *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 36.01 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.13 AVERAGE FLOW DEPTH(FEET) = 0.41 TRAVEL TIME(MIN.) = 3.80 Tc(MIN.) = 12.80 SUBAREA AREA(ACRES) = 10.69 SUBAREA RUNOFF(CFS) = 18.05 AREA-AVERAGE RUNOFF COEFFICIENT = 0.500 TOTAL AREA(ACRES) = 23.4 PEAK FLOW RATE(CFS) = 39.51 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.43 FLOW VELOCITY(FEET/SEC.) = 6.39 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 503.00 = 2693.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 503.00 TO NODE 503.00 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.) = 12.80 RAINFALL INTENSITY(INCH/HR) = 3.38 TOTAL STREAM AREA(ACRES) = 23.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 39.51 **************************************************************************** FLOW PROCESS FROM NODE 505.00 TO NODE 506.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 INITIAL SUBAREA FLOW-LENGTH(FEET) = 90.00 UPSTREAM ELEVATION(FEET) = 609.70 DOWNSTREAM ELEVATION(FEET) = 607.00 ELEVATION DIFFERENCE(FEET) = 2.70 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.104 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.936 SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.22 **************************************************************************** FLOW PROCESS FROM NODE 506.00 TO NODE 507.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< Page 7 100EX.OUT ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 607.00 DOWNSTREAM(FEET) = 508.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 719.00 CHANNEL SLOPE = 0.1377 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.016 *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.83 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.47 AVERAGE FLOW DEPTH(FEET) = 0.13 TRAVEL TIME(MIN.) = 2.68 Tc(MIN.) = 9.78 SUBAREA AREA(ACRES) = 6.50 SUBAREA RUNOFF(CFS) = 13.05 AREA-AVERAGE RUNOFF COEFFICIENT = 0.500 TOTAL AREA(ACRES) = 6.6 PEAK FLOW RATE(CFS) = 13.23 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.20 FLOW VELOCITY(FEET/SEC.) = 5.66 LONGEST FLOWPATH FROM NODE 505.00 TO NODE 507.00 = 809.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 507.00 TO NODE 508.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 508.00 DOWNSTREAM(FEET) = 430.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1122.00 CHANNEL SLOPE = 0.0695 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.366 *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 34.17 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.07 AVERAGE FLOW DEPTH(FEET) = 0.40 TRAVEL TIME(MIN.) = 3.08 Tc(MIN.) = 12.86 SUBAREA AREA(ACRES) = 24.80 SUBAREA RUNOFF(CFS) = 41.74 AREA-AVERAGE RUNOFF COEFFICIENT = 0.500 TOTAL AREA(ACRES) = 31.4 PEAK FLOW RATE(CFS) = 52.83 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.51 FLOW VELOCITY(FEET/SEC.) = 6.89 LONGEST FLOWPATH FROM NODE 505.00 TO NODE 508.00 = 1931.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 508.00 TO NODE 509.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 430.00 DOWNSTREAM(FEET) = 370.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1040.00 CHANNEL SLOPE = 0.0577 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.012 *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 77.26 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 7.15 AVERAGE FLOW DEPTH(FEET) = 0.65 TRAVEL TIME(MIN.) = 2.42 Tc(MIN.) = 15.29 SUBAREA AREA(ACRES) = 32.42 SUBAREA RUNOFF(CFS) = 48.82 AREA-AVERAGE RUNOFF COEFFICIENT = 0.500 TOTAL AREA(ACRES) = 63.8 PEAK FLOW RATE(CFS) = 96.08 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.73 FLOW VELOCITY(FEET/SEC.) = 7.61 LONGEST FLOWPATH FROM NODE 505.00 TO NODE 509.00 = 2971.00 FEET. **************************************************************************** Page 8 100EX.OUT FLOW PROCESS FROM NODE 509.00 TO NODE 510.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 370.00 DOWNSTREAM(FEET) = 328.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 900.00 CHANNEL SLOPE = 0.0467 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.783 *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 124.92 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 7.55 AVERAGE FLOW DEPTH(FEET) = 0.88 TRAVEL TIME(MIN.) = 1.99 Tc(MIN.) = 17.27 SUBAREA AREA(ACRES) = 41.43 SUBAREA RUNOFF(CFS) = 57.65 AREA-AVERAGE RUNOFF COEFFICIENT = 0.500 TOTAL AREA(ACRES) = 105.2 PEAK FLOW RATE(CFS) = 146.45 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.95 FLOW VELOCITY(FEET/SEC.) = 7.92 LONGEST FLOWPATH FROM NODE 505.00 TO NODE 510.00 = 3871.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 510.00 TO NODE 503.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 328.00 DOWNSTREAM(FEET) = 260.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1540.00 CHANNEL SLOPE = 0.0442 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.494 *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 164.58 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 8.02 AVERAGE FLOW DEPTH(FEET) = 1.02 TRAVEL TIME(MIN.) = 3.20 Tc(MIN.) = 20.47 SUBAREA AREA(ACRES) = 29.07 SUBAREA RUNOFF(CFS) = 36.25 AREA-AVERAGE RUNOFF COEFFICIENT = 0.500 TOTAL AREA(ACRES) = 134.3 PEAK FLOW RATE(CFS) = 167.49 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.03 FLOW VELOCITY(FEET/SEC.) = 8.04 LONGEST FLOWPATH FROM NODE 505.00 TO NODE 503.00 = 5411.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 503.00 TO NODE 503.00 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.) = 20.47 RAINFALL INTENSITY(INCH/HR) = 2.49 TOTAL STREAM AREA(ACRES) = 134.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 167.49 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 39.51 12.80 3.377 23.40 2 167.49 20.47 2.494 134.31 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. Page 9 100EX.OUT ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 144.20 12.80 3.377 2 196.67 20.47 2.494 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 196.67 Tc(MIN.) = 20.47 TOTAL AREA(ACRES) = 157.7 LONGEST FLOWPATH FROM NODE 505.00 TO NODE 503.00 = 5411.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 503.00 TO NODE 511.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 260.00 DOWNSTREAM(FEET) = 210.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1096.00 CHANNEL SLOPE = 0.0456 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.341 *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 209.90 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 8.67 AVERAGE FLOW DEPTH(FEET) = 1.13 TRAVEL TIME(MIN.) = 2.11 Tc(MIN.) = 22.58 SUBAREA AREA(ACRES) = 22.61 SUBAREA RUNOFF(CFS) = 26.47 AREA-AVERAGE RUNOFF COEFFICIENT = 0.500 TOTAL AREA(ACRES) = 180.3 PEAK FLOW RATE(CFS) = 211.11 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.14 FLOW VELOCITY(FEET/SEC.) = 8.66 LONGEST FLOWPATH FROM NODE 505.00 TO NODE 511.00 = 6507.00 FEET. +--------------------------------------------------------------------------+ | | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 550.00 TO NODE 551.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 374.00 DOWNSTREAM ELEVATION(FEET) = 364.00 ELEVATION DIFFERENCE(FEET) = 10.00 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) = 6.192 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.48 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.48 **************************************************************************** FLOW PROCESS FROM NODE 551.00 TO NODE 552.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 364.00 DOWNSTREAM(FEET) = 212.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1442.00 CHANNEL SLOPE = 0.1054 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.575 Page 10 100EX.OUT *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 24.03 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.30 AVERAGE FLOW DEPTH(FEET) = 0.29 TRAVEL TIME(MIN.) = 3.82 Tc(MIN.) = 7.99 SUBAREA AREA(ACRES) = 19.83 SUBAREA RUNOFF(CFS) = 45.36 AREA-AVERAGE RUNOFF COEFFICIENT = 0.501 TOTAL AREA(ACRES) = 20.0 PEAK FLOW RATE(CFS) = 45.72 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.42 FLOW VELOCITY(FEET/SEC.) = 7.61 LONGEST FLOWPATH FROM NODE 550.00 TO NODE 552.00 = 1542.00 FEET. +--------------------------------------------------------------------------+ | | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 601.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) = 609.00 DOWNSTREAM ELEVATION(FEET) = 606.00 ELEVATION DIFFERENCE(FEET) = 3.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.893 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.192 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.50 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.50 **************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 606.00 DOWNSTREAM(FEET) = 551.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1254.00 CHANNEL SLOPE = 0.0439 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.541 *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.05 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.99 AVERAGE FLOW DEPTH(FEET) = 0.17 TRAVEL TIME(MIN.) = 7.00 Tc(MIN.) = 11.89 SUBAREA AREA(ACRES) = 5.97 SUBAREA RUNOFF(CFS) = 10.57 AREA-AVERAGE RUNOFF COEFFICIENT = 0.500 TOTAL AREA(ACRES) = 6.1 PEAK FLOW RATE(CFS) = 10.85 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.24 FLOW VELOCITY(FEET/SEC.) = 3.62 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 602.00 = 1314.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 607.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 553.00 DOWNSTREAM(FEET) = 541.00 FLOW LENGTH(FEET) = 418.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.0 INCHES Page 11 100EX.OUT PIPE-FLOW VELOCITY(FEET/SEC.) = 10.10 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.85 PIPE TRAVEL TIME(MIN.) = 0.69 Tc(MIN.) = 12.58 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 607.00 = 1732.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 607.00 TO NODE 607.00 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.) = 12.58 RAINFALL INTENSITY(INCH/HR) = 3.41 TOTAL STREAM AREA(ACRES) = 6.13 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.85 **************************************************************************** FLOW PROCESS FROM NODE 605.00 TO NODE 606.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .7500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 81.00 UPSTREAM ELEVATION(FEET) = 558.59 DOWNSTREAM ELEVATION(FEET) = 555.87 ELEVATION DIFFERENCE(FEET) = 2.72 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.786 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.192 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.93 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.93 **************************************************************************** FLOW PROCESS FROM NODE 606.00 TO NODE 607.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 555.87 DOWNSTREAM ELEVATION(FEET) = 546.96 STREET LENGTH(FEET) = 345.00 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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.01 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.83 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.35 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.01 STREET FLOW TRAVEL TIME(MIN.) = 1.72 Tc(MIN.) = 5.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.821 *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .7500 AREA-AVERAGE RUNOFF COEFFICIENT = 0.750 SUBAREA AREA(ACRES) = 0.95 SUBAREA RUNOFF(CFS) = 4.15 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 5.02 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 10.99 FLOW VELOCITY(FEET/SEC.) = 3.79 DEPTH*VELOCITY(FT*FT/SEC.) = 1.31 Page 12 100EX.OUT LONGEST FLOWPATH FROM NODE 605.00 TO NODE 607.00 = 426.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 607.00 TO NODE 607.00 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.) = 5.50 RAINFALL INTENSITY(INCH/HR) = 5.82 TOTAL STREAM AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.02 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.85 12.58 3.415 6.13 2 5.02 5.50 5.821 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 9.77 5.50 5.821 2 13.80 12.58 3.415 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.80 Tc(MIN.) = 12.58 TOTAL AREA(ACRES) = 7.3 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 607.00 = 1732.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 607.00 TO NODE 612.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 541.00 DOWNSTREAM(FEET) = 522.00 FLOW LENGTH(FEET) = 596.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.20 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.80 PIPE TRAVEL TIME(MIN.) = 0.89 Tc(MIN.) = 13.47 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 612.00 = 2328.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 612.00 TO NODE 612.00 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.) = 13.47 RAINFALL INTENSITY(INCH/HR) = 3.27 TOTAL STREAM AREA(ACRES) = 7.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.80 **************************************************************************** FLOW PROCESS FROM NODE 610.00 TO NODE 611.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .7500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 546.96 Page 13 100EX.OUT DOWNSTREAM ELEVATION(FEET) = 544.56 ELEVATION DIFFERENCE(FEET) = 2.40 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.703 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.192 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 1.11 TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 1.11 **************************************************************************** FLOW PROCESS FROM NODE 611.00 TO NODE 612.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 544.56 DOWNSTREAM ELEVATION(FEET) = 527.58 STREET LENGTH(FEET) = 526.00 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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.16 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.39 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.35 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.54 STREET FLOW TRAVEL TIME(MIN.) = 2.01 Tc(MIN.) = 5.72 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.679 *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .7500 AREA-AVERAGE RUNOFF COEFFICIENT = 0.750 SUBAREA AREA(ACRES) = 2.36 SUBAREA RUNOFF(CFS) = 10.05 TOTAL AREA(ACRES) = 2.6 PEAK FLOW RATE(CFS) = 11.07 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.51 FLOW VELOCITY(FEET/SEC.) = 4.98 DEPTH*VELOCITY(FT*FT/SEC.) = 2.07 LONGEST FLOWPATH FROM NODE 610.00 TO NODE 612.00 = 601.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 612.00 TO NODE 612.00 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.) = 5.72 RAINFALL INTENSITY(INCH/HR) = 5.68 TOTAL STREAM AREA(ACRES) = 2.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.07 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.80 13.47 3.268 7.28 2 11.07 5.72 5.679 2.60 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) Page 14 100EX.OUT 1 19.02 5.72 5.679 2 20.17 13.47 3.268 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.17 Tc(MIN.) = 13.47 TOTAL AREA(ACRES) = 9.9 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 612.00 = 2328.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 613.00 TO NODE 612.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.268 *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .7500 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6383 SUBAREA AREA(ACRES) = 3.84 SUBAREA RUNOFF(CFS) = 9.41 TOTAL AREA(ACRES) = 13.7 TOTAL RUNOFF(CFS) = 28.62 TC(MIN.) = 13.47 +--------------------------------------------------------------------------+ | | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 700.00 TO NODE 701.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) = 609.00 DOWNSTREAM ELEVATION(FEET) = 606.00 ELEVATION DIFFERENCE(FEET) = 3.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.893 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.192 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.71 TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFF(CFS) = 0.71 **************************************************************************** FLOW PROCESS FROM NODE 701.00 TO NODE 702.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 606.00 DOWNSTREAM(FEET) = 470.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1571.00 CHANNEL SLOPE = 0.0866 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.045 *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 20.07 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.48 AVERAGE FLOW DEPTH(FEET) = 0.29 TRAVEL TIME(MIN.) = 4.78 Tc(MIN.) = 9.67 SUBAREA AREA(ACRES) = 18.40 SUBAREA RUNOFF(CFS) = 37.21 AREA-AVERAGE RUNOFF COEFFICIENT = 0.500 TOTAL AREA(ACRES) = 18.6 PEAK FLOW RATE(CFS) = 37.68 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.40 FLOW VELOCITY(FEET/SEC.) = 6.70 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 702.00 = 1631.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 702.00 TO NODE 703.00 IS CODE = 51 Page 15 100EX.OUT ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 470.00 DOWNSTREAM(FEET) = 423.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1313.00 CHANNEL SLOPE = 0.0358 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.226 *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 52.37 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.39 AVERAGE FLOW DEPTH(FEET) = 0.61 TRAVEL TIME(MIN.) = 4.06 Tc(MIN.) = 13.74 SUBAREA AREA(ACRES) = 18.12 SUBAREA RUNOFF(CFS) = 29.23 AREA-AVERAGE RUNOFF COEFFICIENT = 0.500 TOTAL AREA(ACRES) = 36.8 PEAK FLOW RATE(CFS) = 59.28 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.64 FLOW VELOCITY(FEET/SEC.) = 5.60 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 703.00 = 2944.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 703.00 TO NODE 704.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 423.00 DOWNSTREAM(FEET) = 375.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 862.00 CHANNEL SLOPE = 0.0557 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.939 *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 64.64 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.74 AVERAGE FLOW DEPTH(FEET) = 0.60 TRAVEL TIME(MIN.) = 2.13 Tc(MIN.) = 15.87 SUBAREA AREA(ACRES) = 7.29 SUBAREA RUNOFF(CFS) = 10.71 AREA-AVERAGE RUNOFF COEFFICIENT = 0.500 TOTAL AREA(ACRES) = 44.0 PEAK FLOW RATE(CFS) = 64.73 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.60 FLOW VELOCITY(FEET/SEC.) = 6.74 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 704.00 = 3806.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 704.00 TO NODE 705.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 375.00 DOWNSTREAM(FEET) = 335.00 FLOW LENGTH(FEET) = 874.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.74 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 64.73 PIPE TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = 16.65 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 705.00 = 4680.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 704.00 TO NODE 705.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.850 *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 Page 16 100EX.OUT AREA-AVERAGE RUNOFF COEFFICIENT = 0.5146 SUBAREA AREA(ACRES) = 7.50 SUBAREA RUNOFF(CFS) = 12.83 TOTAL AREA(ACRES) = 51.5 TOTAL RUNOFF(CFS) = 75.59 TC(MIN.) = 16.65 +--------------------------------------------------------------------------+ | | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 800.00 TO NODE 801.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 429.00 DOWNSTREAM ELEVATION(FEET) = 420.00 ELEVATION DIFFERENCE(FEET) = 9.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.192 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.043 SUBAREA RUNOFF(CFS) = 0.48 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.48 **************************************************************************** FLOW PROCESS FROM NODE 801.00 TO NODE 802.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 420.00 DOWNSTREAM(FEET) = 270.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1518.00 CHANNEL SLOPE = 0.0988 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.905 *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.81 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.03 AVERAGE FLOW DEPTH(FEET) = 0.22 TRAVEL TIME(MIN.) = 5.03 Tc(MIN.) = 10.22 SUBAREA AREA(ACRES) = 13.12 SUBAREA RUNOFF(CFS) = 25.61 AREA-AVERAGE RUNOFF COEFFICIENT = 0.500 TOTAL AREA(ACRES) = 13.3 PEAK FLOW RATE(CFS) = 25.93 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.32 FLOW VELOCITY(FEET/SEC.) = 6.24 LONGEST FLOWPATH FROM NODE 800.00 TO NODE 802.00 = 1618.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 13.3 TC(MIN.) = 10.22 PEAK FLOW RATE(CFS) = 25.93 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS Page 17 Otay Ranch Village 8-East TM Drainage Study CHAPTER 3 HYDROLOGIC ANALYSIS 3.2 – 100-Year Developed Condition AES Model Output Area If memory From To Up Down total Base (ft)Z:1 maning Bank # 101 102 2 574.8 574.1 65 1.08%0.13 C/D Dense Residential 0.75 102 103 3 563.1 554.15 1100 0.81% 102 103 8 8.66 C/D Dense Residential 0.75 103 106 3 554.15 551.8 470 0.50% 106 106 1 2:1 104 105 2 572.3 571.2 64 1.72%0.18 D Roads (88% imp)0.85 105 106 6 571.2 560 900 1.24%3.42 D Roads (88% imp)0.85 106 106 1 2:2 106 110 3 551.8 490.17 1110 5.55% 110 110 1 2:1 107 108 2 559.6 557.05 80 3.19%0.14 D Roads (88% imp)0.85 108 110 6 557.05 495 834 7.44%1.59 D Roads (88% imp)0.85 110 110 1 2:2 110 124 3 487 480.8 152 4.08% 124 124 10 1 112 114 2 518 516.5 75 2.00%0.20 D Dense Residential 0.75 114 116 3 505 489 800 2.00% 114 116 8 9.39 D Dense Residential 0.75 113 116 8 1.38 D Slopes 0.60 116 122 3 489 482 560 1.25% 122 122 1 3:1 118 120 2 503.9 503.1 60 1.33%0.24 D Roads (88% imp)0.85 120 122 6 503.1 493 750 1.35%2.01 D Roads (88% imp)0.85 122 122 1 3:2 123 126 2 516 514.5 75 2.00%0.17 D Dense Residential 0.75 126 122 3 503 482 890 2.36% 126 122 8 9.63 D Dense Residential 0.75 125 122 8 1.29 D Slopes 0.60 122 122 1 3:3 122 124 3 482 480.8 120 1.00% 124 124 11 1 124 124 12 1 124 127 3 480.8 468 344 3.72% 127 127 1 2:1 128 130 2 501 490.5 100 10.50%0.22 D Dense Residential 0.75 130 127 3 479.5 468 1068 1.08% 130 127 8 10.06 D Dense Residential 0.75 127 127 1 2:2 127 132 3 468 456 400 3.00% 132 132 1 2:1 134 136 2 493.4 490 84 4.05%0.18 D Roads (88% imp)0.85 136 132 6 490 468 700 3.14%1.67 D Roads (88% imp)0.85 132 132 1 2:2 132 154 3 456 453.8 100 2.20% 154 154 10 1 138 140 2 485 483.5 75 2.00%0.17 D Dense Residential 0.75 140 141 3 482.5 470 600 2.08% 140 141 8 5.56 D Dense Residential 0.75 141 142 3 470 454 580 2.76% 142 142 1 3:1 144 146 2 476.5 475.54 64 1.50%0.18 D Roads (88% imp)0.85 146 142 6 475.54 467.14 560 1.50%1.31 D Roads (88% imp)0.85 142 142 1 3:2 135 137 2 483 481.5 75 2.00%0.11 D Dense Residential 0.75 137 139 3 471.5 457 540 2.69% 137 139 8 4.90 D Dense Residential 0.75 139 142 3 457 454 48 6.25% 142 142 1 3:3 142 154 3 454 451.5 100 2.50% 154 154 2:1 148 150 2 485 483.5 75 2.00%0.18 D Park 0.30 150 152 3 481.5 463 740 2.50% 150 152 8 6.58 D Park 0.30 152 154 3 463 451.5 200 5.75% 154 154 1 2:2 154 154 11 1 154 154 12 1 154 158 3 451.5 395.4 840 6.68% 158 158 1 2:1 154 156 2 465.8 463.8 72 2.78%0.17 D Road (88% imp) w/ Slope (43% of area)0.75 156 158 6 463.8 407.4 811 6.95%4.16 D Road (88% imp) w/ Slope (43% of area)0.75 158 158 1 2:2 158 160 3 395.4 394.2 100 1.20% 160 160 1 3:1 161 162 2 470 468.5 75 2.00%0.18 D Dense Residential 0.75 162 163 3 457.5 443 800 1.81% 162 163 8 8.64 D Dense Residential 0.75 163 160 3 443 394.2 360 13.56% 160 160 1 3:2 164 165 2 462 460.5 75 2.00%0.25 D Dense Residential 0.75 165 166 3 449.5 432 800 2.19% 165 166 8 8.77 D Dense Residential 0.75 166 160 3 432 394.2 700 5.40% 160 160 1 3:3 160 172 3 394.2 365 700 4.17% 172 172 1 2:1 168 170 2 413 411.8 65 1.85%0.12 D Roads (88% imp)0.85 170 172 6 411.8 381.8 850 3.53%1.50 D Roads (88% imp)0.85 172 172 1 2:2 172 172 10 1 If Channel AES INPUT DATA Node #Soil Type C valueElevationLengthCodeLand coverSlope C=0.45 for landscape C=0.45 for landscape C=0.45 for landscape C=0.45 for landscape C=0.45 for landscape C=0.45 for landscape C=0.45 for landscape C=0.45 for landscape C=0.45 for landscape C=0.45 for landscape C=0.45 for landscape C=0.45 for landscape C=0.45 for landscape, 0.60 for slope C=0.45 for landscape, 0.60 for slope 200 202 2 506 504.5 75 2.00%0.21 D Dense Residential 0.75 202 204 3 493.5 479 770 1.88% 202 204 8 8.99 D Dense Residential 0.75 201 206 8 1.22 D Slope 0.60 204 206 3 479 470 530 1.70% 206 206 1 3:1 208 210 2 503.5 502 75 2.00%0.17 D Dense Residential 0.75 210 206 3 491 470 760 2.76% 210 206 8 9.40 D Dense Residential 0.75 207 206 8 0.39 D Slope 0.60 206 206 1 3:2 212 214 2 493.4 492.5 60 1.50%0.21 D Roads (88% imp)0.85 214 206 6 492.5 480.9 925 1.25%1.95 D Roads (88% imp)0.85 206 206 1 3:3 206 213 3 470 430 900 4.44% 213 213 1 2:1 211 212 2 481.9 479.4 78 3.21%0.22 D Road (88% imp) w/ Slope (21% of area)0.80 212 213 6 479.4 440.3 760 5.14%2.34 D Road (88% imp) w/ Slope (21% of area)0.80 213 213 1 2:2 213 215 3 430 429.3 65 1.08% 215 215 1 3:1 216 218 2 486 484.5 75 2.00%0.18 D School 0.80 218 220 3 473.5 457.5 810 1.98% 218 220 8 9.84 D School 0.80 220 215 3 457.5 429.3 220 12.82% 215 215 1 3:2 222 224 2 465.8 463.2 80 3.25%0.26 D Road (88% imp) w/ Slope (21% of area)0.80 224 215 6 463.2 440.9 1020 2.19%2.78 D Road (88% imp) w/ Slope (21% of area)0.80 215 215 1 3:3 215 226 3 429.3 420 774 1.20% 226 226 1 2:1 228 230 2 451 449 75 2.67%0.18 D Dense Residential 0.75 230 226 3 438 420 790 2.28% 230 226 8 9.99 D Dense Residential 0.75 226 226 1 2:2 226 258 3 420 380 180 22.22% 258 258 1 2:1 254 256 2 408.5 407.2 65 2.00%0.18 D Road (88% imp) w/ Slope (30% of area)0.78 256 258 6 407.2 388.3 1060 1.78%4.88 D Road (88% imp) w/ Slope (30% of area)0.78 259 258 8 3.22 D Road (88% imp) w/ Slope (30% of area)0.78 258 258 1 2:2 258 172 3 380 365 1700 0.88% 172 172 11 1 172 172 12 1 172 174 3 365 358 530 1.32% 174 174 1 3:1 176 178 2 390 388.5 75 2.00%0.16 D Dense Residential 0.75 178 180 3 377.5 369 750 1.13% 178 180 8 15.87 D Dense Residential 0.75 180 174 3 369 358 760 1.45% 180 174 8 16.23 D Dense Residential 0.75 174 174 1 3:2 182 184 2 405 387 100 18.00%0.16 D Dense Residential 0.75 184 186 3 376 369 800 0.88% 184 186 8 13.09 D Dense Residential 0.75 186 174 3 369 358 630 1.75% 186 174 8 11.60 D Dense Residential 0.75 174 174 1 3:3 174 188 3 358 355 180 1.67% 188 188 8 1.22 D Park 0.30 188 190 3 355 305 660 7.58% 190 190 10 1 C=0.45 for landscape C=0.45 for landscape C=0.45 for landscape, 0.60 for slope C=0.45 for landscape, 0.60 for slope C=0.45 for landscape, 0.60 for slope C=0.45 for landscape, 0.60 for slope C=0.45 for landscape, 0.60 for slope C=0.45 for landscape, 0.60 for slope C=0.45 for landscape, 0.60 for slope 232 234 2 572.3 570.4 70 2.71%0.14 D Roads (88% imp)0.85 234 236 6 570.4 502.9 980 6.89%1.56 D Roads (88% imp)0.85 236 238 3 499 454 930 4.84% 238 238 1 2:1 240 242 2 503.9 502.6 65 2.00%0.24 D Roads (88% imp)0.85 242 238 6 502.6 467.2 1020 3.47%2.05 D Roads (88% imp)0.85 238 238 1 2:2 238 240 3 464 392.5 990 7.22% 240 240 1 2:1 242 244 2 476.5 474.1 75 3.20%0.18 D Road (88% imp) w/ Slope (18% of area) and additional lanscape (28% of area) 0.69 244 240 6 474.1 406.5 1250 5.41%5.02 D Road (88% imp) w/ Slope (18% of area) and additional lanscape (28% of area) 0.69 240 240 1 2:2 240 242 3 392.5 391.5 100 1.00% 242 242 1 3:1 248 250 2 470 468.5 75 2.00%0.18 D Dense Residential 0.75 250 252 3 457 442 740 2.03% 250 252 8 8.11 D Dense Residential 0.75 252 242 3 442 391.5 260 19.42% 242 242 1 3:2 244 246 2 413 412.1 60 1.50%0.18 D Road (88% imp) w/ Slope (25% of area)0.79 246 242 6 412.1 407 550 0.93%4.77 D Road (88% imp) w/ Slope (25% of area)0.79 242 242 1 3:3 242 190 3 391.5 305 1620 5.34% 190 190 11 1 190 190 12 1 190 192 3 305 218 1200 7.25% 192 192 1 2:1 194 196 2 338 336 80 2.50%0.34 D Park 0.30 196 192 3 324 218 1415 7.49% 196 192 8 25.38 D Park 0.30 193 192 8 1.36 D Slopes & Access Road 0.60 192 192 8 2.09 A Basin 0.20 192 192 1 2:2 192 198 3 215 205 248 4.03% 198 198 8 1.08 D Slopes 0.60 198 198 1 2:1 512 514 2 370 320 100 50.00%0.29 D Slopes 0.60 514 516 5 320 238 750 10.93%26.24 D Slopes-Rolling 0.50 513 516 8 0.9 Normal Residential 0.65 516 198 3 228 205 1000 2.30% 198 198 1 2:2 288.39 300 302 2 559.6 557 80 3.25%0.22 D Roads (88% imp)0.85 302 304 6 557 528 900 3.22%3.73 D Roads (88% imp)0.85 304 305 3 519.36 512.54 113.26 6.02% 306 305 8 3.84 D Existing Road 0.75 7.79 400 402 2 238 236 80 2.50%0.17 D Park 0.30 402 404 3 224 205.2 940 2.00% 402 404 8 13.56 D Park 0.30 404 404 8 0.15 A Basin 0.20 404 405 3 209 206 30 10.00% 405 405 10 1 504 506 2 340 300 100 40.00%0.29 D Slopes-Rolling 0.50 506 507 5 300 240 830 7.23%13.13 D Slopes-Rolling 0.50 507 513 3 220 212 500 1.60% 513 513 1 2:1 509 511 2 325 318 100 7.00%0.3 D Slopes-Rolling 0.50 511 513 5 318 222 930 10.32%13.77 D Slopes-Rolling 0.50 513 513 1 2:2 513 405 3 212 207 834 0.60% 405 405 11 1 405 405 12 1 405 406 3 206 180 740 3.51% 406 406 1 2:1 EVENT Q (CFS)A (AC)TC (MIN) EVENT Q (CFS)A (AC)TC (MIN) 406 406 7 100-YR 347.24 181.2 21.39 50-YR 306.14 181.2 21.52 2:2 406 406 1 408 406 8 1.38 D Slopes 0.60 1 518 406 8 0.54 D Slopes 0.60 510 406 8 1.58 D Slopes 0.60 511 406 8 4.35 D Slopes-Rolling 0.50 230.42 +181.2 500 501 2 600 590 100 10.00%0.36 D Slopes 0.60 501 502 5 590 375 3530 6.09%12.33 D Slopes-rolling 0.50 502 503 3 375 335 874 503 503 8 4.81 D Slopes-rolling 0.50 17.5 600 601 2 374 340 100 34.00%0.18 D Slopes 0.60 601 602 5 340 305 600 5.83%1.56 D Slopes 0.60 1.74 Total Area 545.84 Nodes with land use labeled as "Roads"are composed by road, median landscape, parkways, and lanscape buffers and have an assumed 88% imperviousnes. This number will be reconciled during final engineering. Nodes 242-244 have additional lanscape not accounted for by the street cross sections defined in the TM. This series has a lower runoff coefficient when compared to other similar series due to 1.45 acres of landscape that are not covered as "parkways, or landscape buffers" that drain into the streets. C=0.45 for landscape C=0.45 for landscape, 0.60 for slope C=0.45 for landscape, 0.60 for slope C=0.45 for landscape C=0.45 for landscape C=0.45 for landscape C=0.45 for landscape C=0.45 for landscape C=0.45 for landscape, 0.60 for slope C=0.45 for landscape, 0.60 for slope 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 8 East * * 100-Year Developed Condition * * DLN: 0920, W.O. 2395-0039 * ************************************************************************** FILE NAME: R:\0920\HYD\TM\DR\CALCS\AES\100PR.DAT TIME/DATE OF STUDY: 08:49 09/15/2023 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.350 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.* +--------------------------------------------------------------------------+ | AREA TRIBUTARY TO DETENTION BASIN | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00 UPSTREAM ELEVATION(FEET) = 574.80 Page 1 100PR.OUT DOWNSTREAM ELEVATION(FEET) = 574.10 ELEVATION DIFFERENCE(FEET) = 0.70 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.955 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.192 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.60 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.60 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 563.10 DOWNSTREAM(FEET) = 554.15 FLOW LENGTH(FEET) = 1100.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.06 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.60 PIPE TRAVEL TIME(MIN.) = 5.99 Tc(MIN.) = 10.95 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 103.00 = 1165.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.735 DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7500 SUBAREA AREA(ACRES) = 8.66 SUBAREA RUNOFF(CFS) = 24.26 TOTAL AREA(ACRES) = 8.8 TOTAL RUNOFF(CFS) = 24.62 TC(MIN.) = 10.95 **************************************************************************** FLOW PROCESS FROM NODE 103.00 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) = 554.15 DOWNSTREAM(FEET) = 551.80 FLOW LENGTH(FEET) = 470.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.34 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.62 PIPE TRAVEL TIME(MIN.) = 1.24 Tc(MIN.) = 12.18 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 106.00 = 1635.00 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.) = 12.18 RAINFALL INTENSITY(INCH/HR) = 3.49 TOTAL STREAM AREA(ACRES) = 8.79 PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.62 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8500 Page 2 100PR.OUT INITIAL SUBAREA FLOW-LENGTH(FEET) = 64.00 UPSTREAM ELEVATION(FEET) = 572.30 DOWNSTREAM ELEVATION(FEET) = 571.20 ELEVATION DIFFERENCE(FEET) = 1.10 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.005 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.192 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.95 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.95 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 571.20 DOWNSTREAM ELEVATION(FEET) = 560.00 STREET LENGTH(FEET) = 900.00 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 = 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) = 7.45 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.67 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.94 STREET FLOW TRAVEL TIME(MIN.) = 5.62 Tc(MIN.) = 8.63 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.355 *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8500 AREA-AVERAGE RUNOFF COEFFICIENT = 0.850 SUBAREA AREA(ACRES) = 3.42 SUBAREA RUNOFF(CFS) = 12.66 TOTAL AREA(ACRES) = 3.6 PEAK FLOW RATE(CFS) = 13.33 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.35 FLOW VELOCITY(FEET/SEC.) = 3.06 DEPTH*VELOCITY(FT*FT/SEC.) = 1.26 LONGEST FLOWPATH FROM NODE 104.00 TO NODE 106.00 = 964.00 FEET. **************************************************************************** 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.) = 8.63 RAINFALL INTENSITY(INCH/HR) = 4.35 TOTAL STREAM AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.33 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 24.62 12.18 3.486 8.79 2 13.33 8.63 4.355 3.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Page 3 100PR.OUT STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 30.77 8.63 4.355 2 35.29 12.18 3.486 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 35.29 Tc(MIN.) = 12.18 TOTAL AREA(ACRES) = 12.4 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 106.00 = 1635.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 110.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 551.80 DOWNSTREAM(FEET) = 490.17 FLOW LENGTH(FEET) = 1110.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 17.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.79 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 35.29 PIPE TRAVEL TIME(MIN.) = 1.10 Tc(MIN.) = 13.28 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 110.00 = 2745.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 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.) = 13.28 RAINFALL INTENSITY(INCH/HR) = 3.30 TOTAL STREAM AREA(ACRES) = 12.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 35.29 **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 559.60 DOWNSTREAM ELEVATION(FEET) = 557.05 ELEVATION DIFFERENCE(FEET) = 2.55 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.735 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.192 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.74 **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 110.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 4 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 557.05 DOWNSTREAM ELEVATION(FEET) = 495.00 STREET LENGTH(FEET) = 834.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 25.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 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 Page 4 100PR.OUT Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.63 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.04 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.80 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.19 STREET FLOW TRAVEL TIME(MIN.) = 2.90 Tc(MIN.) = 5.63 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.735 *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8500 AREA-AVERAGE RUNOFF COEFFICIENT = 0.850 SUBAREA AREA(ACRES) = 1.59 SUBAREA RUNOFF(CFS) = 7.75 TOTAL AREA(ACRES) = 1.7 PEAK FLOW RATE(CFS) = 8.43 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.10 FLOW VELOCITY(FEET/SEC.) = 5.44 DEPTH*VELOCITY(FT*FT/SEC.) = 1.57 LONGEST FLOWPATH FROM NODE 107.00 TO NODE 110.00 = 914.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 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) = 5.73 TOTAL STREAM AREA(ACRES) = 1.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.43 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 35.29 13.28 3.297 12.39 2 8.43 5.63 5.735 1.73 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 28.72 5.63 5.735 2 40.14 13.28 3.297 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 40.14 Tc(MIN.) = 13.28 TOTAL AREA(ACRES) = 14.1 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 110.00 = 2745.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 124.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 487.00 DOWNSTREAM(FEET) = 480.80 FLOW LENGTH(FEET) = 152.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.67 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 40.14 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 13.45 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 124.00 = 2897.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 124.00 IS CODE = 10 Page 5 100PR.OUT ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 114.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 518.00 DOWNSTREAM ELEVATION(FEET) = 516.50 ELEVATION DIFFERENCE(FEET) = 1.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.330 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.192 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.93 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.93 **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 116.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 505.00 DOWNSTREAM(FEET) = 489.00 FLOW LENGTH(FEET) = 800.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.78 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.93 PIPE TRAVEL TIME(MIN.) = 2.79 Tc(MIN.) = 7.12 LONGEST FLOWPATH FROM NODE 112.00 TO NODE 116.00 = 875.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 116.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.928 DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7500 SUBAREA AREA(ACRES) = 9.39 SUBAREA RUNOFF(CFS) = 34.71 TOTAL AREA(ACRES) = 9.6 TOTAL RUNOFF(CFS) = 35.45 TC(MIN.) = 7.12 **************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 116.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.928 VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7311 SUBAREA AREA(ACRES) = 1.38 SUBAREA RUNOFF(CFS) = 4.08 TOTAL AREA(ACRES) = 11.0 TOTAL RUNOFF(CFS) = 39.53 TC(MIN.) = 7.12 **************************************************************************** FLOW PROCESS FROM NODE 116.00 TO NODE 122.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 489.00 DOWNSTREAM(FEET) = 482.00 FLOW LENGTH(FEET) = 560.00 MANNING'S N = 0.013 Page 6 100PR.OUT DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.04 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 39.53 PIPE TRAVEL TIME(MIN.) = 0.93 Tc(MIN.) = 8.05 LONGEST FLOWPATH FROM NODE 112.00 TO NODE 122.00 = 1435.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 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.) = 8.05 RAINFALL INTENSITY(INCH/HR) = 4.55 TOTAL STREAM AREA(ACRES) = 10.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 39.53 **************************************************************************** FLOW PROCESS FROM NODE 118.00 TO NODE 120.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) = 503.90 DOWNSTREAM ELEVATION(FEET) = 503.10 ELEVATION DIFFERENCE(FEET) = 0.80 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.167 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.192 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 1.26 TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 1.26 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 122.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 5 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 503.10 DOWNSTREAM ELEVATION(FEET) = 493.00 STREET LENGTH(FEET) = 750.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 25.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 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) = 5.23 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.57 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.53 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.80 STREET FLOW TRAVEL TIME(MIN.) = 4.94 Tc(MIN.) = 8.11 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.534 *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8500 AREA-AVERAGE RUNOFF COEFFICIENT = 0.850 SUBAREA AREA(ACRES) = 2.01 SUBAREA RUNOFF(CFS) = 7.75 TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 8.67 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.82 Page 7 100PR.OUT FLOW VELOCITY(FEET/SEC.) = 2.86 DEPTH*VELOCITY(FT*FT/SEC.) = 1.04 LONGEST FLOWPATH FROM NODE 118.00 TO NODE 122.00 = 810.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 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.) = 8.11 RAINFALL INTENSITY(INCH/HR) = 4.53 TOTAL STREAM AREA(ACRES) = 2.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.67 **************************************************************************** FLOW PROCESS FROM NODE 123.00 TO NODE 126.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 516.00 DOWNSTREAM ELEVATION(FEET) = 514.50 ELEVATION DIFFERENCE(FEET) = 1.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.330 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.192 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.79 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.79 **************************************************************************** FLOW PROCESS FROM NODE 126.00 TO NODE 122.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 503.00 DOWNSTREAM(FEET) = 482.00 FLOW LENGTH(FEET) = 890.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.81 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.79 PIPE TRAVEL TIME(MIN.) = 3.08 Tc(MIN.) = 7.41 LONGEST FLOWPATH FROM NODE 123.00 TO NODE 122.00 = 965.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 126.00 TO NODE 122.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.803 DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7500 SUBAREA AREA(ACRES) = 9.63 SUBAREA RUNOFF(CFS) = 34.69 TOTAL AREA(ACRES) = 9.8 TOTAL RUNOFF(CFS) = 35.30 TC(MIN.) = 7.41 **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 122.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.803 VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7326 SUBAREA AREA(ACRES) = 1.29 SUBAREA RUNOFF(CFS) = 3.72 Page 8 100PR.OUT TOTAL AREA(ACRES) = 11.1 TOTAL RUNOFF(CFS) = 39.02 TC(MIN.) = 7.41 **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 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.) = 7.41 RAINFALL INTENSITY(INCH/HR) = 4.80 TOTAL STREAM AREA(ACRES) = 11.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 39.02 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 39.53 8.05 4.553 10.97 2 8.67 8.11 4.534 2.25 3 39.02 7.41 4.803 11.09 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 83.34 7.41 4.803 2 85.13 8.05 4.553 3 84.86 8.11 4.534 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 85.13 Tc(MIN.) = 8.05 TOTAL AREA(ACRES) = 24.3 LONGEST FLOWPATH FROM NODE 112.00 TO NODE 122.00 = 1435.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 124.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 482.00 DOWNSTREAM(FEET) = 480.80 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.21 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 85.13 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 8.23 LONGEST FLOWPATH FROM NODE 112.00 TO NODE 124.00 = 1555.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 124.00 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 85.13 8.23 4.489 24.31 LONGEST FLOWPATH FROM NODE 112.00 TO NODE 124.00 = 1555.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 40.14 13.45 3.271 14.12 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 124.00 = 2897.00 FEET. Page 9 100PR.OUT ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 109.70 8.23 4.489 2 102.17 13.45 3.271 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 109.70 Tc(MIN.) = 8.23 TOTAL AREA(ACRES) = 38.4 **************************************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 124.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 127.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 480.80 DOWNSTREAM(FEET) = 468.00 FLOW LENGTH(FEET) = 344.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.54 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 109.70 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 8.52 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 127.00 = 3241.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 127.00 TO NODE 127.00 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.) = 8.52 RAINFALL INTENSITY(INCH/HR) = 4.39 TOTAL STREAM AREA(ACRES) = 38.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 109.70 **************************************************************************** FLOW PROCESS FROM NODE 128.00 TO NODE 130.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 501.00 DOWNSTREAM ELEVATION(FEET) = 490.50 ELEVATION DIFFERENCE(FEET) = 10.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.924 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.192 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 1.02 TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 1.02 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 127.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 479.50 DOWNSTREAM(FEET) = 468.00 FLOW LENGTH(FEET) = 1068.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.7 INCHES Page 10 100PR.OUT PIPE-FLOW VELOCITY(FEET/SEC.) = 3.94 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.02 PIPE TRAVEL TIME(MIN.) = 4.51 Tc(MIN.) = 7.44 LONGEST FLOWPATH FROM NODE 128.00 TO NODE 127.00 = 1168.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 127.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.792 DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7500 SUBAREA AREA(ACRES) = 10.06 SUBAREA RUNOFF(CFS) = 36.16 TOTAL AREA(ACRES) = 10.3 TOTAL RUNOFF(CFS) = 36.95 TC(MIN.) = 7.44 **************************************************************************** FLOW PROCESS FROM NODE 127.00 TO NODE 127.00 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.) = 7.44 RAINFALL INTENSITY(INCH/HR) = 4.79 TOTAL STREAM AREA(ACRES) = 10.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 36.95 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 109.70 8.52 4.389 38.43 2 36.95 7.44 4.792 10.28 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) 1 132.68 7.44 4.792 2 143.54 8.52 4.389 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 143.54 Tc(MIN.) = 8.52 TOTAL AREA(ACRES) = 48.7 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 127.00 = 3241.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 127.00 TO NODE 132.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 468.00 DOWNSTREAM(FEET) = 456.00 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.35 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 143.54 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 8.87 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 132.00 = 3641.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 132.00 TO NODE 132.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< Page 11 100PR.OUT ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.87 RAINFALL INTENSITY(INCH/HR) = 4.28 TOTAL STREAM AREA(ACRES) = 48.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 143.54 **************************************************************************** FLOW PROCESS FROM NODE 134.00 TO NODE 136.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 84.00 UPSTREAM ELEVATION(FEET) = 493.40 DOWNSTREAM ELEVATION(FEET) = 490.00 ELEVATION DIFFERENCE(FEET) = 3.40 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.588 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.192 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.95 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.95 **************************************************************************** FLOW PROCESS FROM NODE 136.00 TO NODE 132.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 4 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 490.00 DOWNSTREAM ELEVATION(FEET) = 468.00 STREET LENGTH(FEET) = 700.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 25.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 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) = 4.92 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.65 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.49 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.98 STREET FLOW TRAVEL TIME(MIN.) = 3.34 Tc(MIN.) = 5.93 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.548 *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8500 AREA-AVERAGE RUNOFF COEFFICIENT = 0.850 SUBAREA AREA(ACRES) = 1.67 SUBAREA RUNOFF(CFS) = 7.88 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 8.72 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.90 FLOW VELOCITY(FEET/SEC.) = 3.97 DEPTH*VELOCITY(FT*FT/SEC.) = 1.29 LONGEST FLOWPATH FROM NODE 134.00 TO NODE 132.00 = 784.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 132.00 TO NODE 132.00 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: Page 12 100PR.OUT TIME OF CONCENTRATION(MIN.) = 5.93 RAINFALL INTENSITY(INCH/HR) = 5.55 TOTAL STREAM AREA(ACRES) = 1.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.72 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 143.54 8.87 4.278 48.71 2 8.72 5.93 5.548 1.85 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) 1 119.41 5.93 5.548 2 150.27 8.87 4.278 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 150.27 Tc(MIN.) = 8.87 TOTAL AREA(ACRES) = 50.6 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 132.00 = 3641.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 132.00 TO NODE 154.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 456.00 DOWNSTREAM(FEET) = 453.80 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.39 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 150.27 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 8.96 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 154.00 = 3741.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 154.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 138.00 TO NODE 140.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 485.00 DOWNSTREAM ELEVATION(FEET) = 483.50 ELEVATION DIFFERENCE(FEET) = 1.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.330 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.192 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.79 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.79 **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 141.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 482.50 DOWNSTREAM(FEET) = 454.00 FLOW LENGTH(FEET) = 1100.00 MANNING'S N = 0.012 Page 13 100PR.OUT 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.) = 4.96 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.79 PIPE TRAVEL TIME(MIN.) = 3.69 Tc(MIN.) = 8.02 LONGEST FLOWPATH FROM NODE 138.00 TO NODE 141.00 = 1175.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 141.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.563 DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7500 SUBAREA AREA(ACRES) = 5.56 SUBAREA RUNOFF(CFS) = 19.03 TOTAL AREA(ACRES) = 5.7 TOTAL RUNOFF(CFS) = 19.61 TC(MIN.) = 8.02 **************************************************************************** FLOW PROCESS FROM NODE 141.00 TO NODE 142.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 470.00 DOWNSTREAM(FEET) = 454.00 FLOW LENGTH(FEET) = 580.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.49 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.61 PIPE TRAVEL TIME(MIN.) = 0.84 Tc(MIN.) = 8.87 LONGEST FLOWPATH FROM NODE 138.00 TO NODE 142.00 = 1755.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 142.00 TO NODE 142.00 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.) = 8.87 RAINFALL INTENSITY(INCH/HR) = 4.28 TOTAL STREAM AREA(ACRES) = 5.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.61 **************************************************************************** FLOW PROCESS FROM NODE 144.00 TO NODE 146.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 64.00 UPSTREAM ELEVATION(FEET) = 476.50 DOWNSTREAM ELEVATION(FEET) = 475.38 ELEVATION DIFFERENCE(FEET) = 1.12 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.987 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.192 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.95 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.95 **************************************************************************** FLOW PROCESS FROM NODE 146.00 TO NODE 142.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ Page 14 100PR.OUT UPSTREAM ELEVATION(FEET) = 475.38 DOWNSTREAM ELEVATION(FEET) = 466.98 STREET LENGTH(FEET) = 560.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 24.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 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) = 3.82 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.10 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.47 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.71 STREET FLOW TRAVEL TIME(MIN.) = 3.78 Tc(MIN.) = 6.77 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.091 *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8500 AREA-AVERAGE RUNOFF COEFFICIENT = 0.850 SUBAREA AREA(ACRES) = 1.31 SUBAREA RUNOFF(CFS) = 5.67 TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 6.45 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.24 FLOW VELOCITY(FEET/SEC.) = 2.77 DEPTH*VELOCITY(FT*FT/SEC.) = 0.92 LONGEST FLOWPATH FROM NODE 144.00 TO NODE 142.00 = 624.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 142.00 TO NODE 142.00 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.) = 6.77 RAINFALL INTENSITY(INCH/HR) = 5.09 TOTAL STREAM AREA(ACRES) = 1.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.45 **************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 137.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 483.00 DOWNSTREAM ELEVATION(FEET) = 481.50 ELEVATION DIFFERENCE(FEET) = 1.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.330 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.192 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.51 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.51 **************************************************************************** FLOW PROCESS FROM NODE 137.00 TO NODE 139.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 471.50 DOWNSTREAM(FEET) = 457.00 FLOW LENGTH(FEET) = 540.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.2 INCHES Page 15 100PR.OUT PIPE-FLOW VELOCITY(FEET/SEC.) = 4.18 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.51 PIPE TRAVEL TIME(MIN.) = 2.15 Tc(MIN.) = 6.49 LONGEST FLOWPATH FROM NODE 135.00 TO NODE 139.00 = 615.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 137.00 TO NODE 139.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.235 *USER SPECIFIED(SUBAREA): DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7500 SUBAREA AREA(ACRES) = 4.90 SUBAREA RUNOFF(CFS) = 19.24 TOTAL AREA(ACRES) = 5.0 TOTAL RUNOFF(CFS) = 19.67 TC(MIN.) = 6.49 **************************************************************************** FLOW PROCESS FROM NODE 139.00 TO NODE 142.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 457.00 DOWNSTREAM(FEET) = 454.00 FLOW LENGTH(FEET) = 48.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.62 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.67 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 6.54 LONGEST FLOWPATH FROM NODE 135.00 TO NODE 142.00 = 663.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 142.00 TO NODE 142.00 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.) = 6.54 RAINFALL INTENSITY(INCH/HR) = 5.21 TOTAL STREAM AREA(ACRES) = 5.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.67 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 19.61 8.87 4.279 5.73 2 6.45 6.77 5.091 1.49 3 19.67 6.54 5.209 5.01 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 40.35 6.54 5.209 2 40.66 6.77 5.091 3 41.19 8.87 4.279 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 41.19 Tc(MIN.) = 8.87 TOTAL AREA(ACRES) = 12.2 LONGEST FLOWPATH FROM NODE 138.00 TO NODE 142.00 = 1755.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 142.00 TO NODE 154.00 IS CODE = 31 Page 16 100PR.OUT ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 454.00 DOWNSTREAM(FEET) = 451.50 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.20 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 41.19 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 8.99 LONGEST FLOWPATH FROM NODE 138.00 TO NODE 154.00 = 1855.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 154.00 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.) = 8.99 RAINFALL INTENSITY(INCH/HR) = 4.24 TOTAL STREAM AREA(ACRES) = 12.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 41.19 **************************************************************************** FLOW PROCESS FROM NODE 148.00 TO NODE 150.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ PARKS, GOLF COURSES RUNOFF COEFFICIENT = .3000 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 485.00 DOWNSTREAM ELEVATION(FEET) = 483.50 ELEVATION DIFFERENCE(FEET) = 1.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.898 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.986 SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.22 **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 152.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 481.50 DOWNSTREAM(FEET) = 463.00 FLOW LENGTH(FEET) = 740.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.37 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.22 PIPE TRAVEL TIME(MIN.) = 3.66 Tc(MIN.) = 13.55 LONGEST FLOWPATH FROM NODE 148.00 TO NODE 152.00 = 815.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 152.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.254 PARKS, GOLF COURSES RUNOFF COEFFICIENT = .3000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.3000 SUBAREA AREA(ACRES) = 6.58 SUBAREA RUNOFF(CFS) = 6.42 TOTAL AREA(ACRES) = 6.8 TOTAL RUNOFF(CFS) = 6.60 TC(MIN.) = 13.55 **************************************************************************** Page 17 100PR.OUT FLOW PROCESS FROM NODE 152.00 TO NODE 154.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 463.00 DOWNSTREAM(FEET) = 451.50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.56 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.60 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 13.84 LONGEST FLOWPATH FROM NODE 148.00 TO NODE 154.00 = 1015.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 154.00 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.) = 13.84 RAINFALL INTENSITY(INCH/HR) = 3.21 TOTAL STREAM AREA(ACRES) = 6.76 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.60 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 41.19 8.99 4.240 12.23 2 6.60 13.84 3.210 6.76 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 45.48 8.99 4.240 2 37.79 13.84 3.210 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 45.48 Tc(MIN.) = 8.99 TOTAL AREA(ACRES) = 19.0 LONGEST FLOWPATH FROM NODE 138.00 TO NODE 154.00 = 1855.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 142.00 TO NODE 154.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 454.00 DOWNSTREAM(FEET) = 451.50 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.32 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 45.48 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 9.12 LONGEST FLOWPATH FROM NODE 138.00 TO NODE 154.00 = 1955.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 154.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA Page 18 100PR.OUT NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 45.48 9.12 4.203 18.99 LONGEST FLOWPATH FROM NODE 138.00 TO NODE 154.00 = 1955.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 150.27 8.96 4.249 50.56 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 154.00 = 3741.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 194.98 8.96 4.249 2 194.12 9.12 4.203 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 194.98 Tc(MIN.) = 8.96 TOTAL AREA(ACRES) = 69.5 **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 154.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 158.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 451.50 DOWNSTREAM(FEET) = 395.40 FLOW LENGTH(FEET) = 840.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 27.79 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 194.98 PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 9.47 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 158.00 = 4581.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 158.00 TO NODE 158.00 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.) = 9.47 RAINFALL INTENSITY(INCH/HR) = 4.10 TOTAL STREAM AREA(ACRES) = 69.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 194.98 **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 156.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .7500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 72.00 UPSTREAM ELEVATION(FEET) = 465.80 DOWNSTREAM ELEVATION(FEET) = 463.80 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.803 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.192 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.79 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.79 **************************************************************************** Page 19 100PR.OUT FLOW PROCESS FROM NODE 156.00 TO NODE 158.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 4 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 463.80 DOWNSTREAM ELEVATION(FEET) = 407.40 STREET LENGTH(FEET) = 811.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 25.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 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) = 9.19 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.55 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.41 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.61 STREET FLOW TRAVEL TIME(MIN.) = 2.50 Tc(MIN.) = 6.30 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.333 *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .7500 AREA-AVERAGE RUNOFF COEFFICIENT = 0.750 SUBAREA AREA(ACRES) = 4.16 SUBAREA RUNOFF(CFS) = 16.64 TOTAL AREA(ACRES) = 4.3 PEAK FLOW RATE(CFS) = 17.32 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.25 FLOW VELOCITY(FEET/SEC.) = 6.26 DEPTH*VELOCITY(FT*FT/SEC.) = 2.20 LONGEST FLOWPATH FROM NODE 154.00 TO NODE 158.00 = 883.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 158.00 TO NODE 158.00 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.) = 6.30 RAINFALL INTENSITY(INCH/HR) = 5.33 TOTAL STREAM AREA(ACRES) = 4.33 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.32 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 194.98 9.47 4.102 69.55 2 17.32 6.30 5.333 4.33 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) 1 147.09 6.30 5.333 2 208.30 9.47 4.102 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 208.30 Tc(MIN.) = 9.47 TOTAL AREA(ACRES) = 73.9 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 158.00 = 4581.00 FEET. **************************************************************************** Page 20 100PR.OUT FLOW PROCESS FROM NODE 158.00 TO NODE 160.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 395.40 DOWNSTREAM(FEET) = 394.20 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 41.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.04 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 208.30 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 9.58 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 160.00 = 4681.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 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.) = 9.58 RAINFALL INTENSITY(INCH/HR) = 4.07 TOTAL STREAM AREA(ACRES) = 73.88 PEAK FLOW RATE(CFS) AT CONFLUENCE = 208.30 **************************************************************************** FLOW PROCESS FROM NODE 161.00 TO NODE 162.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 470.00 DOWNSTREAM ELEVATION(FEET) = 468.50 ELEVATION DIFFERENCE(FEET) = 1.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.330 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.192 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.84 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.84 **************************************************************************** FLOW PROCESS FROM NODE 162.00 TO NODE 163.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 457.50 DOWNSTREAM(FEET) = 443.00 FLOW LENGTH(FEET) = 800.00 MANNING'S N = 0.012 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.) = 4.45 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.84 PIPE TRAVEL TIME(MIN.) = 2.99 Tc(MIN.) = 7.32 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 163.00 = 875.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 162.00 TO NODE 163.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.841 DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7500 SUBAREA AREA(ACRES) = 8.64 SUBAREA RUNOFF(CFS) = 31.37 TOTAL AREA(ACRES) = 8.8 TOTAL RUNOFF(CFS) = 32.02 TC(MIN.) = 7.32 Page 21 100PR.OUT **************************************************************************** FLOW PROCESS FROM NODE 163.00 TO NODE 160.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 443.00 DOWNSTREAM(FEET) = 394.20 FLOW LENGTH(FEET) = 360.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 25.02 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.02 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 7.56 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 160.00 = 1235.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 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.) = 7.56 RAINFALL INTENSITY(INCH/HR) = 4.74 TOTAL STREAM AREA(ACRES) = 8.82 PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.02 **************************************************************************** FLOW PROCESS FROM NODE 164.00 TO NODE 165.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 462.00 DOWNSTREAM ELEVATION(FEET) = 460.50 ELEVATION DIFFERENCE(FEET) = 1.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.330 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.192 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 1.16 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 1.16 **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 166.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 449.50 DOWNSTREAM(FEET) = 432.00 FLOW LENGTH(FEET) = 800.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.27 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.16 PIPE TRAVEL TIME(MIN.) = 2.53 Tc(MIN.) = 6.86 LONGEST FLOWPATH FROM NODE 164.00 TO NODE 166.00 = 875.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 166.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.049 DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7500 SUBAREA AREA(ACRES) = 8.77 SUBAREA RUNOFF(CFS) = 33.21 Page 22 100PR.OUT TOTAL AREA(ACRES) = 9.0 TOTAL RUNOFF(CFS) = 34.15 TC(MIN.) = 6.86 **************************************************************************** FLOW PROCESS FROM NODE 166.00 TO NODE 160.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 432.00 DOWNSTREAM(FEET) = 394.20 FLOW LENGTH(FEET) = 700.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.55 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 34.15 PIPE TRAVEL TIME(MIN.) = 0.70 Tc(MIN.) = 7.57 LONGEST FLOWPATH FROM NODE 164.00 TO NODE 160.00 = 1575.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 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.) = 7.57 RAINFALL INTENSITY(INCH/HR) = 4.74 TOTAL STREAM AREA(ACRES) = 9.02 PEAK FLOW RATE(CFS) AT CONFLUENCE = 34.15 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 208.30 9.58 4.071 73.88 2 32.02 7.56 4.741 8.82 3 34.15 7.57 4.740 9.02 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) 1 245.03 7.56 4.741 2 245.07 7.57 4.740 3 265.13 9.58 4.071 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 265.13 Tc(MIN.) = 9.58 TOTAL AREA(ACRES) = 91.7 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 160.00 = 4681.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 172.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 394.20 DOWNSTREAM(FEET) = 365.00 FLOW LENGTH(FEET) = 700.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 25.21 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 265.13 PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 10.04 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 172.00 = 5381.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 172.00 TO NODE 172.00 IS CODE = 1 ---------------------------------------------------------------------------- Page 23 100PR.OUT >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.04 RAINFALL INTENSITY(INCH/HR) = 3.95 TOTAL STREAM AREA(ACRES) = 91.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 265.13 **************************************************************************** FLOW PROCESS FROM NODE 168.00 TO NODE 170.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00 UPSTREAM ELEVATION(FEET) = 413.00 DOWNSTREAM ELEVATION(FEET) = 411.80 ELEVATION DIFFERENCE(FEET) = 1.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.957 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.192 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.63 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.63 **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 172.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 4 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 411.80 DOWNSTREAM ELEVATION(FEET) = 381.80 STREET LENGTH(FEET) = 850.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 25.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 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) = 3.84 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.58 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.49 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.90 STREET FLOW TRAVEL TIME(MIN.) = 4.06 Tc(MIN.) = 7.02 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.974 *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8500 AREA-AVERAGE RUNOFF COEFFICIENT = 0.850 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 6.34 TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) = 6.85 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.73 FLOW VELOCITY(FEET/SEC.) = 3.89 DEPTH*VELOCITY(FT*FT/SEC.) = 1.17 LONGEST FLOWPATH FROM NODE 168.00 TO NODE 172.00 = 915.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 172.00 TO NODE 172.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 Page 24 100PR.OUT CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.02 RAINFALL INTENSITY(INCH/HR) = 4.97 TOTAL STREAM AREA(ACRES) = 1.62 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.85 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 265.13 10.04 3.949 91.72 2 6.85 7.02 4.974 1.62 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) 1 217.36 7.02 4.974 2 270.57 10.04 3.949 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 270.57 Tc(MIN.) = 10.04 TOTAL AREA(ACRES) = 93.3 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 172.00 = 5381.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 172.00 TO NODE 172.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 202.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 506.00 DOWNSTREAM ELEVATION(FEET) = 504.50 ELEVATION DIFFERENCE(FEET) = 1.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.330 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.192 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.98 TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 0.98 **************************************************************************** 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) = 493.50 DOWNSTREAM(FEET) = 479.00 FLOW LENGTH(FEET) = 770.00 MANNING'S N = 0.012 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.) = 4.74 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.98 PIPE TRAVEL TIME(MIN.) = 2.71 Tc(MIN.) = 7.04 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 204.00 = 845.00 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) = 4.966 Page 25 100PR.OUT DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7500 SUBAREA AREA(ACRES) = 8.99 SUBAREA RUNOFF(CFS) = 33.48 TOTAL AREA(ACRES) = 9.2 TOTAL RUNOFF(CFS) = 34.27 TC(MIN.) = 7.04 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 206.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.966 VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7324 SUBAREA AREA(ACRES) = 1.22 SUBAREA RUNOFF(CFS) = 3.64 TOTAL AREA(ACRES) = 10.4 TOTAL RUNOFF(CFS) = 37.90 TC(MIN.) = 7.04 **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 206.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 501.40 DOWNSTREAM(FEET) = 470.00 FLOW LENGTH(FEET) = 530.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.13 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 37.90 PIPE TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 7.53 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 206.00 = 1375.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 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.) = 7.53 RAINFALL INTENSITY(INCH/HR) = 4.76 TOTAL STREAM AREA(ACRES) = 10.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 37.90 **************************************************************************** FLOW PROCESS FROM NODE 208.00 TO NODE 210.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 503.50 DOWNSTREAM ELEVATION(FEET) = 502.00 ELEVATION DIFFERENCE(FEET) = 1.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.330 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.192 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.79 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.79 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 206.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 491.00 DOWNSTREAM(FEET) = 470.00 Page 26 100PR.OUT FLOW LENGTH(FEET) = 760.00 MANNING'S N = 0.012 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.) = 5.08 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.79 PIPE TRAVEL TIME(MIN.) = 2.49 Tc(MIN.) = 6.82 LONGEST FLOWPATH FROM NODE 208.00 TO NODE 206.00 = 835.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 206.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.066 DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7500 SUBAREA AREA(ACRES) = 9.40 SUBAREA RUNOFF(CFS) = 35.72 TOTAL AREA(ACRES) = 9.6 TOTAL RUNOFF(CFS) = 36.36 TC(MIN.) = 6.82 **************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 206.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.066 VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7441 SUBAREA AREA(ACRES) = 0.39 SUBAREA RUNOFF(CFS) = 1.19 TOTAL AREA(ACRES) = 10.0 TOTAL RUNOFF(CFS) = 37.55 TC(MIN.) = 6.82 **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 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.) = 6.82 RAINFALL INTENSITY(INCH/HR) = 5.07 TOTAL STREAM AREA(ACRES) = 9.96 PEAK FLOW RATE(CFS) AT CONFLUENCE = 37.55 **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 214.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) = 493.40 DOWNSTREAM ELEVATION(FEET) = 492.50 ELEVATION DIFFERENCE(FEET) = 0.90 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.045 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.192 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 1.11 TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 1.11 **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 206.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 5 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 492.50 DOWNSTREAM ELEVATION(FEET) = 480.90 Page 27 100PR.OUT STREET LENGTH(FEET) = 925.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 25.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 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) = 4.60 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.14 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.41 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.75 STREET FLOW TRAVEL TIME(MIN.) = 6.39 Tc(MIN.) = 9.44 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.110 *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8500 AREA-AVERAGE RUNOFF COEFFICIENT = 0.850 SUBAREA AREA(ACRES) = 1.95 SUBAREA RUNOFF(CFS) = 6.81 TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 7.55 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.32 FLOW VELOCITY(FEET/SEC.) = 2.69 DEPTH*VELOCITY(FT*FT/SEC.) = 0.95 LONGEST FLOWPATH FROM NODE 212.00 TO NODE 206.00 = 985.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 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.) = 9.44 RAINFALL INTENSITY(INCH/HR) = 4.11 TOTAL STREAM AREA(ACRES) = 2.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.55 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 37.90 7.53 4.756 10.42 2 37.55 6.82 5.066 9.96 3 7.55 9.44 4.110 2.16 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 77.37 6.82 5.066 2 79.17 7.53 4.756 3 70.76 9.44 4.110 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 79.17 Tc(MIN.) = 7.53 TOTAL AREA(ACRES) = 22.5 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 206.00 = 1375.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 213.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< Page 28 100PR.OUT ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 470.00 DOWNSTREAM(FEET) = 430.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.04 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 79.17 PIPE TRAVEL TIME(MIN.) = 0.79 Tc(MIN.) = 8.31 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 213.00 = 2275.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 213.00 TO NODE 213.00 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.) = 8.31 RAINFALL INTENSITY(INCH/HR) = 4.46 TOTAL STREAM AREA(ACRES) = 22.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 79.17 **************************************************************************** FLOW PROCESS FROM NODE 211.00 TO NODE 212.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8000 INITIAL SUBAREA FLOW-LENGTH(FEET) = 78.00 UPSTREAM ELEVATION(FEET) = 481.90 DOWNSTREAM ELEVATION(FEET) = 479.40 ELEVATION DIFFERENCE(FEET) = 2.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.235 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.192 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 1.09 TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 1.09 **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 213.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 5 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 479.40 DOWNSTREAM ELEVATION(FEET) = 440.30 STREET LENGTH(FEET) = 760.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 25.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 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) = 6.22 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.60 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.47 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.24 STREET FLOW TRAVEL TIME(MIN.) = 2.83 Tc(MIN.) = 6.07 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.466 *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8000 AREA-AVERAGE RUNOFF COEFFICIENT = 0.800 SUBAREA AREA(ACRES) = 2.34 SUBAREA RUNOFF(CFS) = 10.23 TOTAL AREA(ACRES) = 2.6 PEAK FLOW RATE(CFS) = 11.19 Page 29 100PR.OUT END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.92 FLOW VELOCITY(FEET/SEC.) = 5.08 DEPTH*VELOCITY(FT*FT/SEC.) = 1.65 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 213.00 = 838.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 213.00 TO NODE 213.00 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.) = 6.07 RAINFALL INTENSITY(INCH/HR) = 5.47 TOTAL STREAM AREA(ACRES) = 2.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.19 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 79.17 8.31 4.460 22.54 2 11.19 6.07 5.466 2.56 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 75.80 6.07 5.466 2 88.31 8.31 4.460 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 88.31 Tc(MIN.) = 8.31 TOTAL AREA(ACRES) = 25.1 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 213.00 = 2275.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 213.00 TO NODE 215.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 430.00 DOWNSTREAM(FEET) = 429.30 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.64 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 88.31 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 8.41 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 215.00 = 2340.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 215.00 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.) = 8.41 RAINFALL INTENSITY(INCH/HR) = 4.43 TOTAL STREAM AREA(ACRES) = 25.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 88.31 **************************************************************************** FLOW PROCESS FROM NODE 216.00 TO NODE 218.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ Page 30 100PR.OUT *USER SPECIFIED(SUBAREA): DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .8000 INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 486.00 DOWNSTREAM ELEVATION(FEET) = 484.50 ELEVATION DIFFERENCE(FEET) = 1.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.712 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.192 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.89 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.89 **************************************************************************** FLOW PROCESS FROM NODE 218.00 TO NODE 220.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 473.50 DOWNSTREAM(FEET) = 457.50 FLOW LENGTH(FEET) = 810.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.68 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.89 PIPE TRAVEL TIME(MIN.) = 2.88 Tc(MIN.) = 6.59 LONGEST FLOWPATH FROM NODE 216.00 TO NODE 220.00 = 885.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 218.00 TO NODE 220.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.179 *USER SPECIFIED(SUBAREA): DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .8000 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 9.84 SUBAREA RUNOFF(CFS) = 40.77 TOTAL AREA(ACRES) = 10.0 TOTAL RUNOFF(CFS) = 41.52 TC(MIN.) = 6.59 **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 215.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 457.50 DOWNSTREAM(FEET) = 429.30 FLOW LENGTH(FEET) = 220.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 24.69 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 41.52 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 6.74 LONGEST FLOWPATH FROM NODE 216.00 TO NODE 215.00 = 1105.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 215.00 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.) = 6.74 RAINFALL INTENSITY(INCH/HR) = 5.11 TOTAL STREAM AREA(ACRES) = 10.02 PEAK FLOW RATE(CFS) AT CONFLUENCE = 41.52 **************************************************************************** FLOW PROCESS FROM NODE 222.00 TO NODE 224.00 IS CODE = 21 ---------------------------------------------------------------------------- Page 31 100PR.OUT >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8000 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 465.80 DOWNSTREAM ELEVATION(FEET) = 463.20 ELEVATION DIFFERENCE(FEET) = 2.60 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.261 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.192 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 1.29 TOTAL AREA(ACRES) = 0.26 TOTAL RUNOFF(CFS) = 1.29 **************************************************************************** FLOW PROCESS FROM NODE 224.00 TO NODE 214.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 463.20 DOWNSTREAM ELEVATION(FEET) = 440.90 STREET LENGTH(FEET) = 1020.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 24.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 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) = 6.27 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.33 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.17 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.99 STREET FLOW TRAVEL TIME(MIN.) = 5.36 Tc(MIN.) = 8.62 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.356 *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8000 AREA-AVERAGE RUNOFF COEFFICIENT = 0.800 SUBAREA AREA(ACRES) = 2.78 SUBAREA RUNOFF(CFS) = 9.69 TOTAL AREA(ACRES) = 3.0 PEAK FLOW RATE(CFS) = 10.59 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.63 FLOW VELOCITY(FEET/SEC.) = 3.60 DEPTH*VELOCITY(FT*FT/SEC.) = 1.29 LONGEST FLOWPATH FROM NODE 222.00 TO NODE 214.00 = 1100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 215.00 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.) = 8.62 RAINFALL INTENSITY(INCH/HR) = 4.36 TOTAL STREAM AREA(ACRES) = 3.04 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.59 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 88.31 8.41 4.429 25.10 2 41.52 6.74 5.106 10.02 3 10.59 8.62 4.356 3.04 Page 32 100PR.OUT 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) 1 126.40 6.74 5.106 2 134.64 8.41 4.429 3 132.88 8.62 4.356 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 134.64 Tc(MIN.) = 8.41 TOTAL AREA(ACRES) = 38.2 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 215.00 = 2340.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 226.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 429.30 DOWNSTREAM(FEET) = 420.00 FLOW LENGTH(FEET) = 774.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 35.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.45 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 134.64 PIPE TRAVEL TIME(MIN.) = 0.96 Tc(MIN.) = 9.37 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 226.00 = 3114.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 226.00 TO NODE 226.00 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.) = 9.37 RAINFALL INTENSITY(INCH/HR) = 4.13 TOTAL STREAM AREA(ACRES) = 38.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 134.64 **************************************************************************** FLOW PROCESS FROM NODE 228.00 TO NODE 230.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 451.00 DOWNSTREAM ELEVATION(FEET) = 449.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.935 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.192 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.84 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.84 **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 226.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 438.00 DOWNSTREAM(FEET) = 420.00 FLOW LENGTH(FEET) = 790.00 MANNING'S N = 0.012 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.) = 4.83 Page 33 100PR.OUT ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.84 PIPE TRAVEL TIME(MIN.) = 2.73 Tc(MIN.) = 6.66 LONGEST FLOWPATH FROM NODE 228.00 TO NODE 226.00 = 865.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 226.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.146 DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7500 SUBAREA AREA(ACRES) = 9.99 SUBAREA RUNOFF(CFS) = 38.56 TOTAL AREA(ACRES) = 10.2 TOTAL RUNOFF(CFS) = 39.25 TC(MIN.) = 6.66 **************************************************************************** FLOW PROCESS FROM NODE 226.00 TO NODE 226.00 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.) = 6.66 RAINFALL INTENSITY(INCH/HR) = 5.15 TOTAL STREAM AREA(ACRES) = 10.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 39.25 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 134.64 9.37 4.131 38.16 2 39.25 6.66 5.146 10.17 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) 1 147.32 6.66 5.146 2 166.15 9.37 4.131 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 166.15 Tc(MIN.) = 9.37 TOTAL AREA(ACRES) = 48.3 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 226.00 = 3114.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 226.00 TO NODE 258.00 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) = 380.00 FLOW LENGTH(FEET) = 180.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 42.32 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 166.15 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 9.44 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 258.00 = 3294.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 258.00 TO NODE 258.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ Page 34 100PR.OUT TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.44 RAINFALL INTENSITY(INCH/HR) = 4.11 TOTAL STREAM AREA(ACRES) = 48.33 PEAK FLOW RATE(CFS) AT CONFLUENCE = 166.15 **************************************************************************** FLOW PROCESS FROM NODE 254.00 TO NODE 256.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .7800 INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00 UPSTREAM ELEVATION(FEET) = 408.50 DOWNSTREAM ELEVATION(FEET) = 407.20 ELEVATION DIFFERENCE(FEET) = 1.30 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.686 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.192 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.87 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.87 **************************************************************************** FLOW PROCESS FROM NODE 256.00 TO NODE 258.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 407.20 DOWNSTREAM ELEVATION(FEET) = 392.50 STREET LENGTH(FEET) = 1060.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 38.00 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 = 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) = 8.78 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.84 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.89 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.05 STREET FLOW TRAVEL TIME(MIN.) = 6.12 Tc(MIN.) = 9.80 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.010 *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .7800 AREA-AVERAGE RUNOFF COEFFICIENT = 0.780 SUBAREA AREA(ACRES) = 4.88 SUBAREA RUNOFF(CFS) = 15.26 TOTAL AREA(ACRES) = 5.1 PEAK FLOW RATE(CFS) = 15.83 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.00 FLOW VELOCITY(FEET/SEC.) = 3.34 DEPTH*VELOCITY(FT*FT/SEC.) = 1.42 LONGEST FLOWPATH FROM NODE 254.00 TO NODE 258.00 = 1125.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 259.00 TO NODE 258.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.010 *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .7800 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7800 Page 35 100PR.OUT SUBAREA AREA(ACRES) = 3.22 SUBAREA RUNOFF(CFS) = 10.07 TOTAL AREA(ACRES) = 8.3 TOTAL RUNOFF(CFS) = 25.90 TC(MIN.) = 9.80 **************************************************************************** FLOW PROCESS FROM NODE 258.00 TO NODE 258.00 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.) = 9.80 RAINFALL INTENSITY(INCH/HR) = 4.01 TOTAL STREAM AREA(ACRES) = 8.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 25.90 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 166.15 9.44 4.111 48.33 2 25.90 9.80 4.010 8.28 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) 1 191.08 9.44 4.111 2 188.00 9.80 4.010 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 191.08 Tc(MIN.) = 9.44 TOTAL AREA(ACRES) = 56.6 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 258.00 = 3294.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 258.00 TO NODE 172.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 380.00 DOWNSTREAM(FEET) = 365.00 FLOW LENGTH(FEET) = 530.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 36.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.92 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 191.08 PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 9.88 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 172.00 = 3824.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 172.00 TO NODE 172.00 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) 1 191.08 9.88 3.991 56.61 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 172.00 = 3824.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 270.57 10.04 3.949 93.34 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 172.00 = 5381.00 FEET. ** PEAK FLOW RATE TABLE ** Page 36 100PR.OUT STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 457.28 9.88 3.991 2 459.65 10.04 3.949 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 459.65 Tc(MIN.) = 10.04 TOTAL AREA(ACRES) = 150.0 **************************************************************************** FLOW PROCESS FROM NODE 172.00 TO NODE 172.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 172.00 TO NODE 174.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 365.00 DOWNSTREAM(FEET) = 358.00 FLOW LENGTH(FEET) = 530.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 72.0 INCH PIPE IS 58.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.62 ESTIMATED PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 459.65 PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 10.52 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 174.00 = 5911.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 174.00 TO NODE 174.00 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.) = 10.52 RAINFALL INTENSITY(INCH/HR) = 3.83 TOTAL STREAM AREA(ACRES) = 149.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 459.65 **************************************************************************** FLOW PROCESS FROM NODE 176.00 TO NODE 178.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 390.00 DOWNSTREAM ELEVATION(FEET) = 388.50 ELEVATION DIFFERENCE(FEET) = 1.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.330 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.192 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.74 **************************************************************************** FLOW PROCESS FROM NODE 178.00 TO NODE 180.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 377.50 DOWNSTREAM(FEET) = 369.00 FLOW LENGTH(FEET) = 750.00 MANNING'S N = 0.012 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.) = 3.66 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 Page 37 100PR.OUT PIPE-FLOW(CFS) = 0.74 PIPE TRAVEL TIME(MIN.) = 3.41 Tc(MIN.) = 7.74 LONGEST FLOWPATH FROM NODE 176.00 TO NODE 180.00 = 825.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 178.00 TO NODE 180.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.669 DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7500 SUBAREA AREA(ACRES) = 15.87 SUBAREA RUNOFF(CFS) = 55.58 TOTAL AREA(ACRES) = 16.0 TOTAL RUNOFF(CFS) = 56.14 TC(MIN.) = 7.74 **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 174.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 369.00 DOWNSTREAM(FEET) = 358.00 FLOW LENGTH(FEET) = 760.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.38 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 56.14 PIPE TRAVEL TIME(MIN.) = 1.02 Tc(MIN.) = 8.77 LONGEST FLOWPATH FROM NODE 176.00 TO NODE 174.00 = 1585.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 174.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.310 DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7500 SUBAREA AREA(ACRES) = 16.23 SUBAREA RUNOFF(CFS) = 52.46 TOTAL AREA(ACRES) = 32.3 TOTAL RUNOFF(CFS) = 104.28 TC(MIN.) = 8.77 **************************************************************************** FLOW PROCESS FROM NODE 174.00 TO NODE 174.00 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.) = 8.77 RAINFALL INTENSITY(INCH/HR) = 4.31 TOTAL STREAM AREA(ACRES) = 32.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 104.28 **************************************************************************** FLOW PROCESS FROM NODE 182.00 TO NODE 184.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 405.00 DOWNSTREAM ELEVATION(FEET) = 387.00 ELEVATION DIFFERENCE(FEET) = 18.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.924 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.192 Page 38 100PR.OUT NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.74 **************************************************************************** FLOW PROCESS FROM NODE 184.00 TO NODE 186.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 376.00 DOWNSTREAM(FEET) = 369.00 FLOW LENGTH(FEET) = 800.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.35 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.74 PIPE TRAVEL TIME(MIN.) = 3.98 Tc(MIN.) = 6.90 LONGEST FLOWPATH FROM NODE 182.00 TO NODE 186.00 = 900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 184.00 TO NODE 186.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.028 DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7500 SUBAREA AREA(ACRES) = 13.09 SUBAREA RUNOFF(CFS) = 49.36 TOTAL AREA(ACRES) = 13.2 TOTAL RUNOFF(CFS) = 49.97 TC(MIN.) = 6.90 **************************************************************************** FLOW PROCESS FROM NODE 186.00 TO NODE 174.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 369.00 DOWNSTREAM(FEET) = 358.00 FLOW LENGTH(FEET) = 630.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.84 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 49.97 PIPE TRAVEL TIME(MIN.) = 0.82 Tc(MIN.) = 7.72 LONGEST FLOWPATH FROM NODE 182.00 TO NODE 174.00 = 1530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 186.00 TO NODE 174.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.678 DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7500 SUBAREA AREA(ACRES) = 11.60 SUBAREA RUNOFF(CFS) = 40.70 TOTAL AREA(ACRES) = 24.9 TOTAL RUNOFF(CFS) = 87.18 TC(MIN.) = 7.72 **************************************************************************** FLOW PROCESS FROM NODE 174.00 TO NODE 174.00 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.) = 7.72 RAINFALL INTENSITY(INCH/HR) = 4.68 Page 39 100PR.OUT TOTAL STREAM AREA(ACRES) = 24.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 87.18 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 459.65 10.52 3.833 149.95 2 104.28 8.77 4.310 32.26 3 87.18 7.72 4.678 24.85 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) 1 516.58 7.72 4.678 2 567.83 8.77 4.310 3 623.83 10.52 3.833 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 623.83 Tc(MIN.) = 10.52 TOTAL AREA(ACRES) = 207.1 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 174.00 = 5911.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 174.00 TO NODE 188.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 358.00 DOWNSTREAM(FEET) = 355.00 FLOW LENGTH(FEET) = 180.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 78.0 INCH PIPE IS 62.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 22.05 ESTIMATED PIPE DIAMETER(INCH) = 78.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 623.83 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 10.65 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 188.00 = 6091.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 188.00 TO NODE 188.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.801 PARKS, GOLF COURSES RUNOFF COEFFICIENT = .3000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7417 SUBAREA AREA(ACRES) = 1.22 SUBAREA RUNOFF(CFS) = 1.39 TOTAL AREA(ACRES) = 208.3 TOTAL RUNOFF(CFS) = 623.83 TC(MIN.) = 10.65 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 188.00 TO NODE 190.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 355.00 DOWNSTREAM(FEET) = 305.00 FLOW LENGTH(FEET) = 660.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 45.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 39.28 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 623.83 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 10.93 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 190.00 = 6751.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 10 Page 40 100PR.OUT ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 232.00 TO NODE 234.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 70.00 UPSTREAM ELEVATION(FEET) = 572.30 DOWNSTREAM ELEVATION(FEET) = 570.40 ELEVATION DIFFERENCE(FEET) = 1.90 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.699 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.192 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.74 **************************************************************************** FLOW PROCESS FROM NODE 234.00 TO NODE 236.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 6 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 570.40 DOWNSTREAM ELEVATION(FEET) = 502.90 STREET LENGTH(FEET) = 980.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 16.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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) = 4.52 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.45 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.61 STREET FLOW TRAVEL TIME(MIN.) = 3.00 Tc(MIN.) = 5.70 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.691 *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8500 AREA-AVERAGE RUNOFF COEFFICIENT = 0.850 SUBAREA AREA(ACRES) = 1.56 SUBAREA RUNOFF(CFS) = 7.55 TOTAL AREA(ACRES) = 1.7 PEAK FLOW RATE(CFS) = 8.22 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 10.97 FLOW VELOCITY(FEET/SEC.) = 6.22 DEPTH*VELOCITY(FT*FT/SEC.) = 2.15 LONGEST FLOWPATH FROM NODE 232.00 TO NODE 236.00 = 1050.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 236.00 TO NODE 238.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 499.00 DOWNSTREAM(FEET) = 454.00 FLOW LENGTH(FEET) = 930.00 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.) = 11.51 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 Page 41 100PR.OUT PIPE-FLOW(CFS) = 8.22 PIPE TRAVEL TIME(MIN.) = 1.35 Tc(MIN.) = 7.04 LONGEST FLOWPATH FROM NODE 232.00 TO NODE 238.00 = 1980.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 238.00 TO NODE 238.00 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.) = 7.04 RAINFALL INTENSITY(INCH/HR) = 4.96 TOTAL STREAM AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.22 **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 242.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00 UPSTREAM ELEVATION(FEET) = 503.90 DOWNSTREAM ELEVATION(FEET) = 502.60 ELEVATION DIFFERENCE(FEET) = 1.30 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.880 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.192 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 1.26 TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 1.26 **************************************************************************** FLOW PROCESS FROM NODE 242.00 TO NODE 238.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 6 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 502.60 DOWNSTREAM ELEVATION(FEET) = 467.20 STREET LENGTH(FEET) = 1020.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 16.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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) = 5.76 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.90 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.41 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.52 STREET FLOW TRAVEL TIME(MIN.) = 3.85 Tc(MIN.) = 6.73 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.110 *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8500 AREA-AVERAGE RUNOFF COEFFICIENT = 0.850 SUBAREA AREA(ACRES) = 2.05 SUBAREA RUNOFF(CFS) = 8.90 TOTAL AREA(ACRES) = 2.3 PEAK FLOW RATE(CFS) = 9.95 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.71 FLOW VELOCITY(FEET/SEC.) = 4.98 DEPTH*VELOCITY(FT*FT/SEC.) = 1.99 LONGEST FLOWPATH FROM NODE 240.00 TO NODE 238.00 = 1085.00 FEET. Page 42 100PR.OUT **************************************************************************** FLOW PROCESS FROM NODE 238.00 TO NODE 238.00 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.) = 6.73 RAINFALL INTENSITY(INCH/HR) = 5.11 TOTAL STREAM AREA(ACRES) = 2.29 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.95 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.22 7.04 4.964 1.70 2 9.95 6.73 5.110 2.29 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 17.81 6.73 5.110 2 17.89 7.04 4.964 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.89 Tc(MIN.) = 7.04 TOTAL AREA(ACRES) = 4.0 LONGEST FLOWPATH FROM NODE 232.00 TO NODE 238.00 = 1980.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 238.00 TO NODE 240.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 464.00 DOWNSTREAM(FEET) = 392.50 FLOW LENGTH(FEET) = 990.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.23 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.89 PIPE TRAVEL TIME(MIN.) = 1.02 Tc(MIN.) = 8.06 LONGEST FLOWPATH FROM NODE 232.00 TO NODE 240.00 = 2970.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 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.) = 8.06 RAINFALL INTENSITY(INCH/HR) = 4.55 TOTAL STREAM AREA(ACRES) = 3.99 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.89 **************************************************************************** FLOW PROCESS FROM NODE 242.00 TO NODE 244.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .6900 INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 476.50 DOWNSTREAM ELEVATION(FEET) = 474.10 ELEVATION DIFFERENCE(FEET) = 2.40 Page 43 100PR.OUT URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.337 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.192 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.77 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.77 **************************************************************************** FLOW PROCESS FROM NODE 244.00 TO NODE 240.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 6 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 474.10 DOWNSTREAM ELEVATION(FEET) = 406.50 STREET LENGTH(FEET) = 1250.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 16.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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) = 8.85 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.89 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.78 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.10 STREET FLOW TRAVEL TIME(MIN.) = 3.60 Tc(MIN.) = 7.94 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.594 *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .6900 AREA-AVERAGE RUNOFF COEFFICIENT = 0.690 SUBAREA AREA(ACRES) = 5.02 SUBAREA RUNOFF(CFS) = 15.91 TOTAL AREA(ACRES) = 5.2 PEAK FLOW RATE(CFS) = 16.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.33 FLOW VELOCITY(FEET/SEC.) = 6.68 DEPTH*VELOCITY(FT*FT/SEC.) = 2.89 LONGEST FLOWPATH FROM NODE 242.00 TO NODE 240.00 = 1325.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 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.) = 7.94 RAINFALL INTENSITY(INCH/HR) = 4.59 TOTAL STREAM AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.48 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 17.89 8.06 4.550 3.99 2 16.48 7.94 4.594 5.20 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 34.20 7.94 4.594 2 34.21 8.06 4.550 Page 44 100PR.OUT COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 34.21 Tc(MIN.) = 8.06 TOTAL AREA(ACRES) = 9.2 LONGEST FLOWPATH FROM NODE 232.00 TO NODE 240.00 = 2970.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 242.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 392.50 DOWNSTREAM(FEET) = 391.50 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.94 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 34.21 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 8.25 LONGEST FLOWPATH FROM NODE 232.00 TO NODE 242.00 = 3070.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 242.00 TO NODE 242.00 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.) = 8.25 RAINFALL INTENSITY(INCH/HR) = 4.48 TOTAL STREAM AREA(ACRES) = 9.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 34.21 **************************************************************************** FLOW PROCESS FROM NODE 248.00 TO NODE 250.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 470.00 DOWNSTREAM ELEVATION(FEET) = 468.50 ELEVATION DIFFERENCE(FEET) = 1.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.330 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.192 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.84 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.84 **************************************************************************** FLOW PROCESS FROM NODE 250.00 TO NODE 252.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 457.00 DOWNSTREAM(FEET) = 442.00 FLOW LENGTH(FEET) = 740.00 MANNING'S N = 0.012 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.) = 4.65 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.84 PIPE TRAVEL TIME(MIN.) = 2.65 Tc(MIN.) = 6.98 LONGEST FLOWPATH FROM NODE 248.00 TO NODE 252.00 = 815.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 250.00 TO NODE 252.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ Page 45 100PR.OUT 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.993 DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7500 SUBAREA AREA(ACRES) = 8.11 SUBAREA RUNOFF(CFS) = 30.37 TOTAL AREA(ACRES) = 8.3 TOTAL RUNOFF(CFS) = 31.04 TC(MIN.) = 6.98 **************************************************************************** FLOW PROCESS FROM NODE 252.00 TO NODE 242.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 442.00 DOWNSTREAM(FEET) = 391.50 FLOW LENGTH(FEET) = 260.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 26.95 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 31.04 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 7.14 LONGEST FLOWPATH FROM NODE 248.00 TO NODE 242.00 = 1075.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 242.00 TO NODE 242.00 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.) = 7.14 RAINFALL INTENSITY(INCH/HR) = 4.92 TOTAL STREAM AREA(ACRES) = 8.29 PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.04 **************************************************************************** FLOW PROCESS FROM NODE 244.00 TO NODE 246.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .7900 INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) = 413.00 DOWNSTREAM ELEVATION(FEET) = 412.10 ELEVATION DIFFERENCE(FEET) = 0.90 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.776 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.192 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.88 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.88 **************************************************************************** FLOW PROCESS FROM NODE 246.00 TO NODE 242.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 412.10 DOWNSTREAM ELEVATION(FEET) = 407.00 STREET LENGTH(FEET) = 550.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 38.00 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 = 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 Page 46 100PR.OUT **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.14 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.58 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.58 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.03 STREET FLOW TRAVEL TIME(MIN.) = 3.55 Tc(MIN.) = 7.33 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.839 *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .7900 AREA-AVERAGE RUNOFF COEFFICIENT = 0.790 SUBAREA AREA(ACRES) = 4.77 SUBAREA RUNOFF(CFS) = 18.24 TOTAL AREA(ACRES) = 4.9 PEAK FLOW RATE(CFS) = 18.92 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.45 FLOW VELOCITY(FEET/SEC.) = 2.99 DEPTH*VELOCITY(FT*FT/SEC.) = 1.42 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 550.0 FT WITH ELEVATION-DROP = 5.1 FT, IS 23.3 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 242.00 LONGEST FLOWPATH FROM NODE 244.00 TO NODE 242.00 = 610.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 242.00 TO NODE 242.00 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.) = 7.33 RAINFALL INTENSITY(INCH/HR) = 4.84 TOTAL STREAM AREA(ACRES) = 4.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.92 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 34.21 8.25 4.484 9.19 2 31.04 7.14 4.920 8.29 3 18.92 7.33 4.839 4.95 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 80.67 7.14 4.920 2 81.15 7.33 4.839 3 80.03 8.25 4.484 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 81.15 Tc(MIN.) = 7.33 TOTAL AREA(ACRES) = 22.4 LONGEST FLOWPATH FROM NODE 232.00 TO NODE 242.00 = 3070.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 242.00 TO NODE 190.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 391.50 DOWNSTREAM(FEET) = 305.00 FLOW LENGTH(FEET) = 1620.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 20.74 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 81.15 PIPE TRAVEL TIME(MIN.) = 1.30 Tc(MIN.) = 8.63 LONGEST FLOWPATH FROM NODE 232.00 TO NODE 190.00 = 4690.00 FEET. Page 47 100PR.OUT **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 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 81.15 8.63 4.355 22.43 LONGEST FLOWPATH FROM NODE 232.00 TO NODE 190.00 = 4690.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 623.83 10.93 3.738 208.28 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 190.00 = 6751.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 573.50 8.63 4.355 2 693.49 10.93 3.738 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 693.49 Tc(MIN.) = 10.93 TOTAL AREA(ACRES) = 230.7 **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 192.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 305.00 DOWNSTREAM(FEET) = 218.00 FLOW LENGTH(FEET) = 1200.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 63.0 INCH PIPE IS 47.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 39.69 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 693.49 PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 11.44 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 192.00 = 7951.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 192.00 TO NODE 192.00 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.) = 11.44 RAINFALL INTENSITY(INCH/HR) = 3.63 TOTAL STREAM AREA(ACRES) = 230.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 693.49 **************************************************************************** FLOW PROCESS FROM NODE 194.00 TO NODE 196.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ PARKS, GOLF COURSES RUNOFF COEFFICIENT = .3000 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 338.00 Page 48 100PR.OUT DOWNSTREAM ELEVATION(FEET) = 336.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.490 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.095 SUBAREA RUNOFF(CFS) = 0.42 TOTAL AREA(ACRES) = 0.34 TOTAL RUNOFF(CFS) = 0.42 **************************************************************************** FLOW PROCESS FROM NODE 196.00 TO NODE 192.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 324.00 DOWNSTREAM(FEET) = 218.00 FLOW LENGTH(FEET) = 1415.00 MANNING'S N = 0.012 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.) = 5.99 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.42 PIPE TRAVEL TIME(MIN.) = 3.93 Tc(MIN.) = 13.42 LONGEST FLOWPATH FROM NODE 194.00 TO NODE 192.00 = 1495.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 196.00 TO NODE 192.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.275 PARKS, GOLF COURSES RUNOFF COEFFICIENT = .3000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.3000 SUBAREA AREA(ACRES) = 25.38 SUBAREA RUNOFF(CFS) = 24.93 TOTAL AREA(ACRES) = 25.7 TOTAL RUNOFF(CFS) = 25.27 TC(MIN.) = 13.42 **************************************************************************** FLOW PROCESS FROM NODE 193.00 TO NODE 192.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.275 VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.3151 SUBAREA AREA(ACRES) = 1.36 SUBAREA RUNOFF(CFS) = 2.67 TOTAL AREA(ACRES) = 27.1 TOTAL RUNOFF(CFS) = 27.94 TC(MIN.) = 13.42 **************************************************************************** FLOW PROCESS FROM NODE 192.00 TO NODE 192.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.275 *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (FLAT) RUNOFF COEFFICIENT = .2000 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3068 SUBAREA AREA(ACRES) = 2.09 SUBAREA RUNOFF(CFS) = 1.37 TOTAL AREA(ACRES) = 29.2 TOTAL RUNOFF(CFS) = 29.31 TC(MIN.) = 13.42 **************************************************************************** FLOW PROCESS FROM NODE 192.00 TO NODE 192.00 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.) = 13.42 Page 49 100PR.OUT RAINFALL INTENSITY(INCH/HR) = 3.27 TOTAL STREAM AREA(ACRES) = 29.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 29.31 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 693.49 11.44 3.631 230.71 2 29.31 13.42 3.275 29.17 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) 1 718.46 11.44 3.631 2 654.69 13.42 3.275 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 718.46 Tc(MIN.) = 11.44 TOTAL AREA(ACRES) = 259.9 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 192.00 = 7951.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 192.00 TO NODE 198.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 215.00 DOWNSTREAM(FEET) = 205.00 FLOW LENGTH(FEET) = 247.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 69.0 INCH PIPE IS 56.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 31.68 ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 718.46 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 11.57 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 198.00 = 8198.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 198.00 TO NODE 198.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.605 VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.6943 SUBAREA AREA(ACRES) = 1.08 SUBAREA RUNOFF(CFS) = 2.34 TOTAL AREA(ACRES) = 261.0 TOTAL RUNOFF(CFS) = 718.46 TC(MIN.) = 11.57 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 198.00 TO NODE 198.00 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.) = 11.57 RAINFALL INTENSITY(INCH/HR) = 3.60 TOTAL STREAM AREA(ACRES) = 260.96 PEAK FLOW RATE(CFS) AT CONFLUENCE = 718.46 **************************************************************************** FLOW PROCESS FROM NODE 512.00 TO NODE 514.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 Page 50 100PR.OUT SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 370.00 DOWNSTREAM ELEVATION(FEET) = 320.00 ELEVATION DIFFERENCE(FEET) = 50.00 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) = 6.192 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 1.08 TOTAL AREA(ACRES) = 0.29 TOTAL RUNOFF(CFS) = 1.08 **************************************************************************** FLOW PROCESS FROM NODE 514.00 TO NODE 516.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 320.00 DOWNSTREAM(FEET) = 238.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 750.00 CHANNEL SLOPE = 0.1093 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.572 *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 38.16 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 7.31 AVERAGE FLOW DEPTH(FEET) = 0.38 TRAVEL TIME(MIN.) = 1.71 Tc(MIN.) = 5.89 SUBAREA AREA(ACRES) = 26.24 SUBAREA RUNOFF(CFS) = 73.11 AREA-AVERAGE RUNOFF COEFFICIENT = 0.501 TOTAL AREA(ACRES) = 26.5 PEAK FLOW RATE(CFS) = 74.08 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.54 FLOW VELOCITY(FEET/SEC.) = 8.93 LONGEST FLOWPATH FROM NODE 512.00 TO NODE 516.00 = 850.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 513.00 TO NODE 516.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.572 NORMAL RESIDENTIAL (R1) RUNOFF COEFFICIENT = .6500 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.5060 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 3.26 TOTAL AREA(ACRES) = 27.4 TOTAL RUNOFF(CFS) = 77.34 TC(MIN.) = 5.89 **************************************************************************** FLOW PROCESS FROM NODE 516.00 TO NODE 198.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 228.00 DOWNSTREAM(FEET) = 205.00 FLOW LENGTH(FEET) = 1000.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.10 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 77.34 PIPE TRAVEL TIME(MIN.) = 1.10 Tc(MIN.) = 6.99 LONGEST FLOWPATH FROM NODE 512.00 TO NODE 198.00 = 1850.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 198.00 TO NODE 198.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ Page 51 100PR.OUT TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.99 RAINFALL INTENSITY(INCH/HR) = 4.99 TOTAL STREAM AREA(ACRES) = 27.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 77.34 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 718.46 11.57 3.605 260.96 2 77.34 6.99 4.988 27.43 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) 1 596.58 6.99 4.988 2 774.35 11.57 3.605 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 774.35 Tc(MIN.) = 11.57 TOTAL AREA(ACRES) = 288.4 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 198.00 = 8198.00 FEET. +--------------------------------------------------------------------------+ | MAIN STREET RUNOFF TO VILLAGE 8 WEST | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 302.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 559.60 DOWNSTREAM ELEVATION(FEET) = 557.00 ELEVATION DIFFERENCE(FEET) = 2.60 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.717 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.192 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 1.16 TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 1.16 **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 304.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 557.00 DOWNSTREAM ELEVATION(FEET) = 528.00 STREET LENGTH(FEET) = 900.00 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 = 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) = 9.62 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: Page 52 100PR.OUT STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.27 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.10 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.36 STREET FLOW TRAVEL TIME(MIN.) = 3.66 Tc(MIN.) = 6.37 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.294 *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8500 AREA-AVERAGE RUNOFF COEFFICIENT = 0.850 SUBAREA AREA(ACRES) = 3.73 SUBAREA RUNOFF(CFS) = 16.78 TOTAL AREA(ACRES) = 4.0 PEAK FLOW RATE(CFS) = 17.77 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.23 FLOW VELOCITY(FEET/SEC.) = 4.76 DEPTH*VELOCITY(FT*FT/SEC.) = 1.86 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 304.00 = 980.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 305.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 519.36 DOWNSTREAM(FEET) = 512.54 FLOW LENGTH(FEET) = 113.26 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.13 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.77 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 6.50 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 305.00 = 1093.26 FEET. **************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 305.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.228 *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .7500 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8007 SUBAREA AREA(ACRES) = 3.84 SUBAREA RUNOFF(CFS) = 15.06 TOTAL AREA(ACRES) = 7.8 TOTAL RUNOFF(CFS) = 32.61 TC(MIN.) = 6.50 +--------------------------------------------------------------------------+ | AREA TRIBUTARY TO BIOFILTRATION BASIN | | AREA FROM BASIN COMMINGLES WITH VILLAGE 8 WEST | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 402.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ PARKS, GOLF COURSES RUNOFF COEFFICIENT = .3000 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 238.00 DOWNSTREAM ELEVATION(FEET) = 236.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.490 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.095 SUBAREA RUNOFF(CFS) = 0.21 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.21 **************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 404.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< Page 53 100PR.OUT >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 224.00 DOWNSTREAM(FEET) = 205.20 FLOW LENGTH(FEET) = 940.00 MANNING'S N = 0.012 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.) = 3.06 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.21 PIPE TRAVEL TIME(MIN.) = 5.11 Tc(MIN.) = 14.60 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 404.00 = 1020.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 404.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.101 PARKS, GOLF COURSES RUNOFF COEFFICIENT = .3000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.3000 SUBAREA AREA(ACRES) = 13.56 SUBAREA RUNOFF(CFS) = 12.62 TOTAL AREA(ACRES) = 13.7 TOTAL RUNOFF(CFS) = 12.77 TC(MIN.) = 14.60 **************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 404.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.101 *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (FLAT) RUNOFF COEFFICIENT = .2000 AREA-AVERAGE RUNOFF COEFFICIENT = 0.2989 SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.09 TOTAL AREA(ACRES) = 13.9 TOTAL RUNOFF(CFS) = 12.87 TC(MIN.) = 14.60 **************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 405.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 209.00 DOWNSTREAM(FEET) = 206.00 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.93 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.87 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 14.63 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 405.00 = 1050.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 405.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 504.00 TO NODE 506.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 340.00 DOWNSTREAM ELEVATION(FEET) = 300.00 ELEVATION DIFFERENCE(FEET) = 40.00 Page 54 100PR.OUT URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.013 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.181 SUBAREA RUNOFF(CFS) = 0.90 TOTAL AREA(ACRES) = 0.29 TOTAL RUNOFF(CFS) = 0.90 **************************************************************************** FLOW PROCESS FROM NODE 506.00 TO NODE 508.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 300.00 DOWNSTREAM(FEET) = 240.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 830.00 CHANNEL SLOPE = 0.0723 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.633 *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.35 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.90 AVERAGE FLOW DEPTH(FEET) = 0.26 TRAVEL TIME(MIN.) = 2.83 Tc(MIN.) = 7.84 SUBAREA AREA(ACRES) = 13.13 SUBAREA RUNOFF(CFS) = 30.42 AREA-AVERAGE RUNOFF COEFFICIENT = 0.500 TOTAL AREA(ACRES) = 13.4 PEAK FLOW RATE(CFS) = 31.09 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.38 FLOW VELOCITY(FEET/SEC.) = 5.96 LONGEST FLOWPATH FROM NODE 504.00 TO NODE 508.00 = 930.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 508.00 TO NODE 513.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 220.00 DOWNSTREAM(FEET) = 212.00 FLOW LENGTH(FEET) = 500.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.46 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 31.09 PIPE TRAVEL TIME(MIN.) = 0.80 Tc(MIN.) = 8.63 LONGEST FLOWPATH FROM NODE 504.00 TO NODE 513.00 = 1430.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 513.00 TO NODE 513.00 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) = 4.35 TOTAL STREAM AREA(ACRES) = 13.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.09 **************************************************************************** FLOW PROCESS FROM NODE 509.00 TO NODE 511.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 325.00 DOWNSTREAM ELEVATION(FEET) = 318.00 ELEVATION DIFFERENCE(FEET) = 7.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.646 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.725 Page 55 100PR.OUT SUBAREA RUNOFF(CFS) = 0.86 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.86 **************************************************************************** FLOW PROCESS FROM NODE 511.00 TO NODE 513.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 318.00 DOWNSTREAM(FEET) = 222.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 930.00 CHANNEL SLOPE = 0.1032 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.398 *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.29 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.44 AVERAGE FLOW DEPTH(FEET) = 0.24 TRAVEL TIME(MIN.) = 2.85 Tc(MIN.) = 8.50 SUBAREA AREA(ACRES) = 13.77 SUBAREA RUNOFF(CFS) = 30.28 AREA-AVERAGE RUNOFF COEFFICIENT = 0.500 TOTAL AREA(ACRES) = 14.1 PEAK FLOW RATE(CFS) = 30.94 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.35 FLOW VELOCITY(FEET/SEC.) = 6.64 LONGEST FLOWPATH FROM NODE 509.00 TO NODE 513.00 = 1030.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 513.00 TO NODE 513.00 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.) = 8.50 RAINFALL INTENSITY(INCH/HR) = 4.40 TOTAL STREAM AREA(ACRES) = 14.07 PEAK FLOW RATE(CFS) AT CONFLUENCE = 30.94 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 31.09 8.63 4.353 13.42 2 30.94 8.50 4.398 14.07 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 61.53 8.50 4.398 2 61.71 8.63 4.353 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 61.71 Tc(MIN.) = 8.63 TOTAL AREA(ACRES) = 27.5 LONGEST FLOWPATH FROM NODE 504.00 TO NODE 513.00 = 1430.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 513.00 TO NODE 405.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 212.00 DOWNSTREAM(FEET) = 207.00 FLOW LENGTH(FEET) = 834.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.60 Page 56 100PR.OUT ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 61.71 PIPE TRAVEL TIME(MIN.) = 1.62 Tc(MIN.) = 10.25 LONGEST FLOWPATH FROM NODE 504.00 TO NODE 405.00 = 2264.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 405.00 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 61.71 10.25 3.897 27.49 LONGEST FLOWPATH FROM NODE 504.00 TO NODE 405.00 = 2264.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 12.87 14.63 3.097 13.88 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 405.00 = 1050.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 70.72 10.25 3.897 2 61.92 14.63 3.097 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 70.72 Tc(MIN.) = 10.25 TOTAL AREA(ACRES) = 41.4 **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 405.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 406.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 206.00 DOWNSTREAM(FEET) = 180.00 FLOW LENGTH(FEET) = 740.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.93 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 70.72 PIPE TRAVEL TIME(MIN.) = 0.73 Tc(MIN.) = 10.98 LONGEST FLOWPATH FROM NODE 504.00 TO NODE 406.00 = 3004.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 406.00 TO NODE 406.00 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.) = 10.98 RAINFALL INTENSITY(INCH/HR) = 3.73 TOTAL STREAM AREA(ACRES) = 41.37 PEAK FLOW RATE(CFS) AT CONFLUENCE = 70.72 **************************************************************************** FLOW PROCESS FROM NODE 406.00 TO NODE 406.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ Page 57 100PR.OUT USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 21.39 RAIN INTENSITY(INCH/HOUR) = 2.42 TOTAL AREA(ACRES) = 181.20 TOTAL RUNOFF(CFS) = 347.24 **************************************************************************** FLOW PROCESS FROM NODE 406.00 TO NODE 406.00 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.) = 21.39 RAINFALL INTENSITY(INCH/HR) = 2.42 TOTAL STREAM AREA(ACRES) = 181.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 347.24 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 70.72 10.98 3.728 41.37 2 347.24 21.39 2.425 181.20 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) 1 248.97 10.98 3.728 2 393.24 21.39 2.425 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 393.24 Tc(MIN.) = 21.39 TOTAL AREA(ACRES) = 222.6 LONGEST FLOWPATH FROM NODE 504.00 TO NODE 406.00 = 3004.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 408.00 TO NODE 406.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.425 VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7231 SUBAREA AREA(ACRES) = 1.38 SUBAREA RUNOFF(CFS) = 2.01 TOTAL AREA(ACRES) = 224.0 TOTAL RUNOFF(CFS) = 393.24 TC(MIN.) = 21.39 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 518.00 TO NODE 406.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.425 VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7228 SUBAREA AREA(ACRES) = 0.54 SUBAREA RUNOFF(CFS) = 0.79 TOTAL AREA(ACRES) = 224.5 TOTAL RUNOFF(CFS) = 393.42 TC(MIN.) = 21.39 **************************************************************************** FLOW PROCESS FROM NODE 510.00 TO NODE 406.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.425 VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 Page 58 100PR.OUT SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7212 SUBAREA AREA(ACRES) = 1.58 SUBAREA RUNOFF(CFS) = 1.92 TOTAL AREA(ACRES) = 226.1 TOTAL RUNOFF(CFS) = 395.34 TC(MIN.) = 21.39 **************************************************************************** FLOW PROCESS FROM NODE 511.00 TO NODE 406.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.425 *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7170 SUBAREA AREA(ACRES) = 4.35 SUBAREA RUNOFF(CFS) = 5.27 TOTAL AREA(ACRES) = 230.4 TOTAL RUNOFF(CFS) = 400.61 TC(MIN.) = 21.39 +--------------------------------------------------------------------------+ | SLOPE RUNOFF TO SR125 | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 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) = 600.00 DOWNSTREAM ELEVATION(FEET) = 590.00 ELEVATION DIFFERENCE(FEET) = 10.00 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) = 6.192 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 1.34 TOTAL AREA(ACRES) = 0.36 TOTAL RUNOFF(CFS) = 1.34 **************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 590.00 DOWNSTREAM(FEET) = 375.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 3530.00 CHANNEL SLOPE = 0.0609 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.611 VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 SOIL CLASSIFICATION IS "D" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.51 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.95 AVERAGE FLOW DEPTH(FEET) = 0.22 TRAVEL TIME(MIN.) = 14.89 Tc(MIN.) = 19.07 SUBAREA AREA(ACRES) = 12.33 SUBAREA RUNOFF(CFS) = 16.10 AREA-AVERAGE RUNOFF COEFFICIENT = 0.503 TOTAL AREA(ACRES) = 12.7 PEAK FLOW RATE(CFS) = 16.66 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.29 FLOW VELOCITY(FEET/SEC.) = 4.55 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 502.00 = 3630.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 502.00 TO NODE 503.00 IS CODE = 31 ---------------------------------------------------------------------------- Page 59 100PR.OUT >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 375.00 DOWNSTREAM(FEET) = 335.00 FLOW LENGTH(FEET) = 874.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.34 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.66 PIPE TRAVEL TIME(MIN.) = 1.09 Tc(MIN.) = 20.16 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 503.00 = 4504.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 503.00 TO NODE 503.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.519 VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.5021 SUBAREA AREA(ACRES) = 4.81 SUBAREA RUNOFF(CFS) = 6.06 TOTAL AREA(ACRES) = 17.5 TOTAL RUNOFF(CFS) = 22.13 TC(MIN.) = 20.16 **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 601.00 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) = 374.00 DOWNSTREAM ELEVATION(FEET) = 340.00 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! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.192 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.67 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.67 **************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 340.00 DOWNSTREAM(FEET) = 305.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 CHANNEL SLOPE = 0.0583 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.440 VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 SOIL CLASSIFICATION IS "D" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.46 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.38 AVERAGE FLOW DEPTH(FEET) = 0.09 TRAVEL TIME(MIN.) = 4.19 Tc(MIN.) = 8.37 SUBAREA AREA(ACRES) = 1.56 SUBAREA RUNOFF(CFS) = 3.46 AREA-AVERAGE RUNOFF COEFFICIENT = 0.510 TOTAL AREA(ACRES) = 1.7 PEAK FLOW RATE(CFS) = 3.94 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.12 FLOW VELOCITY(FEET/SEC.) = 2.81 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 602.00 = 700.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.7 TC(MIN.) = 8.37 PEAK FLOW RATE(CFS) = 3.94 Page 60 Otay Ranch Village 8-East TM Drainage Study CHAPTER 3 HYDROLOGIC ANALYSIS 3.3 – 50-Year Developed Condition AES Model Output Area If memory From To Up Down total Base (ft)Z:1 maning Bank # 101 102 2 574.8 574.1 65 1.08%0.13 C/D Dense Residential 0.75 102 103 3 563.1 554.15 1100 0.81% 102 103 8 8.66 C/D Dense Residential 0.75 103 106 3 554.15 551.8 470 0.50% 106 106 1 2:1 104 105 2 572.3 571.2 64 1.72%0.18 D Roads (88% imp)0.85 105 106 6 571.2 560 900 1.24%3.42 D Roads (88% imp)0.85 106 106 1 2:2 106 110 3 551.8 490.17 1110 5.55% 110 110 1 2:1 107 108 2 559.6 557.05 80 3.19%0.14 D Roads (88% imp)0.85 108 110 6 557.05 495 834 7.44%1.59 D Roads (88% imp)0.85 110 110 1 2:2 110 124 3 487 480.8 152 4.08% 124 124 10 1 112 114 2 518 516.5 75 2.00%0.20 D Dense Residential 0.75 114 116 3 505 489 800 2.00% 114 116 8 9.39 D Dense Residential 0.75 113 116 8 1.38 D Slopes 0.60 116 122 3 489 482 560 1.25% 122 122 1 3:1 118 120 2 503.9 503.1 60 1.33%0.24 D Roads (88% imp)0.85 120 122 6 503.1 493 750 1.35%2.01 D Roads (88% imp)0.85 122 122 1 3:2 123 126 2 516 514.5 75 2.00%0.17 D Dense Residential 0.75 126 122 3 503 482 890 2.36% 126 122 8 9.63 D Dense Residential 0.75 125 122 8 1.29 D Slopes 0.60 122 122 1 3:3 122 124 3 482 480.8 120 1.00% 124 124 11 1 124 124 12 1 124 127 3 480.8 468 344 3.72% 127 127 1 2:1 128 130 2 501 490.5 100 10.50%0.22 D Dense Residential 0.75 130 127 3 479.5 468 1068 1.08% 130 127 8 10.06 D Dense Residential 0.75 127 127 1 2:2 127 132 3 468 456 400 3.00% 132 132 1 2:1 134 136 2 493.4 490 84 4.05%0.18 D Roads (88% imp)0.85 136 132 6 490 468 700 3.14%1.67 D Roads (88% imp)0.85 132 132 1 2:2 132 154 3 456 453.8 100 2.20% 154 154 10 1 138 140 2 485 483.5 75 2.00%0.17 D Dense Residential 0.75 140 141 3 482.5 470 600 2.08% 140 141 8 5.56 D Dense Residential 0.75 141 142 3 470 454 580 2.76% 142 142 1 3:1 144 146 2 476.5 475.54 64 1.50%0.18 D Roads (88% imp)0.85 146 142 6 475.54 467.14 560 1.50%1.31 D Roads (88% imp)0.85 142 142 1 3:2 135 137 2 483 481.5 75 2.00%0.11 D Dense Residential 0.75 137 139 3 471.5 457 540 2.69% 137 139 8 4.90 D Dense Residential 0.75 139 142 3 457 454 48 6.25% 142 142 1 3:3 142 154 3 454 451.5 100 2.50% 154 154 2:1 148 150 2 485 483.5 75 2.00%0.18 D Park 0.30 150 152 3 481.5 463 740 2.50% 150 152 8 6.58 D Park 0.30 152 154 3 463 451.5 200 5.75% 154 154 1 2:2 154 154 11 1 154 154 12 1 154 158 3 451.5 395.4 840 6.68% 158 158 1 2:1 154 156 2 465.8 463.8 72 2.78%0.17 D Road (88% imp) w/ Slope (43% of area)0.75 156 158 6 463.8 407.4 811 6.95%4.16 D Road (88% imp) w/ Slope (43% of area)0.75 158 158 1 2:2 158 160 3 395.4 394.2 100 1.20% 160 160 1 3:1 161 162 2 470 468.5 75 2.00%0.18 D Dense Residential 0.75 162 163 3 457.5 443 800 1.81% 162 163 8 8.64 D Dense Residential 0.75 163 160 3 443 394.2 360 13.56% 160 160 1 3:2 164 165 2 462 460.5 75 2.00%0.25 D Dense Residential 0.75 165 166 3 449.5 432 800 2.19% 165 166 8 8.77 D Dense Residential 0.75 166 160 3 432 394.2 700 5.40% 160 160 1 3:3 160 172 3 394.2 365 700 4.17% 172 172 1 2:1 168 170 2 413 411.8 65 1.85%0.12 D Roads (88% imp)0.85 170 172 6 411.8 381.8 850 3.53%1.50 D Roads (88% imp)0.85 172 172 1 2:2 172 172 10 1 If Channel AES INPUT DATA Node #Soil Type C valueElevationLengthCodeLand coverSlope C=0.45 for landscape C=0.45 for landscape C=0.45 for landscape C=0.45 for landscape C=0.45 for landscape C=0.45 for landscape C=0.45 for landscape C=0.45 for landscape C=0.45 for landscape C=0.45 for landscape C=0.45 for landscape C=0.45 for landscape C=0.45 for landscape, 0.60 for slope C=0.45 for landscape, 0.60 for slope 200 202 2 506 504.5 75 2.00%0.21 D Dense Residential 0.75 202 204 3 493.5 479 770 1.88% 202 204 8 8.99 D Dense Residential 0.75 201 206 8 1.22 D Slope 0.60 204 206 3 479 470 530 1.70% 206 206 1 3:1 208 210 2 503.5 502 75 2.00%0.17 D Dense Residential 0.75 210 206 3 491 470 760 2.76% 210 206 8 9.40 D Dense Residential 0.75 207 206 8 0.39 D Slope 0.60 206 206 1 3:2 212 214 2 493.4 492.5 60 1.50%0.21 D Roads (88% imp)0.85 214 206 6 492.5 480.9 925 1.25%1.95 D Roads (88% imp)0.85 206 206 1 3:3 206 213 3 470 430 900 4.44% 213 213 1 2:1 211 212 2 481.9 479.4 78 3.21%0.22 D Road (88% imp) w/ Slope (21% of area)0.80 212 213 6 479.4 440.3 760 5.14%2.34 D Road (88% imp) w/ Slope (21% of area)0.80 213 213 1 2:2 213 215 3 430 429.3 65 1.08% 215 215 1 3:1 216 218 2 486 484.5 75 2.00%0.18 D School 0.80 218 220 3 473.5 457.5 810 1.98% 218 220 8 9.84 D School 0.80 220 215 3 457.5 429.3 220 12.82% 215 215 1 3:2 222 224 2 465.8 463.2 80 3.25%0.26 D Road (88% imp) w/ Slope (21% of area)0.80 224 215 6 463.2 440.9 1020 2.19%2.78 D Road (88% imp) w/ Slope (21% of area)0.80 215 215 1 3:3 215 226 3 429.3 420 774 1.20% 226 226 1 2:1 228 230 2 451 449 75 2.67%0.18 D Dense Residential 0.75 230 226 3 438 420 790 2.28% 230 226 8 9.99 D Dense Residential 0.75 226 226 1 2:2 226 258 3 420 380 180 22.22% 258 258 1 2:1 254 256 2 408.5 407.2 65 2.00%0.18 D Road (88% imp) w/ Slope (30% of area)0.78 256 258 6 407.2 388.3 1060 1.78%4.88 D Road (88% imp) w/ Slope (30% of area)0.78 259 258 8 3.22 D Road (88% imp) w/ Slope (30% of area)0.78 258 258 1 2:2 258 172 3 380 365 1700 0.88% 172 172 11 1 172 172 12 1 172 174 3 365 358 530 1.32% 174 174 1 3:1 176 178 2 390 388.5 75 2.00%0.16 D Dense Residential 0.75 178 180 3 377.5 369 750 1.13% 178 180 8 15.87 D Dense Residential 0.75 180 174 3 369 358 760 1.45% 180 174 8 16.23 D Dense Residential 0.75 174 174 1 3:2 182 184 2 405 387 100 18.00%0.16 D Dense Residential 0.75 184 186 3 376 369 800 0.88% 184 186 8 13.09 D Dense Residential 0.75 186 174 3 369 358 630 1.75% 186 174 8 11.60 D Dense Residential 0.75 174 174 1 3:3 174 188 3 358 355 180 1.67% 188 188 8 1.22 D Park 0.30 188 190 3 355 305 660 7.58% 190 190 10 1 C=0.45 for landscape C=0.45 for landscape C=0.45 for landscape, 0.60 for slope C=0.45 for landscape, 0.60 for slope C=0.45 for landscape, 0.60 for slope C=0.45 for landscape, 0.60 for slope C=0.45 for landscape, 0.60 for slope C=0.45 for landscape, 0.60 for slope C=0.45 for landscape, 0.60 for slope 232 234 2 572.3 570.4 70 2.71%0.14 D Roads (88% imp)0.85 234 236 6 570.4 502.9 980 6.89%1.56 D Roads (88% imp)0.85 236 238 3 499 454 930 4.84% 238 238 1 2:1 240 242 2 503.9 502.6 65 2.00%0.24 D Roads (88% imp)0.85 242 238 6 502.6 467.2 1020 3.47%2.05 D Roads (88% imp)0.85 238 238 1 2:2 238 240 3 464 392.5 990 7.22% 240 240 1 2:1 242 244 2 476.5 474.1 75 3.20%0.18 D Road (88% imp) w/ Slope (18% of area) and additional lanscape (28% of area) 0.69 244 240 6 474.1 406.5 1250 5.41%5.02 D Road (88% imp) w/ Slope (18% of area) and additional lanscape (28% of area) 0.69 240 240 1 2:2 240 242 3 392.5 391.5 100 1.00% 242 242 1 3:1 248 250 2 470 468.5 75 2.00%0.18 D Dense Residential 0.75 250 252 3 457 442 740 2.03% 250 252 8 8.11 D Dense Residential 0.75 252 242 3 442 391.5 260 19.42% 242 242 1 3:2 244 246 2 413 412.1 60 1.50%0.18 D Road (88% imp) w/ Slope (25% of area)0.79 246 242 6 412.1 407 550 0.93%4.77 D Road (88% imp) w/ Slope (25% of area)0.79 242 242 1 3:3 242 190 3 391.5 305 1620 5.34% 190 190 11 1 190 190 12 1 190 192 3 305 218 1200 7.25% 192 192 1 2:1 194 196 2 338 336 80 2.50%0.34 D Park 0.30 196 192 3 324 218 1415 7.49% 196 192 8 25.38 D Park 0.30 193 192 8 1.36 D Slopes & Access Road 0.60 192 192 8 2.09 A Basin 0.20 192 192 1 2:2 192 198 3 215 205 248 4.03% 198 198 8 1.08 D Slopes 0.60 198 198 1 2:1 512 514 2 370 320 100 50.00%0.29 D Slopes 0.60 514 516 5 320 238 750 10.93%26.24 D Slopes-Rolling 0.50 513 516 8 0.9 Normal Residential 0.65 516 198 3 228 205 1000 2.30% 198 198 1 2:2 288.39 300 302 2 559.6 557 80 3.25%0.22 D Roads (88% imp)0.85 302 304 6 557 528 900 3.22%3.73 D Roads (88% imp)0.85 304 305 3 519.36 512.54 113.26 6.02% 306 305 8 3.84 D Existing Road 0.75 7.79 400 402 2 238 236 80 2.50%0.17 D Park 0.30 402 404 3 224 205.2 940 2.00% 402 404 8 13.56 D Park 0.30 404 404 8 0.15 A Basin 0.20 404 405 3 209 206 30 10.00% 405 405 10 1 504 506 2 340 300 100 40.00%0.29 D Slopes-Rolling 0.50 506 507 5 300 240 830 7.23%13.13 D Slopes-Rolling 0.50 507 513 3 220 212 500 1.60% 513 513 1 2:1 509 511 2 325 318 100 7.00%0.3 D Slopes-Rolling 0.50 511 513 5 318 222 930 10.32%13.77 D Slopes-Rolling 0.50 513 513 1 2:2 513 405 3 212 207 834 0.60% 405 405 11 1 405 405 12 1 405 406 3 206 180 740 3.51% 406 406 1 2:1 EVENT Q (CFS)A (AC)TC (MIN) EVENT Q (CFS)A (AC)TC (MIN) 406 406 7 100-YR 347.24 181.2 21.39 50-YR 306.14 181.2 21.52 2:2 406 406 1 408 406 8 1.38 D Slopes 0.60 1 518 406 8 0.54 D Slopes 0.60 510 406 8 1.58 D Slopes 0.60 511 406 8 4.35 D Slopes-Rolling 0.50 230.42 +181.2 500 501 2 600 590 100 10.00%0.36 D Slopes 0.60 501 502 5 590 375 3530 6.09%12.33 D Slopes-rolling 0.50 502 503 3 375 335 874 503 503 8 4.81 D Slopes-rolling 0.50 17.5 600 601 2 374 340 100 34.00%0.18 D Slopes 0.60 601 602 5 340 305 600 5.83%1.56 D Slopes 0.60 1.74 Total Area 545.84 Nodes with land use labeled as "Roads"are composed by road, median landscape, parkways, and lanscape buffers and have an assumed 88% imperviousnes. This number will be reconciled during final engineering. Nodes 242-244 have additional lanscape not accounted for by the street cross sections defined in the TM. This series has a lower runoff coefficient when compared to other similar series due to 1.45 acres of landscape that are not covered as "parkways, or landscape buffers" that drain into the streets. C=0.45 for landscape C=0.45 for landscape, 0.60 for slope C=0.45 for landscape, 0.60 for slope C=0.45 for landscape C=0.45 for landscape C=0.45 for landscape C=0.45 for landscape C=0.45 for landscape C=0.45 for landscape, 0.60 for slope C=0.45 for landscape, 0.60 for slope 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 8 East * * 50-Year Developed Condition * * DLN: 0920, W.O. 2395-0039 * ************************************************************************** FILE NAME: R:\0920\HYD\TM\DR\CALCS\AES\50PR.DAT TIME/DATE OF STUDY: 08:50 09/15/2023 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 50.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.150 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.* +--------------------------------------------------------------------------+ | AREA TRIBUTARY TO DETENTION BASIN | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00 UPSTREAM ELEVATION(FEET) = 574.80 Page 1 50PR.OUT DOWNSTREAM ELEVATION(FEET) = 574.10 ELEVATION DIFFERENCE(FEET) = 0.70 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.955 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.665 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.55 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 563.10 DOWNSTREAM(FEET) = 554.15 FLOW LENGTH(FEET) = 1100.00 MANNING'S N = 0.012 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.) = 2.99 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.55 PIPE TRAVEL TIME(MIN.) = 6.14 Tc(MIN.) = 11.09 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 103.00 = 1165.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.388 DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7500 SUBAREA AREA(ACRES) = 8.66 SUBAREA RUNOFF(CFS) = 22.00 TOTAL AREA(ACRES) = 8.8 TOTAL RUNOFF(CFS) = 22.33 TC(MIN.) = 11.09 **************************************************************************** FLOW PROCESS FROM NODE 103.00 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) = 554.15 DOWNSTREAM(FEET) = 551.80 FLOW LENGTH(FEET) = 470.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.24 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.33 PIPE TRAVEL TIME(MIN.) = 1.25 Tc(MIN.) = 12.35 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 106.00 = 1635.00 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.) = 12.35 RAINFALL INTENSITY(INCH/HR) = 3.16 TOTAL STREAM AREA(ACRES) = 8.79 PEAK FLOW RATE(CFS) AT CONFLUENCE = 22.33 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8500 Page 2 50PR.OUT INITIAL SUBAREA FLOW-LENGTH(FEET) = 64.00 UPSTREAM ELEVATION(FEET) = 572.30 DOWNSTREAM ELEVATION(FEET) = 571.20 ELEVATION DIFFERENCE(FEET) = 1.10 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.005 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.665 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.87 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.87 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 571.20 DOWNSTREAM ELEVATION(FEET) = 560.00 STREET LENGTH(FEET) = 900.00 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 = 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) = 6.78 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.83 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.63 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.90 STREET FLOW TRAVEL TIME(MIN.) = 5.71 Tc(MIN.) = 8.72 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.957 *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8500 AREA-AVERAGE RUNOFF COEFFICIENT = 0.850 SUBAREA AREA(ACRES) = 3.42 SUBAREA RUNOFF(CFS) = 11.50 TOTAL AREA(ACRES) = 3.6 PEAK FLOW RATE(CFS) = 12.11 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.79 FLOW VELOCITY(FEET/SEC.) = 3.00 DEPTH*VELOCITY(FT*FT/SEC.) = 1.21 LONGEST FLOWPATH FROM NODE 104.00 TO NODE 106.00 = 964.00 FEET. **************************************************************************** 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.) = 8.72 RAINFALL INTENSITY(INCH/HR) = 3.96 TOTAL STREAM AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.11 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 22.33 12.35 3.162 8.79 2 12.11 8.72 3.957 3.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Page 3 50PR.OUT STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 27.88 8.72 3.957 2 32.01 12.35 3.162 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 32.01 Tc(MIN.) = 12.35 TOTAL AREA(ACRES) = 12.4 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 106.00 = 1635.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 110.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 551.80 DOWNSTREAM(FEET) = 490.17 FLOW LENGTH(FEET) = 1110.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.67 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.01 PIPE TRAVEL TIME(MIN.) = 1.11 Tc(MIN.) = 13.46 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 110.00 = 2745.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 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.) = 13.46 RAINFALL INTENSITY(INCH/HR) = 2.99 TOTAL STREAM AREA(ACRES) = 12.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.01 **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 559.60 DOWNSTREAM ELEVATION(FEET) = 557.05 ELEVATION DIFFERENCE(FEET) = 2.55 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.735 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.665 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.67 TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.67 **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 110.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 4 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 557.05 DOWNSTREAM ELEVATION(FEET) = 495.00 STREET LENGTH(FEET) = 834.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 25.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 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 Page 4 50PR.OUT Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.21 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.68 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.78 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.15 STREET FLOW TRAVEL TIME(MIN.) = 2.91 Tc(MIN.) = 5.64 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.240 *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8500 AREA-AVERAGE RUNOFF COEFFICIENT = 0.850 SUBAREA AREA(ACRES) = 1.59 SUBAREA RUNOFF(CFS) = 7.08 TOTAL AREA(ACRES) = 1.7 PEAK FLOW RATE(CFS) = 7.71 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.74 FLOW VELOCITY(FEET/SEC.) = 5.37 DEPTH*VELOCITY(FT*FT/SEC.) = 1.51 LONGEST FLOWPATH FROM NODE 107.00 TO NODE 110.00 = 914.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 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.) = 5.64 RAINFALL INTENSITY(INCH/HR) = 5.24 TOTAL STREAM AREA(ACRES) = 1.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.71 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 32.01 13.46 2.991 12.39 2 7.71 5.64 5.240 1.73 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 25.98 5.64 5.240 2 36.41 13.46 2.991 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 36.41 Tc(MIN.) = 13.46 TOTAL AREA(ACRES) = 14.1 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 110.00 = 2745.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 124.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 487.00 DOWNSTREAM(FEET) = 480.80 FLOW LENGTH(FEET) = 152.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.46 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 36.41 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 13.62 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 124.00 = 2897.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 124.00 IS CODE = 10 Page 5 50PR.OUT ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 114.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 518.00 DOWNSTREAM ELEVATION(FEET) = 516.50 ELEVATION DIFFERENCE(FEET) = 1.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.330 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.665 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.85 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.85 **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 116.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 505.00 DOWNSTREAM(FEET) = 489.00 FLOW LENGTH(FEET) = 800.00 MANNING'S N = 0.012 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.) = 4.66 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.85 PIPE TRAVEL TIME(MIN.) = 2.86 Tc(MIN.) = 7.19 LONGEST FLOWPATH FROM NODE 112.00 TO NODE 116.00 = 875.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 116.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.481 DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7500 SUBAREA AREA(ACRES) = 9.39 SUBAREA RUNOFF(CFS) = 31.56 TOTAL AREA(ACRES) = 9.6 TOTAL RUNOFF(CFS) = 32.23 TC(MIN.) = 7.19 **************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 116.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.481 VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7311 SUBAREA AREA(ACRES) = 1.38 SUBAREA RUNOFF(CFS) = 3.71 TOTAL AREA(ACRES) = 11.0 TOTAL RUNOFF(CFS) = 35.94 TC(MIN.) = 7.19 **************************************************************************** FLOW PROCESS FROM NODE 116.00 TO NODE 122.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 489.00 DOWNSTREAM(FEET) = 482.00 FLOW LENGTH(FEET) = 560.00 MANNING'S N = 0.013 Page 6 50PR.OUT DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.90 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 35.94 PIPE TRAVEL TIME(MIN.) = 0.94 Tc(MIN.) = 8.13 LONGEST FLOWPATH FROM NODE 112.00 TO NODE 122.00 = 1435.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 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.) = 8.13 RAINFALL INTENSITY(INCH/HR) = 4.14 TOTAL STREAM AREA(ACRES) = 10.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 35.94 **************************************************************************** FLOW PROCESS FROM NODE 118.00 TO NODE 120.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) = 503.90 DOWNSTREAM ELEVATION(FEET) = 503.10 ELEVATION DIFFERENCE(FEET) = 0.80 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.167 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.665 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 1.16 TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 1.16 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 122.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 5 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 503.10 DOWNSTREAM ELEVATION(FEET) = 493.00 STREET LENGTH(FEET) = 750.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 25.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 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) = 4.75 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.14 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.49 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.77 STREET FLOW TRAVEL TIME(MIN.) = 5.03 Tc(MIN.) = 8.19 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.119 *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8500 AREA-AVERAGE RUNOFF COEFFICIENT = 0.850 SUBAREA AREA(ACRES) = 2.01 SUBAREA RUNOFF(CFS) = 7.04 TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 7.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.39 Page 7 50PR.OUT FLOW VELOCITY(FEET/SEC.) = 2.78 DEPTH*VELOCITY(FT*FT/SEC.) = 0.98 LONGEST FLOWPATH FROM NODE 118.00 TO NODE 122.00 = 810.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 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.) = 8.19 RAINFALL INTENSITY(INCH/HR) = 4.12 TOTAL STREAM AREA(ACRES) = 2.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.88 **************************************************************************** FLOW PROCESS FROM NODE 123.00 TO NODE 126.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 516.00 DOWNSTREAM ELEVATION(FEET) = 514.50 ELEVATION DIFFERENCE(FEET) = 1.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.330 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.665 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.72 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.72 **************************************************************************** FLOW PROCESS FROM NODE 126.00 TO NODE 122.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 503.00 DOWNSTREAM(FEET) = 482.00 FLOW LENGTH(FEET) = 890.00 MANNING'S N = 0.012 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.) = 4.68 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.72 PIPE TRAVEL TIME(MIN.) = 3.17 Tc(MIN.) = 7.50 LONGEST FLOWPATH FROM NODE 123.00 TO NODE 122.00 = 965.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 126.00 TO NODE 122.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.362 DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7500 SUBAREA AREA(ACRES) = 9.63 SUBAREA RUNOFF(CFS) = 31.51 TOTAL AREA(ACRES) = 9.8 TOTAL RUNOFF(CFS) = 32.06 TC(MIN.) = 7.50 **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 122.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.362 VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7326 SUBAREA AREA(ACRES) = 1.29 SUBAREA RUNOFF(CFS) = 3.38 Page 8 50PR.OUT TOTAL AREA(ACRES) = 11.1 TOTAL RUNOFF(CFS) = 35.44 TC(MIN.) = 7.50 **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 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.) = 7.50 RAINFALL INTENSITY(INCH/HR) = 4.36 TOTAL STREAM AREA(ACRES) = 11.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 35.44 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 35.94 8.13 4.139 10.97 2 7.88 8.19 4.119 2.25 3 35.44 7.50 4.362 11.09 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 75.78 7.50 4.362 2 77.39 8.13 4.139 3 77.12 8.19 4.119 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 77.39 Tc(MIN.) = 8.13 TOTAL AREA(ACRES) = 24.3 LONGEST FLOWPATH FROM NODE 112.00 TO NODE 122.00 = 1435.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 124.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 482.00 DOWNSTREAM(FEET) = 480.80 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 31.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.76 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 77.39 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 8.32 LONGEST FLOWPATH FROM NODE 112.00 TO NODE 124.00 = 1555.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 124.00 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 77.39 8.32 4.079 24.31 LONGEST FLOWPATH FROM NODE 112.00 TO NODE 124.00 = 1555.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 36.41 13.62 2.968 14.12 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 124.00 = 2897.00 FEET. Page 9 50PR.OUT ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 99.62 8.32 4.079 2 92.71 13.62 2.968 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 99.62 Tc(MIN.) = 8.32 TOTAL AREA(ACRES) = 38.4 **************************************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 124.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 127.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 480.80 DOWNSTREAM(FEET) = 468.00 FLOW LENGTH(FEET) = 344.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.25 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 99.62 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 8.62 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 127.00 = 3241.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 127.00 TO NODE 127.00 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.) = 8.62 RAINFALL INTENSITY(INCH/HR) = 3.99 TOTAL STREAM AREA(ACRES) = 38.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 99.62 **************************************************************************** FLOW PROCESS FROM NODE 128.00 TO NODE 130.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 501.00 DOWNSTREAM ELEVATION(FEET) = 490.50 ELEVATION DIFFERENCE(FEET) = 10.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.924 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.665 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.93 TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 0.93 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 127.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 479.50 DOWNSTREAM(FEET) = 468.00 FLOW LENGTH(FEET) = 1068.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.5 INCHES Page 10 50PR.OUT PIPE-FLOW VELOCITY(FEET/SEC.) = 3.84 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.93 PIPE TRAVEL TIME(MIN.) = 4.63 Tc(MIN.) = 7.56 LONGEST FLOWPATH FROM NODE 128.00 TO NODE 127.00 = 1168.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 127.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.340 DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7500 SUBAREA AREA(ACRES) = 10.06 SUBAREA RUNOFF(CFS) = 32.75 TOTAL AREA(ACRES) = 10.3 TOTAL RUNOFF(CFS) = 33.46 TC(MIN.) = 7.56 **************************************************************************** FLOW PROCESS FROM NODE 127.00 TO NODE 127.00 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.) = 7.56 RAINFALL INTENSITY(INCH/HR) = 4.34 TOTAL STREAM AREA(ACRES) = 10.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 33.46 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 99.62 8.62 3.988 38.43 2 33.46 7.56 4.340 10.28 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) 1 120.82 7.56 4.340 2 130.37 8.62 3.988 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 130.37 Tc(MIN.) = 8.62 TOTAL AREA(ACRES) = 48.7 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 127.00 = 3241.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 127.00 TO NODE 132.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 468.00 DOWNSTREAM(FEET) = 456.00 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.63 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 130.37 PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 8.97 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 132.00 = 3641.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 132.00 TO NODE 132.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< Page 11 50PR.OUT ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.97 RAINFALL INTENSITY(INCH/HR) = 3.88 TOTAL STREAM AREA(ACRES) = 48.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 130.37 **************************************************************************** FLOW PROCESS FROM NODE 134.00 TO NODE 136.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 84.00 UPSTREAM ELEVATION(FEET) = 493.40 DOWNSTREAM ELEVATION(FEET) = 490.00 ELEVATION DIFFERENCE(FEET) = 3.40 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.588 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.665 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.87 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.87 **************************************************************************** FLOW PROCESS FROM NODE 136.00 TO NODE 132.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 4 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 490.00 DOWNSTREAM ELEVATION(FEET) = 468.00 STREET LENGTH(FEET) = 700.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 25.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 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) = 4.46 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.29 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.43 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.93 STREET FLOW TRAVEL TIME(MIN.) = 3.40 Tc(MIN.) = 5.99 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.042 *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8500 AREA-AVERAGE RUNOFF COEFFICIENT = 0.850 SUBAREA AREA(ACRES) = 1.67 SUBAREA RUNOFF(CFS) = 7.16 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 7.93 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.54 FLOW VELOCITY(FEET/SEC.) = 3.85 DEPTH*VELOCITY(FT*FT/SEC.) = 1.22 LONGEST FLOWPATH FROM NODE 134.00 TO NODE 132.00 = 784.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 132.00 TO NODE 132.00 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: Page 12 50PR.OUT TIME OF CONCENTRATION(MIN.) = 5.99 RAINFALL INTENSITY(INCH/HR) = 5.04 TOTAL STREAM AREA(ACRES) = 1.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.93 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 130.37 8.97 3.884 48.71 2 7.93 5.99 5.042 1.85 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) 1 108.37 5.99 5.042 2 136.48 8.97 3.884 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 136.48 Tc(MIN.) = 8.97 TOTAL AREA(ACRES) = 50.6 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 132.00 = 3641.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 132.00 TO NODE 154.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 456.00 DOWNSTREAM(FEET) = 453.80 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.76 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 136.48 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 9.07 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 154.00 = 3741.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 154.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 138.00 TO NODE 140.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 485.00 DOWNSTREAM ELEVATION(FEET) = 483.50 ELEVATION DIFFERENCE(FEET) = 1.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.330 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.665 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.72 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.72 **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 141.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 482.50 DOWNSTREAM(FEET) = 454.00 FLOW LENGTH(FEET) = 1100.00 MANNING'S N = 0.012 Page 13 50PR.OUT 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.) = 4.84 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.72 PIPE TRAVEL TIME(MIN.) = 3.79 Tc(MIN.) = 8.12 LONGEST FLOWPATH FROM NODE 138.00 TO NODE 141.00 = 1175.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 141.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.143 DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7500 SUBAREA AREA(ACRES) = 5.56 SUBAREA RUNOFF(CFS) = 17.28 TOTAL AREA(ACRES) = 5.7 TOTAL RUNOFF(CFS) = 17.80 TC(MIN.) = 8.12 **************************************************************************** FLOW PROCESS FROM NODE 141.00 TO NODE 142.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 470.00 DOWNSTREAM(FEET) = 454.00 FLOW LENGTH(FEET) = 580.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.27 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.80 PIPE TRAVEL TIME(MIN.) = 0.86 Tc(MIN.) = 8.98 LONGEST FLOWPATH FROM NODE 138.00 TO NODE 142.00 = 1755.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 142.00 TO NODE 142.00 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.) = 8.98 RAINFALL INTENSITY(INCH/HR) = 3.88 TOTAL STREAM AREA(ACRES) = 5.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.80 **************************************************************************** FLOW PROCESS FROM NODE 144.00 TO NODE 146.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 64.00 UPSTREAM ELEVATION(FEET) = 476.50 DOWNSTREAM ELEVATION(FEET) = 475.38 ELEVATION DIFFERENCE(FEET) = 1.12 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.987 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.665 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.87 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.87 **************************************************************************** FLOW PROCESS FROM NODE 146.00 TO NODE 142.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ Page 14 50PR.OUT UPSTREAM ELEVATION(FEET) = 475.38 DOWNSTREAM ELEVATION(FEET) = 466.98 STREET LENGTH(FEET) = 560.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 24.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 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) = 3.48 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.78 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.40 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.68 STREET FLOW TRAVEL TIME(MIN.) = 3.88 Tc(MIN.) = 6.87 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.615 *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8500 AREA-AVERAGE RUNOFF COEFFICIENT = 0.850 SUBAREA AREA(ACRES) = 1.31 SUBAREA RUNOFF(CFS) = 5.14 TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 5.85 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.74 FLOW VELOCITY(FEET/SEC.) = 2.74 DEPTH*VELOCITY(FT*FT/SEC.) = 0.88 LONGEST FLOWPATH FROM NODE 144.00 TO NODE 142.00 = 624.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 142.00 TO NODE 142.00 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.) = 6.87 RAINFALL INTENSITY(INCH/HR) = 4.62 TOTAL STREAM AREA(ACRES) = 1.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.85 **************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 137.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 483.00 DOWNSTREAM ELEVATION(FEET) = 481.50 ELEVATION DIFFERENCE(FEET) = 1.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.330 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.665 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.47 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.47 **************************************************************************** FLOW PROCESS FROM NODE 137.00 TO NODE 139.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 471.50 DOWNSTREAM(FEET) = 457.00 FLOW LENGTH(FEET) = 540.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.1 INCHES Page 15 50PR.OUT PIPE-FLOW VELOCITY(FEET/SEC.) = 4.10 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.47 PIPE TRAVEL TIME(MIN.) = 2.19 Tc(MIN.) = 6.53 LONGEST FLOWPATH FROM NODE 135.00 TO NODE 139.00 = 615.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 137.00 TO NODE 139.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.771 *USER SPECIFIED(SUBAREA): DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7500 SUBAREA AREA(ACRES) = 4.90 SUBAREA RUNOFF(CFS) = 17.53 TOTAL AREA(ACRES) = 5.0 TOTAL RUNOFF(CFS) = 17.93 TC(MIN.) = 6.53 **************************************************************************** FLOW PROCESS FROM NODE 139.00 TO NODE 142.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 457.00 DOWNSTREAM(FEET) = 454.00 FLOW LENGTH(FEET) = 48.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.34 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.93 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 6.58 LONGEST FLOWPATH FROM NODE 135.00 TO NODE 142.00 = 663.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 142.00 TO NODE 142.00 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.) = 6.58 RAINFALL INTENSITY(INCH/HR) = 4.75 TOTAL STREAM AREA(ACRES) = 5.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.93 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 17.80 8.98 3.883 5.73 2 5.85 6.87 4.615 1.49 3 17.93 6.58 4.746 5.01 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 36.57 6.58 4.746 2 36.90 6.87 4.615 3 37.39 8.98 3.883 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 37.39 Tc(MIN.) = 8.98 TOTAL AREA(ACRES) = 12.2 LONGEST FLOWPATH FROM NODE 138.00 TO NODE 142.00 = 1755.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 142.00 TO NODE 154.00 IS CODE = 31 Page 16 50PR.OUT ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 454.00 DOWNSTREAM(FEET) = 451.50 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.99 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 37.39 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 9.11 LONGEST FLOWPATH FROM NODE 138.00 TO NODE 154.00 = 1855.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 154.00 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.) = 9.11 RAINFALL INTENSITY(INCH/HR) = 3.85 TOTAL STREAM AREA(ACRES) = 12.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 37.39 **************************************************************************** FLOW PROCESS FROM NODE 148.00 TO NODE 150.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ PARKS, GOLF COURSES RUNOFF COEFFICIENT = .3000 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 485.00 DOWNSTREAM ELEVATION(FEET) = 483.50 ELEVATION DIFFERENCE(FEET) = 1.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.898 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.646 SUBAREA RUNOFF(CFS) = 0.20 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.20 **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 152.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 481.50 DOWNSTREAM(FEET) = 463.00 FLOW LENGTH(FEET) = 740.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.23 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.20 PIPE TRAVEL TIME(MIN.) = 3.82 Tc(MIN.) = 13.72 LONGEST FLOWPATH FROM NODE 148.00 TO NODE 152.00 = 815.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 152.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.954 PARKS, GOLF COURSES RUNOFF COEFFICIENT = .3000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.3000 SUBAREA AREA(ACRES) = 6.58 SUBAREA RUNOFF(CFS) = 5.83 TOTAL AREA(ACRES) = 6.8 TOTAL RUNOFF(CFS) = 5.99 TC(MIN.) = 13.72 **************************************************************************** Page 17 50PR.OUT FLOW PROCESS FROM NODE 152.00 TO NODE 154.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 463.00 DOWNSTREAM(FEET) = 451.50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.25 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.99 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 14.01 LONGEST FLOWPATH FROM NODE 148.00 TO NODE 154.00 = 1015.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 154.00 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.) = 14.01 RAINFALL INTENSITY(INCH/HR) = 2.91 TOTAL STREAM AREA(ACRES) = 6.76 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.99 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 37.39 9.11 3.848 12.23 2 5.99 14.01 2.914 6.76 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 41.28 9.11 3.848 2 34.31 14.01 2.914 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 41.28 Tc(MIN.) = 9.11 TOTAL AREA(ACRES) = 19.0 LONGEST FLOWPATH FROM NODE 138.00 TO NODE 154.00 = 1855.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 142.00 TO NODE 154.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 454.00 DOWNSTREAM(FEET) = 451.50 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.20 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 41.28 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 9.23 LONGEST FLOWPATH FROM NODE 138.00 TO NODE 154.00 = 1955.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 154.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA Page 18 50PR.OUT NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 41.28 9.23 3.814 18.99 LONGEST FLOWPATH FROM NODE 138.00 TO NODE 154.00 = 1955.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 136.48 9.07 3.857 50.56 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 154.00 = 3741.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 177.04 9.07 3.857 2 176.23 9.23 3.814 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 177.04 Tc(MIN.) = 9.07 TOTAL AREA(ACRES) = 69.5 **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 154.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 158.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 451.50 DOWNSTREAM(FEET) = 395.40 FLOW LENGTH(FEET) = 840.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 27.51 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 177.04 PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 9.58 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 158.00 = 4581.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 158.00 TO NODE 158.00 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.) = 9.58 RAINFALL INTENSITY(INCH/HR) = 3.72 TOTAL STREAM AREA(ACRES) = 69.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 177.04 **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 156.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .7500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 72.00 UPSTREAM ELEVATION(FEET) = 465.80 DOWNSTREAM ELEVATION(FEET) = 463.80 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.803 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.665 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.72 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.72 **************************************************************************** Page 19 50PR.OUT FLOW PROCESS FROM NODE 156.00 TO NODE 158.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 4 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 463.80 DOWNSTREAM ELEVATION(FEET) = 407.40 STREET LENGTH(FEET) = 811.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 25.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 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) = 8.38 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.19 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.30 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.54 STREET FLOW TRAVEL TIME(MIN.) = 2.55 Tc(MIN.) = 6.35 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.855 *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .7500 AREA-AVERAGE RUNOFF COEFFICIENT = 0.750 SUBAREA AREA(ACRES) = 4.16 SUBAREA RUNOFF(CFS) = 15.15 TOTAL AREA(ACRES) = 4.3 PEAK FLOW RATE(CFS) = 15.77 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.80 FLOW VELOCITY(FEET/SEC.) = 6.14 DEPTH*VELOCITY(FT*FT/SEC.) = 2.10 LONGEST FLOWPATH FROM NODE 154.00 TO NODE 158.00 = 883.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 158.00 TO NODE 158.00 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.) = 6.35 RAINFALL INTENSITY(INCH/HR) = 4.85 TOTAL STREAM AREA(ACRES) = 4.33 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.77 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 177.04 9.58 3.724 69.55 2 15.77 6.35 4.855 4.33 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) 1 133.11 6.35 4.855 2 189.13 9.58 3.724 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 189.13 Tc(MIN.) = 9.58 TOTAL AREA(ACRES) = 73.9 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 158.00 = 4581.00 FEET. **************************************************************************** Page 20 50PR.OUT FLOW PROCESS FROM NODE 158.00 TO NODE 160.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 395.40 DOWNSTREAM(FEET) = 394.20 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 41.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.59 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 189.13 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 9.70 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 160.00 = 4681.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 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.) = 9.70 RAINFALL INTENSITY(INCH/HR) = 3.70 TOTAL STREAM AREA(ACRES) = 73.88 PEAK FLOW RATE(CFS) AT CONFLUENCE = 189.13 **************************************************************************** FLOW PROCESS FROM NODE 161.00 TO NODE 162.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 470.00 DOWNSTREAM ELEVATION(FEET) = 468.50 ELEVATION DIFFERENCE(FEET) = 1.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.330 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.665 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.76 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.76 **************************************************************************** FLOW PROCESS FROM NODE 162.00 TO NODE 163.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 457.50 DOWNSTREAM(FEET) = 443.00 FLOW LENGTH(FEET) = 800.00 MANNING'S N = 0.012 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.) = 4.35 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.76 PIPE TRAVEL TIME(MIN.) = 3.06 Tc(MIN.) = 7.39 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 163.00 = 875.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 162.00 TO NODE 163.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.402 DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7500 SUBAREA AREA(ACRES) = 8.64 SUBAREA RUNOFF(CFS) = 28.52 TOTAL AREA(ACRES) = 8.8 TOTAL RUNOFF(CFS) = 29.12 TC(MIN.) = 7.39 Page 21 50PR.OUT **************************************************************************** FLOW PROCESS FROM NODE 163.00 TO NODE 160.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 443.00 DOWNSTREAM(FEET) = 394.20 FLOW LENGTH(FEET) = 360.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 24.56 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.12 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 7.64 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 160.00 = 1235.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 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.) = 7.64 RAINFALL INTENSITY(INCH/HR) = 4.31 TOTAL STREAM AREA(ACRES) = 8.82 PEAK FLOW RATE(CFS) AT CONFLUENCE = 29.12 **************************************************************************** FLOW PROCESS FROM NODE 164.00 TO NODE 165.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 462.00 DOWNSTREAM ELEVATION(FEET) = 460.50 ELEVATION DIFFERENCE(FEET) = 1.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.330 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.665 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 1.06 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 1.06 **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 166.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 449.50 DOWNSTREAM(FEET) = 432.00 FLOW LENGTH(FEET) = 800.00 MANNING'S N = 0.012 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.) = 5.13 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.06 PIPE TRAVEL TIME(MIN.) = 2.60 Tc(MIN.) = 6.93 LONGEST FLOWPATH FROM NODE 164.00 TO NODE 166.00 = 875.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 166.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.589 DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7500 SUBAREA AREA(ACRES) = 8.77 SUBAREA RUNOFF(CFS) = 30.18 Page 22 50PR.OUT TOTAL AREA(ACRES) = 9.0 TOTAL RUNOFF(CFS) = 31.04 TC(MIN.) = 6.93 **************************************************************************** FLOW PROCESS FROM NODE 166.00 TO NODE 160.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 432.00 DOWNSTREAM(FEET) = 394.20 FLOW LENGTH(FEET) = 700.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.41 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 31.04 PIPE TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 7.64 LONGEST FLOWPATH FROM NODE 164.00 TO NODE 160.00 = 1575.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 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.) = 7.64 RAINFALL INTENSITY(INCH/HR) = 4.31 TOTAL STREAM AREA(ACRES) = 9.02 PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.04 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 189.13 9.70 3.695 73.88 2 29.12 7.64 4.311 8.82 3 31.04 7.64 4.309 9.02 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) 1 222.27 7.64 4.311 2 222.36 7.64 4.309 3 240.72 9.70 3.695 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 240.72 Tc(MIN.) = 9.70 TOTAL AREA(ACRES) = 91.7 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 160.00 = 4681.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 172.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 394.20 DOWNSTREAM(FEET) = 365.00 FLOW LENGTH(FEET) = 700.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 34.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 24.93 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 240.72 PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 10.16 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 172.00 = 5381.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 172.00 TO NODE 172.00 IS CODE = 1 ---------------------------------------------------------------------------- Page 23 50PR.OUT >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.16 RAINFALL INTENSITY(INCH/HR) = 3.58 TOTAL STREAM AREA(ACRES) = 91.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 240.72 **************************************************************************** FLOW PROCESS FROM NODE 168.00 TO NODE 170.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00 UPSTREAM ELEVATION(FEET) = 413.00 DOWNSTREAM ELEVATION(FEET) = 411.80 ELEVATION DIFFERENCE(FEET) = 1.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.957 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.665 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.58 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.58 **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 172.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 4 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 411.80 DOWNSTREAM ELEVATION(FEET) = 381.80 STREET LENGTH(FEET) = 850.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 25.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 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) = 3.48 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.37 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.85 STREET FLOW TRAVEL TIME(MIN.) = 4.20 Tc(MIN.) = 7.16 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.495 *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8500 AREA-AVERAGE RUNOFF COEFFICIENT = 0.850 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 5.73 TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) = 6.19 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.28 FLOW VELOCITY(FEET/SEC.) = 3.85 DEPTH*VELOCITY(FT*FT/SEC.) = 1.12 LONGEST FLOWPATH FROM NODE 168.00 TO NODE 172.00 = 915.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 172.00 TO NODE 172.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 Page 24 50PR.OUT CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.16 RAINFALL INTENSITY(INCH/HR) = 4.50 TOTAL STREAM AREA(ACRES) = 1.62 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.19 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 240.72 10.16 3.585 91.72 2 6.19 7.16 4.495 1.62 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) 1 198.13 7.16 4.495 2 245.65 10.16 3.585 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 245.65 Tc(MIN.) = 10.16 TOTAL AREA(ACRES) = 93.3 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 172.00 = 5381.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 172.00 TO NODE 172.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 202.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 506.00 DOWNSTREAM ELEVATION(FEET) = 504.50 ELEVATION DIFFERENCE(FEET) = 1.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.330 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.665 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.89 TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 0.89 **************************************************************************** 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) = 493.50 DOWNSTREAM(FEET) = 479.00 FLOW LENGTH(FEET) = 770.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.62 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.89 PIPE TRAVEL TIME(MIN.) = 2.78 Tc(MIN.) = 7.11 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 204.00 = 845.00 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) = 4.515 Page 25 50PR.OUT DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7500 SUBAREA AREA(ACRES) = 8.99 SUBAREA RUNOFF(CFS) = 30.44 TOTAL AREA(ACRES) = 9.2 TOTAL RUNOFF(CFS) = 31.15 TC(MIN.) = 7.11 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 206.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.515 VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7324 SUBAREA AREA(ACRES) = 1.22 SUBAREA RUNOFF(CFS) = 3.30 TOTAL AREA(ACRES) = 10.4 TOTAL RUNOFF(CFS) = 34.46 TC(MIN.) = 7.11 **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 206.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 501.40 DOWNSTREAM(FEET) = 470.00 FLOW LENGTH(FEET) = 530.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.30 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 34.46 PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 7.62 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 206.00 = 1375.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 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.) = 7.62 RAINFALL INTENSITY(INCH/HR) = 4.32 TOTAL STREAM AREA(ACRES) = 10.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 34.46 **************************************************************************** FLOW PROCESS FROM NODE 208.00 TO NODE 210.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 503.50 DOWNSTREAM ELEVATION(FEET) = 502.00 ELEVATION DIFFERENCE(FEET) = 1.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.330 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.665 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.72 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.72 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 206.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 491.00 DOWNSTREAM(FEET) = 470.00 Page 26 50PR.OUT FLOW LENGTH(FEET) = 760.00 MANNING'S N = 0.012 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.) = 4.95 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.72 PIPE TRAVEL TIME(MIN.) = 2.56 Tc(MIN.) = 6.89 LONGEST FLOWPATH FROM NODE 208.00 TO NODE 206.00 = 835.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 206.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.607 DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7500 SUBAREA AREA(ACRES) = 9.40 SUBAREA RUNOFF(CFS) = 32.48 TOTAL AREA(ACRES) = 9.6 TOTAL RUNOFF(CFS) = 33.07 TC(MIN.) = 6.89 **************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 206.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.607 VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7441 SUBAREA AREA(ACRES) = 0.39 SUBAREA RUNOFF(CFS) = 1.08 TOTAL AREA(ACRES) = 10.0 TOTAL RUNOFF(CFS) = 34.15 TC(MIN.) = 6.89 **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 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.) = 6.89 RAINFALL INTENSITY(INCH/HR) = 4.61 TOTAL STREAM AREA(ACRES) = 9.96 PEAK FLOW RATE(CFS) AT CONFLUENCE = 34.15 **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 214.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) = 493.40 DOWNSTREAM ELEVATION(FEET) = 492.50 ELEVATION DIFFERENCE(FEET) = 0.90 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.045 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.665 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 1.01 TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 1.01 **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 206.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 5 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 492.50 DOWNSTREAM ELEVATION(FEET) = 480.90 Page 27 50PR.OUT STREET LENGTH(FEET) = 925.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 25.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 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) = 4.19 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.79 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.35 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.71 STREET FLOW TRAVEL TIME(MIN.) = 6.56 Tc(MIN.) = 9.60 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.718 *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8500 AREA-AVERAGE RUNOFF COEFFICIENT = 0.850 SUBAREA AREA(ACRES) = 1.95 SUBAREA RUNOFF(CFS) = 6.16 TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 6.83 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.83 FLOW VELOCITY(FEET/SEC.) = 2.64 DEPTH*VELOCITY(FT*FT/SEC.) = 0.91 LONGEST FLOWPATH FROM NODE 212.00 TO NODE 206.00 = 985.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 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.) = 9.60 RAINFALL INTENSITY(INCH/HR) = 3.72 TOTAL STREAM AREA(ACRES) = 2.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.83 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 34.46 7.62 4.317 10.42 2 34.15 6.89 4.607 9.96 3 6.83 9.60 3.718 2.16 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 70.19 6.89 4.607 2 71.87 7.62 4.317 3 64.06 9.60 3.718 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 71.87 Tc(MIN.) = 7.62 TOTAL AREA(ACRES) = 22.5 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 206.00 = 1375.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 213.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< Page 28 50PR.OUT ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 470.00 DOWNSTREAM(FEET) = 430.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.84 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 71.87 PIPE TRAVEL TIME(MIN.) = 0.80 Tc(MIN.) = 8.41 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 213.00 = 2275.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 213.00 TO NODE 213.00 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.) = 8.41 RAINFALL INTENSITY(INCH/HR) = 4.05 TOTAL STREAM AREA(ACRES) = 22.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 71.87 **************************************************************************** FLOW PROCESS FROM NODE 211.00 TO NODE 212.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8000 INITIAL SUBAREA FLOW-LENGTH(FEET) = 78.00 UPSTREAM ELEVATION(FEET) = 481.90 DOWNSTREAM ELEVATION(FEET) = 479.40 ELEVATION DIFFERENCE(FEET) = 2.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.235 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.665 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 1.00 TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 1.00 **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 213.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 5 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 479.40 DOWNSTREAM ELEVATION(FEET) = 440.30 STREET LENGTH(FEET) = 760.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 25.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 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) = 5.67 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.32 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.34 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.18 STREET FLOW TRAVEL TIME(MIN.) = 2.92 Tc(MIN.) = 6.15 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.955 *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8000 AREA-AVERAGE RUNOFF COEFFICIENT = 0.800 SUBAREA AREA(ACRES) = 2.34 SUBAREA RUNOFF(CFS) = 9.28 TOTAL AREA(ACRES) = 2.6 PEAK FLOW RATE(CFS) = 10.15 Page 29 50PR.OUT END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.50 FLOW VELOCITY(FEET/SEC.) = 4.98 DEPTH*VELOCITY(FT*FT/SEC.) = 1.57 LONGEST FLOWPATH FROM NODE 211.00 TO NODE 213.00 = 838.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 213.00 TO NODE 213.00 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.) = 6.15 RAINFALL INTENSITY(INCH/HR) = 4.96 TOTAL STREAM AREA(ACRES) = 2.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.15 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 71.87 8.41 4.049 22.54 2 10.15 6.15 4.955 2.56 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 68.87 6.15 4.955 2 80.16 8.41 4.049 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 80.16 Tc(MIN.) = 8.41 TOTAL AREA(ACRES) = 25.1 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 213.00 = 2275.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 213.00 TO NODE 215.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 430.00 DOWNSTREAM(FEET) = 429.30 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 31.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.17 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 80.16 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 8.51 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 215.00 = 2340.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 215.00 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.) = 8.51 RAINFALL INTENSITY(INCH/HR) = 4.02 TOTAL STREAM AREA(ACRES) = 25.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 80.16 **************************************************************************** FLOW PROCESS FROM NODE 216.00 TO NODE 218.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ Page 30 50PR.OUT *USER SPECIFIED(SUBAREA): DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .8000 INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 486.00 DOWNSTREAM ELEVATION(FEET) = 484.50 ELEVATION DIFFERENCE(FEET) = 1.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.712 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.665 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.82 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.82 **************************************************************************** FLOW PROCESS FROM NODE 218.00 TO NODE 220.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 473.50 DOWNSTREAM(FEET) = 457.50 FLOW LENGTH(FEET) = 810.00 MANNING'S N = 0.012 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.) = 4.58 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.82 PIPE TRAVEL TIME(MIN.) = 2.95 Tc(MIN.) = 6.66 LONGEST FLOWPATH FROM NODE 216.00 TO NODE 220.00 = 885.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 218.00 TO NODE 220.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.707 *USER SPECIFIED(SUBAREA): DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .8000 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8000 SUBAREA AREA(ACRES) = 9.84 SUBAREA RUNOFF(CFS) = 37.06 TOTAL AREA(ACRES) = 10.0 TOTAL RUNOFF(CFS) = 37.73 TC(MIN.) = 6.66 **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 215.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 457.50 DOWNSTREAM(FEET) = 429.30 FLOW LENGTH(FEET) = 220.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 24.21 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 37.73 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 6.81 LONGEST FLOWPATH FROM NODE 216.00 TO NODE 215.00 = 1105.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 215.00 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.) = 6.81 RAINFALL INTENSITY(INCH/HR) = 4.64 TOTAL STREAM AREA(ACRES) = 10.02 PEAK FLOW RATE(CFS) AT CONFLUENCE = 37.73 **************************************************************************** FLOW PROCESS FROM NODE 222.00 TO NODE 224.00 IS CODE = 21 ---------------------------------------------------------------------------- Page 31 50PR.OUT >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8000 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 465.80 DOWNSTREAM ELEVATION(FEET) = 463.20 ELEVATION DIFFERENCE(FEET) = 2.60 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.261 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.665 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 1.18 TOTAL AREA(ACRES) = 0.26 TOTAL RUNOFF(CFS) = 1.18 **************************************************************************** FLOW PROCESS FROM NODE 224.00 TO NODE 214.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 463.20 DOWNSTREAM ELEVATION(FEET) = 440.90 STREET LENGTH(FEET) = 1020.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 24.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 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) = 5.68 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.92 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.11 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.95 STREET FLOW TRAVEL TIME(MIN.) = 5.47 Tc(MIN.) = 8.73 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.953 *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8000 AREA-AVERAGE RUNOFF COEFFICIENT = 0.800 SUBAREA AREA(ACRES) = 2.78 SUBAREA RUNOFF(CFS) = 8.79 TOTAL AREA(ACRES) = 3.0 PEAK FLOW RATE(CFS) = 9.61 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.14 FLOW VELOCITY(FEET/SEC.) = 3.54 DEPTH*VELOCITY(FT*FT/SEC.) = 1.23 LONGEST FLOWPATH FROM NODE 222.00 TO NODE 214.00 = 1100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 215.00 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.) = 8.73 RAINFALL INTENSITY(INCH/HR) = 3.95 TOTAL STREAM AREA(ACRES) = 3.04 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.61 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 80.16 8.51 4.019 25.10 2 37.73 6.81 4.640 10.02 3 9.61 8.73 3.953 3.04 Page 32 50PR.OUT 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) 1 114.68 6.81 4.640 2 122.22 8.51 4.019 3 120.61 8.73 3.953 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 122.22 Tc(MIN.) = 8.51 TOTAL AREA(ACRES) = 38.2 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 215.00 = 2340.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 226.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 429.30 DOWNSTREAM(FEET) = 420.00 FLOW LENGTH(FEET) = 774.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 35.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.98 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 122.22 PIPE TRAVEL TIME(MIN.) = 0.99 Tc(MIN.) = 9.51 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 226.00 = 3114.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 226.00 TO NODE 226.00 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.) = 9.51 RAINFALL INTENSITY(INCH/HR) = 3.74 TOTAL STREAM AREA(ACRES) = 38.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 122.22 **************************************************************************** FLOW PROCESS FROM NODE 228.00 TO NODE 230.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 451.00 DOWNSTREAM ELEVATION(FEET) = 449.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.935 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.665 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.76 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.76 **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 226.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 438.00 DOWNSTREAM(FEET) = 420.00 FLOW LENGTH(FEET) = 790.00 MANNING'S N = 0.012 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.) = 4.73 Page 33 50PR.OUT ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.76 PIPE TRAVEL TIME(MIN.) = 2.78 Tc(MIN.) = 6.72 LONGEST FLOWPATH FROM NODE 228.00 TO NODE 226.00 = 865.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 226.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.683 DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7500 SUBAREA AREA(ACRES) = 9.99 SUBAREA RUNOFF(CFS) = 35.09 TOTAL AREA(ACRES) = 10.2 TOTAL RUNOFF(CFS) = 35.72 TC(MIN.) = 6.72 **************************************************************************** FLOW PROCESS FROM NODE 226.00 TO NODE 226.00 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.) = 6.72 RAINFALL INTENSITY(INCH/HR) = 4.68 TOTAL STREAM AREA(ACRES) = 10.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 35.72 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 122.22 9.51 3.743 38.16 2 35.72 6.72 4.683 10.17 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) 1 133.40 6.72 4.683 2 150.77 9.51 3.743 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 150.77 Tc(MIN.) = 9.51 TOTAL AREA(ACRES) = 48.3 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 226.00 = 3114.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 226.00 TO NODE 258.00 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) = 380.00 FLOW LENGTH(FEET) = 180.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 41.71 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 150.77 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 9.58 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 258.00 = 3294.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 258.00 TO NODE 258.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ Page 34 50PR.OUT TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.58 RAINFALL INTENSITY(INCH/HR) = 3.72 TOTAL STREAM AREA(ACRES) = 48.33 PEAK FLOW RATE(CFS) AT CONFLUENCE = 150.77 **************************************************************************** FLOW PROCESS FROM NODE 254.00 TO NODE 256.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .7800 INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00 UPSTREAM ELEVATION(FEET) = 408.50 DOWNSTREAM ELEVATION(FEET) = 407.20 ELEVATION DIFFERENCE(FEET) = 1.30 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.686 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.665 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.80 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.80 **************************************************************************** FLOW PROCESS FROM NODE 256.00 TO NODE 258.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 407.20 DOWNSTREAM ELEVATION(FEET) = 392.50 STREET LENGTH(FEET) = 1060.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 38.00 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 = 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) = 7.96 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.33 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.84 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.00 STREET FLOW TRAVEL TIME(MIN.) = 6.22 Tc(MIN.) = 9.91 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.645 *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .7800 AREA-AVERAGE RUNOFF COEFFICIENT = 0.780 SUBAREA AREA(ACRES) = 4.88 SUBAREA RUNOFF(CFS) = 13.87 TOTAL AREA(ACRES) = 5.1 PEAK FLOW RATE(CFS) = 14.39 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.42 FLOW VELOCITY(FEET/SEC.) = 3.27 DEPTH*VELOCITY(FT*FT/SEC.) = 1.36 LONGEST FLOWPATH FROM NODE 254.00 TO NODE 258.00 = 1125.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 259.00 TO NODE 258.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.645 *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .7800 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7800 Page 35 50PR.OUT SUBAREA AREA(ACRES) = 3.22 SUBAREA RUNOFF(CFS) = 9.15 TOTAL AREA(ACRES) = 8.3 TOTAL RUNOFF(CFS) = 23.54 TC(MIN.) = 9.91 **************************************************************************** FLOW PROCESS FROM NODE 258.00 TO NODE 258.00 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.) = 9.91 RAINFALL INTENSITY(INCH/HR) = 3.64 TOTAL STREAM AREA(ACRES) = 8.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.54 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 150.77 9.58 3.725 48.33 2 23.54 9.91 3.645 8.28 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) 1 173.53 9.58 3.725 2 171.08 9.91 3.645 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 173.53 Tc(MIN.) = 9.58 TOTAL AREA(ACRES) = 56.6 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 258.00 = 3294.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 258.00 TO NODE 172.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 380.00 DOWNSTREAM(FEET) = 365.00 FLOW LENGTH(FEET) = 530.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 33.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.77 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 173.53 PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 10.02 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 172.00 = 3824.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 172.00 TO NODE 172.00 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) 1 173.53 10.02 3.617 56.61 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 172.00 = 3824.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 245.65 10.16 3.585 93.34 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 172.00 = 5381.00 FEET. ** PEAK FLOW RATE TABLE ** Page 36 50PR.OUT STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 415.80 10.02 3.617 2 417.64 10.16 3.585 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 417.64 Tc(MIN.) = 10.16 TOTAL AREA(ACRES) = 150.0 **************************************************************************** FLOW PROCESS FROM NODE 172.00 TO NODE 172.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 172.00 TO NODE 174.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 365.00 DOWNSTREAM(FEET) = 358.00 FLOW LENGTH(FEET) = 530.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 72.0 INCH PIPE IS 53.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.49 ESTIMATED PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 417.64 PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 10.64 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 174.00 = 5911.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 174.00 TO NODE 174.00 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.) = 10.64 RAINFALL INTENSITY(INCH/HR) = 3.48 TOTAL STREAM AREA(ACRES) = 149.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 417.64 **************************************************************************** FLOW PROCESS FROM NODE 176.00 TO NODE 178.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 390.00 DOWNSTREAM ELEVATION(FEET) = 388.50 ELEVATION DIFFERENCE(FEET) = 1.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.330 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.665 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.68 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.68 **************************************************************************** FLOW PROCESS FROM NODE 178.00 TO NODE 180.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 377.50 DOWNSTREAM(FEET) = 369.00 FLOW LENGTH(FEET) = 750.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.57 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 Page 37 50PR.OUT PIPE-FLOW(CFS) = 0.68 PIPE TRAVEL TIME(MIN.) = 3.50 Tc(MIN.) = 7.83 LONGEST FLOWPATH FROM NODE 176.00 TO NODE 180.00 = 825.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 178.00 TO NODE 180.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.241 DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7500 SUBAREA AREA(ACRES) = 15.87 SUBAREA RUNOFF(CFS) = 50.48 TOTAL AREA(ACRES) = 16.0 TOTAL RUNOFF(CFS) = 50.99 TC(MIN.) = 7.83 **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 174.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 369.00 DOWNSTREAM(FEET) = 358.00 FLOW LENGTH(FEET) = 760.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 33.0 INCH PIPE IS 21.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.17 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 50.99 PIPE TRAVEL TIME(MIN.) = 1.04 Tc(MIN.) = 8.87 LONGEST FLOWPATH FROM NODE 176.00 TO NODE 174.00 = 1585.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 174.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.913 DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7500 SUBAREA AREA(ACRES) = 16.23 SUBAREA RUNOFF(CFS) = 47.64 TOTAL AREA(ACRES) = 32.3 TOTAL RUNOFF(CFS) = 94.68 TC(MIN.) = 8.87 **************************************************************************** FLOW PROCESS FROM NODE 174.00 TO NODE 174.00 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.) = 8.87 RAINFALL INTENSITY(INCH/HR) = 3.91 TOTAL STREAM AREA(ACRES) = 32.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 94.68 **************************************************************************** FLOW PROCESS FROM NODE 182.00 TO NODE 184.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 405.00 DOWNSTREAM ELEVATION(FEET) = 387.00 ELEVATION DIFFERENCE(FEET) = 18.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.924 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.665 Page 38 50PR.OUT NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.68 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.68 **************************************************************************** FLOW PROCESS FROM NODE 184.00 TO NODE 186.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 376.00 DOWNSTREAM(FEET) = 369.00 FLOW LENGTH(FEET) = 800.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.24 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.68 PIPE TRAVEL TIME(MIN.) = 4.12 Tc(MIN.) = 7.04 LONGEST FLOWPATH FROM NODE 182.00 TO NODE 186.00 = 900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 184.00 TO NODE 186.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.541 DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7500 SUBAREA AREA(ACRES) = 13.09 SUBAREA RUNOFF(CFS) = 44.58 TOTAL AREA(ACRES) = 13.2 TOTAL RUNOFF(CFS) = 45.12 TC(MIN.) = 7.04 **************************************************************************** FLOW PROCESS FROM NODE 186.00 TO NODE 174.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 369.00 DOWNSTREAM(FEET) = 358.00 FLOW LENGTH(FEET) = 630.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.64 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 45.12 PIPE TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 7.88 LONGEST FLOWPATH FROM NODE 182.00 TO NODE 174.00 = 1530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 186.00 TO NODE 174.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.226 DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7500 SUBAREA AREA(ACRES) = 11.60 SUBAREA RUNOFF(CFS) = 36.76 TOTAL AREA(ACRES) = 24.9 TOTAL RUNOFF(CFS) = 78.76 TC(MIN.) = 7.88 **************************************************************************** FLOW PROCESS FROM NODE 174.00 TO NODE 174.00 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.) = 7.88 RAINFALL INTENSITY(INCH/HR) = 4.23 Page 39 50PR.OUT TOTAL STREAM AREA(ACRES) = 24.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 78.76 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 417.64 10.64 3.480 149.95 2 94.68 8.87 3.913 32.26 3 78.76 7.88 4.226 24.85 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) 1 471.87 7.88 4.226 2 515.76 8.87 3.913 3 566.69 10.64 3.480 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 566.69 Tc(MIN.) = 10.64 TOTAL AREA(ACRES) = 207.1 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 174.00 = 5911.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 174.00 TO NODE 188.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 358.00 DOWNSTREAM(FEET) = 355.00 FLOW LENGTH(FEET) = 180.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 75.0 INCH PIPE IS 60.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 21.49 ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 566.69 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 10.78 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 188.00 = 6091.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 188.00 TO NODE 188.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.451 PARKS, GOLF COURSES RUNOFF COEFFICIENT = .3000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7417 SUBAREA AREA(ACRES) = 1.22 SUBAREA RUNOFF(CFS) = 1.26 TOTAL AREA(ACRES) = 208.3 TOTAL RUNOFF(CFS) = 566.69 TC(MIN.) = 10.78 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 188.00 TO NODE 190.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 355.00 DOWNSTREAM(FEET) = 305.00 FLOW LENGTH(FEET) = 660.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 44.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 38.10 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 566.69 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 11.07 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 190.00 = 6751.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 10 Page 40 50PR.OUT ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 232.00 TO NODE 234.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 70.00 UPSTREAM ELEVATION(FEET) = 572.30 DOWNSTREAM ELEVATION(FEET) = 570.40 ELEVATION DIFFERENCE(FEET) = 1.90 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.699 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.665 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.67 TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.67 **************************************************************************** FLOW PROCESS FROM NODE 234.00 TO NODE 236.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 6 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 570.40 DOWNSTREAM ELEVATION(FEET) = 502.90 STREET LENGTH(FEET) = 980.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 16.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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) = 4.12 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.09 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.33 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.54 STREET FLOW TRAVEL TIME(MIN.) = 3.06 Tc(MIN.) = 5.76 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.169 *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8500 AREA-AVERAGE RUNOFF COEFFICIENT = 0.850 SUBAREA AREA(ACRES) = 1.56 SUBAREA RUNOFF(CFS) = 6.85 TOTAL AREA(ACRES) = 1.7 PEAK FLOW RATE(CFS) = 7.47 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.55 FLOW VELOCITY(FEET/SEC.) = 6.07 DEPTH*VELOCITY(FT*FT/SEC.) = 2.05 LONGEST FLOWPATH FROM NODE 232.00 TO NODE 236.00 = 1050.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 236.00 TO NODE 238.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 499.00 DOWNSTREAM(FEET) = 454.00 FLOW LENGTH(FEET) = 930.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.22 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 Page 41 50PR.OUT PIPE-FLOW(CFS) = 7.47 PIPE TRAVEL TIME(MIN.) = 1.38 Tc(MIN.) = 7.14 LONGEST FLOWPATH FROM NODE 232.00 TO NODE 238.00 = 1980.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 238.00 TO NODE 238.00 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.) = 7.14 RAINFALL INTENSITY(INCH/HR) = 4.50 TOTAL STREAM AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.47 **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 242.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00 UPSTREAM ELEVATION(FEET) = 503.90 DOWNSTREAM ELEVATION(FEET) = 502.60 ELEVATION DIFFERENCE(FEET) = 1.30 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.880 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.665 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 1.16 TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 1.16 **************************************************************************** FLOW PROCESS FROM NODE 242.00 TO NODE 238.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 6 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 502.60 DOWNSTREAM ELEVATION(FEET) = 467.20 STREET LENGTH(FEET) = 1020.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 16.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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) = 5.24 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.48 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.31 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.45 STREET FLOW TRAVEL TIME(MIN.) = 3.95 Tc(MIN.) = 6.83 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.635 *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8500 AREA-AVERAGE RUNOFF COEFFICIENT = 0.850 SUBAREA AREA(ACRES) = 2.05 SUBAREA RUNOFF(CFS) = 8.08 TOTAL AREA(ACRES) = 2.3 PEAK FLOW RATE(CFS) = 9.02 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.15 FLOW VELOCITY(FEET/SEC.) = 4.88 DEPTH*VELOCITY(FT*FT/SEC.) = 1.90 LONGEST FLOWPATH FROM NODE 240.00 TO NODE 238.00 = 1085.00 FEET. Page 42 50PR.OUT **************************************************************************** FLOW PROCESS FROM NODE 238.00 TO NODE 238.00 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.) = 6.83 RAINFALL INTENSITY(INCH/HR) = 4.63 TOTAL STREAM AREA(ACRES) = 2.29 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.02 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.47 7.14 4.500 1.70 2 9.02 6.83 4.635 2.29 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 16.16 6.83 4.635 2 16.23 7.14 4.500 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.23 Tc(MIN.) = 7.14 TOTAL AREA(ACRES) = 4.0 LONGEST FLOWPATH FROM NODE 232.00 TO NODE 238.00 = 1980.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 238.00 TO NODE 240.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 464.00 DOWNSTREAM(FEET) = 392.50 FLOW LENGTH(FEET) = 990.00 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.) = 15.88 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.23 PIPE TRAVEL TIME(MIN.) = 1.04 Tc(MIN.) = 8.18 LONGEST FLOWPATH FROM NODE 232.00 TO NODE 240.00 = 2970.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 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.) = 8.18 RAINFALL INTENSITY(INCH/HR) = 4.12 TOTAL STREAM AREA(ACRES) = 3.99 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.23 **************************************************************************** FLOW PROCESS FROM NODE 242.00 TO NODE 244.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .6900 INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 476.50 DOWNSTREAM ELEVATION(FEET) = 474.10 Page 43 50PR.OUT ELEVATION DIFFERENCE(FEET) = 2.40 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.337 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.665 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.70 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.70 **************************************************************************** FLOW PROCESS FROM NODE 244.00 TO NODE 240.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 6 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 474.10 DOWNSTREAM ELEVATION(FEET) = 406.50 STREET LENGTH(FEET) = 1250.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 16.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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) = 8.06 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.46 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.62 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.00 STREET FLOW TRAVEL TIME(MIN.) = 3.70 Tc(MIN.) = 8.04 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.169 *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .6900 AREA-AVERAGE RUNOFF COEFFICIENT = 0.690 SUBAREA AREA(ACRES) = 5.02 SUBAREA RUNOFF(CFS) = 14.44 TOTAL AREA(ACRES) = 5.2 PEAK FLOW RATE(CFS) = 14.96 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.77 FLOW VELOCITY(FEET/SEC.) = 6.51 DEPTH*VELOCITY(FT*FT/SEC.) = 2.74 LONGEST FLOWPATH FROM NODE 242.00 TO NODE 240.00 = 1325.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 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.) = 8.04 RAINFALL INTENSITY(INCH/HR) = 4.17 TOTAL STREAM AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.96 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 16.23 8.18 4.123 3.99 2 14.96 8.04 4.169 5.20 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 31.01 8.04 4.169 Page 44 50PR.OUT 2 31.02 8.18 4.123 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 31.02 Tc(MIN.) = 8.18 TOTAL AREA(ACRES) = 9.2 LONGEST FLOWPATH FROM NODE 232.00 TO NODE 240.00 = 2970.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 242.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 392.50 DOWNSTREAM(FEET) = 391.50 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.80 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 31.02 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 8.37 LONGEST FLOWPATH FROM NODE 232.00 TO NODE 242.00 = 3070.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 242.00 TO NODE 242.00 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.) = 8.37 RAINFALL INTENSITY(INCH/HR) = 4.06 TOTAL STREAM AREA(ACRES) = 9.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.02 **************************************************************************** FLOW PROCESS FROM NODE 248.00 TO NODE 250.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 470.00 DOWNSTREAM ELEVATION(FEET) = 468.50 ELEVATION DIFFERENCE(FEET) = 1.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.330 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.665 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.76 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.76 **************************************************************************** FLOW PROCESS FROM NODE 250.00 TO NODE 252.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 457.00 DOWNSTREAM(FEET) = 442.00 FLOW LENGTH(FEET) = 740.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.52 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.76 PIPE TRAVEL TIME(MIN.) = 2.73 Tc(MIN.) = 7.06 LONGEST FLOWPATH FROM NODE 248.00 TO NODE 252.00 = 815.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 250.00 TO NODE 252.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< Page 45 50PR.OUT ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.535 DENSE RESIDENTIAL (R2,R3) RUNOFF COEFFICIENT = .7500 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7500 SUBAREA AREA(ACRES) = 8.11 SUBAREA RUNOFF(CFS) = 27.58 TOTAL AREA(ACRES) = 8.3 TOTAL RUNOFF(CFS) = 28.20 TC(MIN.) = 7.06 **************************************************************************** FLOW PROCESS FROM NODE 252.00 TO NODE 242.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 442.00 DOWNSTREAM(FEET) = 391.50 FLOW LENGTH(FEET) = 260.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 26.38 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.20 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 7.22 LONGEST FLOWPATH FROM NODE 248.00 TO NODE 242.00 = 1075.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 242.00 TO NODE 242.00 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.) = 7.22 RAINFALL INTENSITY(INCH/HR) = 4.47 TOTAL STREAM AREA(ACRES) = 8.29 PEAK FLOW RATE(CFS) AT CONFLUENCE = 28.20 **************************************************************************** FLOW PROCESS FROM NODE 244.00 TO NODE 246.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .7900 INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) = 413.00 DOWNSTREAM ELEVATION(FEET) = 412.10 ELEVATION DIFFERENCE(FEET) = 0.90 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.776 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.665 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.81 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.81 **************************************************************************** FLOW PROCESS FROM NODE 246.00 TO NODE 242.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 412.10 DOWNSTREAM ELEVATION(FEET) = 407.00 STREET LENGTH(FEET) = 550.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 38.00 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 = 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 Page 46 50PR.OUT **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.22 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.07 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.52 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.98 STREET FLOW TRAVEL TIME(MIN.) = 3.63 Tc(MIN.) = 7.41 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.396 *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .7900 AREA-AVERAGE RUNOFF COEFFICIENT = 0.790 SUBAREA AREA(ACRES) = 4.77 SUBAREA RUNOFF(CFS) = 16.57 TOTAL AREA(ACRES) = 4.9 PEAK FLOW RATE(CFS) = 17.19 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.81 FLOW VELOCITY(FEET/SEC.) = 2.92 DEPTH*VELOCITY(FT*FT/SEC.) = 1.35 LONGEST FLOWPATH FROM NODE 244.00 TO NODE 242.00 = 610.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 242.00 TO NODE 242.00 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.) = 7.41 RAINFALL INTENSITY(INCH/HR) = 4.40 TOTAL STREAM AREA(ACRES) = 4.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.19 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 31.02 8.37 4.062 9.19 2 28.20 7.22 4.468 8.29 3 17.19 7.41 4.396 4.95 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 73.16 7.22 4.468 2 73.60 7.41 4.396 3 72.54 8.37 4.062 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 73.60 Tc(MIN.) = 7.41 TOTAL AREA(ACRES) = 22.4 LONGEST FLOWPATH FROM NODE 232.00 TO NODE 242.00 = 3070.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 242.00 TO NODE 190.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 391.50 DOWNSTREAM(FEET) = 305.00 FLOW LENGTH(FEET) = 1620.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 20.43 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 73.60 PIPE TRAVEL TIME(MIN.) = 1.32 Tc(MIN.) = 8.73 LONGEST FLOWPATH FROM NODE 232.00 TO NODE 190.00 = 4690.00 FEET. **************************************************************************** Page 47 50PR.OUT FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 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 73.60 8.73 3.955 22.43 LONGEST FLOWPATH FROM NODE 232.00 TO NODE 190.00 = 4690.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 566.69 11.07 3.392 208.28 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 190.00 = 6751.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 520.38 8.73 3.955 2 629.83 11.07 3.392 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 629.83 Tc(MIN.) = 11.07 TOTAL AREA(ACRES) = 230.7 **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 192.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 305.00 DOWNSTREAM(FEET) = 218.00 FLOW LENGTH(FEET) = 1200.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 46.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 38.55 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 629.83 PIPE TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 11.59 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 192.00 = 7951.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 192.00 TO NODE 192.00 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.) = 11.59 RAINFALL INTENSITY(INCH/HR) = 3.29 TOTAL STREAM AREA(ACRES) = 230.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 629.83 **************************************************************************** FLOW PROCESS FROM NODE 194.00 TO NODE 196.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ PARKS, GOLF COURSES RUNOFF COEFFICIENT = .3000 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 338.00 DOWNSTREAM ELEVATION(FEET) = 336.00 ELEVATION DIFFERENCE(FEET) = 2.00 Page 48 50PR.OUT URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.490 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.747 SUBAREA RUNOFF(CFS) = 0.38 TOTAL AREA(ACRES) = 0.34 TOTAL RUNOFF(CFS) = 0.38 **************************************************************************** FLOW PROCESS FROM NODE 196.00 TO NODE 192.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 324.00 DOWNSTREAM(FEET) = 218.00 FLOW LENGTH(FEET) = 1415.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.79 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.38 PIPE TRAVEL TIME(MIN.) = 4.07 Tc(MIN.) = 13.56 LONGEST FLOWPATH FROM NODE 194.00 TO NODE 192.00 = 1495.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 196.00 TO NODE 192.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.976 PARKS, GOLF COURSES RUNOFF COEFFICIENT = .3000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.3000 SUBAREA AREA(ACRES) = 25.38 SUBAREA RUNOFF(CFS) = 22.66 TOTAL AREA(ACRES) = 25.7 TOTAL RUNOFF(CFS) = 22.97 TC(MIN.) = 13.56 **************************************************************************** FLOW PROCESS FROM NODE 193.00 TO NODE 192.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.976 VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.3151 SUBAREA AREA(ACRES) = 1.36 SUBAREA RUNOFF(CFS) = 2.43 TOTAL AREA(ACRES) = 27.1 TOTAL RUNOFF(CFS) = 25.39 TC(MIN.) = 13.56 **************************************************************************** FLOW PROCESS FROM NODE 192.00 TO NODE 192.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.976 *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (FLAT) RUNOFF COEFFICIENT = .2000 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3068 SUBAREA AREA(ACRES) = 2.09 SUBAREA RUNOFF(CFS) = 1.24 TOTAL AREA(ACRES) = 29.2 TOTAL RUNOFF(CFS) = 26.64 TC(MIN.) = 13.56 **************************************************************************** FLOW PROCESS FROM NODE 192.00 TO NODE 192.00 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.) = 13.56 RAINFALL INTENSITY(INCH/HR) = 2.98 TOTAL STREAM AREA(ACRES) = 29.17 Page 49 50PR.OUT PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.64 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 629.83 11.59 3.294 230.71 2 26.64 13.56 2.976 29.17 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) 1 652.59 11.59 3.294 2 595.78 13.56 2.976 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 652.59 Tc(MIN.) = 11.59 TOTAL AREA(ACRES) = 259.9 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 192.00 = 7951.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 192.00 TO NODE 198.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 215.00 DOWNSTREAM(FEET) = 205.00 FLOW LENGTH(FEET) = 247.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 69.0 INCH PIPE IS 51.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 31.47 ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 652.59 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 11.72 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 198.00 = 8198.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 198.00 TO NODE 198.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.270 VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.6943 SUBAREA AREA(ACRES) = 1.08 SUBAREA RUNOFF(CFS) = 2.12 TOTAL AREA(ACRES) = 261.0 TOTAL RUNOFF(CFS) = 652.59 TC(MIN.) = 11.72 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 198.00 TO NODE 198.00 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.) = 11.72 RAINFALL INTENSITY(INCH/HR) = 3.27 TOTAL STREAM AREA(ACRES) = 260.96 PEAK FLOW RATE(CFS) AT CONFLUENCE = 652.59 **************************************************************************** FLOW PROCESS FROM NODE 512.00 TO NODE 514.00 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 Page 50 50PR.OUT UPSTREAM ELEVATION(FEET) = 370.00 DOWNSTREAM ELEVATION(FEET) = 320.00 ELEVATION DIFFERENCE(FEET) = 50.00 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) = 5.665 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.99 TOTAL AREA(ACRES) = 0.29 TOTAL RUNOFF(CFS) = 0.99 **************************************************************************** FLOW PROCESS FROM NODE 514.00 TO NODE 516.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 320.00 DOWNSTREAM(FEET) = 238.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 750.00 CHANNEL SLOPE = 0.1093 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.065 *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 34.76 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 7.06 AVERAGE FLOW DEPTH(FEET) = 0.36 TRAVEL TIME(MIN.) = 1.77 Tc(MIN.) = 5.95 SUBAREA AREA(ACRES) = 26.24 SUBAREA RUNOFF(CFS) = 66.45 AREA-AVERAGE RUNOFF COEFFICIENT = 0.501 TOTAL AREA(ACRES) = 26.5 PEAK FLOW RATE(CFS) = 67.33 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.51 FLOW VELOCITY(FEET/SEC.) = 8.65 LONGEST FLOWPATH FROM NODE 512.00 TO NODE 516.00 = 850.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 513.00 TO NODE 516.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.065 NORMAL RESIDENTIAL (R1) RUNOFF COEFFICIENT = .6500 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.5060 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 2.96 TOTAL AREA(ACRES) = 27.4 TOTAL RUNOFF(CFS) = 70.30 TC(MIN.) = 5.95 **************************************************************************** FLOW PROCESS FROM NODE 516.00 TO NODE 198.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 228.00 DOWNSTREAM(FEET) = 205.00 FLOW LENGTH(FEET) = 1000.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.54 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 70.30 PIPE TRAVEL TIME(MIN.) = 1.15 Tc(MIN.) = 7.09 LONGEST FLOWPATH FROM NODE 512.00 TO NODE 198.00 = 1850.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 198.00 TO NODE 198.00 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: Page 51 50PR.OUT TIME OF CONCENTRATION(MIN.) = 7.09 RAINFALL INTENSITY(INCH/HR) = 4.52 TOTAL STREAM AREA(ACRES) = 27.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 70.30 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 652.59 11.72 3.270 260.96 2 70.30 7.09 4.521 27.43 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) 1 542.32 7.09 4.521 2 703.44 11.72 3.270 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 703.44 Tc(MIN.) = 11.72 TOTAL AREA(ACRES) = 288.4 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 198.00 = 8198.00 FEET. +--------------------------------------------------------------------------+ | MAIN STREET RUNOFF TO VILLAGE 8 WEST | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 302.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 559.60 DOWNSTREAM ELEVATION(FEET) = 557.00 ELEVATION DIFFERENCE(FEET) = 2.60 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.717 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.665 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 1.06 TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 1.06 **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 304.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 557.00 DOWNSTREAM ELEVATION(FEET) = 528.00 STREET LENGTH(FEET) = 900.00 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 = 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) = 8.74 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.87 Page 52 50PR.OUT AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.00 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.30 STREET FLOW TRAVEL TIME(MIN.) = 3.75 Tc(MIN.) = 6.47 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.799 *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .8500 AREA-AVERAGE RUNOFF COEFFICIENT = 0.850 SUBAREA AREA(ACRES) = 3.73 SUBAREA RUNOFF(CFS) = 15.22 TOTAL AREA(ACRES) = 4.0 PEAK FLOW RATE(CFS) = 16.11 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.75 FLOW VELOCITY(FEET/SEC.) = 4.62 DEPTH*VELOCITY(FT*FT/SEC.) = 1.76 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 304.00 = 980.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 305.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 519.36 DOWNSTREAM(FEET) = 512.54 FLOW LENGTH(FEET) = 113.26 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.73 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.11 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 6.59 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 305.00 = 1093.26 FEET. **************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 305.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.739 *USER SPECIFIED(SUBAREA): PAVED SURFACE RUNOFF COEFFICIENT = .7500 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8007 SUBAREA AREA(ACRES) = 3.84 SUBAREA RUNOFF(CFS) = 13.65 TOTAL AREA(ACRES) = 7.8 TOTAL RUNOFF(CFS) = 29.56 TC(MIN.) = 6.59 +--------------------------------------------------------------------------+ | AREA TRIBUTARY TO BIOFILTRATION BASIN | | AREA FROM BASIN COMMINGLES WITH VILLAGE 8 WEST | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 402.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ PARKS, GOLF COURSES RUNOFF COEFFICIENT = .3000 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 238.00 DOWNSTREAM ELEVATION(FEET) = 236.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.490 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.747 SUBAREA RUNOFF(CFS) = 0.19 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.19 **************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 404.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ Page 53 50PR.OUT ELEVATION DATA: UPSTREAM(FEET) = 224.00 DOWNSTREAM(FEET) = 205.20 FLOW LENGTH(FEET) = 940.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.00 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.19 PIPE TRAVEL TIME(MIN.) = 5.23 Tc(MIN.) = 14.72 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 404.00 = 1020.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 404.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.823 PARKS, GOLF COURSES RUNOFF COEFFICIENT = .3000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.3000 SUBAREA AREA(ACRES) = 13.56 SUBAREA RUNOFF(CFS) = 11.48 TOTAL AREA(ACRES) = 13.7 TOTAL RUNOFF(CFS) = 11.63 TC(MIN.) = 14.72 **************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 404.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.823 *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (FLAT) RUNOFF COEFFICIENT = .2000 AREA-AVERAGE RUNOFF COEFFICIENT = 0.2989 SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.08 TOTAL AREA(ACRES) = 13.9 TOTAL RUNOFF(CFS) = 11.71 TC(MIN.) = 14.72 **************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 405.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 209.00 DOWNSTREAM(FEET) = 206.00 FLOW LENGTH(FEET) = 30.00 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.) = 16.51 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.71 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 14.75 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 405.00 = 1050.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 405.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 504.00 TO NODE 506.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 340.00 DOWNSTREAM ELEVATION(FEET) = 300.00 ELEVATION DIFFERENCE(FEET) = 40.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.013 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! Page 54 50PR.OUT 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.655 SUBAREA RUNOFF(CFS) = 0.82 TOTAL AREA(ACRES) = 0.29 TOTAL RUNOFF(CFS) = 0.82 **************************************************************************** FLOW PROCESS FROM NODE 506.00 TO NODE 508.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 300.00 DOWNSTREAM(FEET) = 240.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 830.00 CHANNEL SLOPE = 0.0723 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.189 *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.88 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.66 AVERAGE FLOW DEPTH(FEET) = 0.25 TRAVEL TIME(MIN.) = 2.97 Tc(MIN.) = 7.98 SUBAREA AREA(ACRES) = 13.13 SUBAREA RUNOFF(CFS) = 27.50 AREA-AVERAGE RUNOFF COEFFICIENT = 0.500 TOTAL AREA(ACRES) = 13.4 PEAK FLOW RATE(CFS) = 28.11 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.36 FLOW VELOCITY(FEET/SEC.) = 5.71 LONGEST FLOWPATH FROM NODE 504.00 TO NODE 508.00 = 930.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 508.00 TO NODE 513.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 220.00 DOWNSTREAM(FEET) = 212.00 FLOW LENGTH(FEET) = 500.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.27 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.11 PIPE TRAVEL TIME(MIN.) = 0.81 Tc(MIN.) = 8.79 LONGEST FLOWPATH FROM NODE 504.00 TO NODE 513.00 = 1430.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 513.00 TO NODE 513.00 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.) = 8.79 RAINFALL INTENSITY(INCH/HR) = 3.94 TOTAL STREAM AREA(ACRES) = 13.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 28.11 **************************************************************************** FLOW PROCESS FROM NODE 509.00 TO NODE 511.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 325.00 DOWNSTREAM ELEVATION(FEET) = 318.00 ELEVATION DIFFERENCE(FEET) = 7.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.646 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.238 SUBAREA RUNOFF(CFS) = 0.79 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.79 Page 55 50PR.OUT **************************************************************************** FLOW PROCESS FROM NODE 511.00 TO NODE 513.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 318.00 DOWNSTREAM(FEET) = 222.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 930.00 CHANNEL SLOPE = 0.1032 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.006 *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.77 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.33 AVERAGE FLOW DEPTH(FEET) = 0.23 TRAVEL TIME(MIN.) = 2.91 Tc(MIN.) = 8.55 SUBAREA AREA(ACRES) = 13.77 SUBAREA RUNOFF(CFS) = 27.58 AREA-AVERAGE RUNOFF COEFFICIENT = 0.500 TOTAL AREA(ACRES) = 14.1 PEAK FLOW RATE(CFS) = 28.18 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.33 FLOW VELOCITY(FEET/SEC.) = 6.54 LONGEST FLOWPATH FROM NODE 509.00 TO NODE 513.00 = 1030.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 513.00 TO NODE 513.00 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.) = 8.55 RAINFALL INTENSITY(INCH/HR) = 4.01 TOTAL STREAM AREA(ACRES) = 14.07 PEAK FLOW RATE(CFS) AT CONFLUENCE = 28.18 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 28.11 8.79 3.935 13.42 2 28.18 8.55 4.006 14.07 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 55.52 8.55 4.006 2 55.79 8.79 3.935 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 55.79 Tc(MIN.) = 8.79 TOTAL AREA(ACRES) = 27.5 LONGEST FLOWPATH FROM NODE 504.00 TO NODE 513.00 = 1430.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 513.00 TO NODE 405.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 212.00 DOWNSTREAM(FEET) = 207.00 FLOW LENGTH(FEET) = 834.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.29 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 55.79 Page 56 50PR.OUT PIPE TRAVEL TIME(MIN.) = 1.68 Tc(MIN.) = 10.47 LONGEST FLOWPATH FROM NODE 504.00 TO NODE 405.00 = 2264.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 405.00 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 55.79 10.47 3.517 27.49 LONGEST FLOWPATH FROM NODE 504.00 TO NODE 405.00 = 2264.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.71 14.75 2.819 13.88 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 405.00 = 1050.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 64.11 10.47 3.517 2 56.44 14.75 2.819 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 64.11 Tc(MIN.) = 10.47 TOTAL AREA(ACRES) = 41.4 **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 405.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 406.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 206.00 DOWNSTREAM(FEET) = 180.00 FLOW LENGTH(FEET) = 740.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.76 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 64.11 PIPE TRAVEL TIME(MIN.) = 0.74 Tc(MIN.) = 11.21 LONGEST FLOWPATH FROM NODE 504.00 TO NODE 406.00 = 3004.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 406.00 TO NODE 406.00 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.) = 11.21 RAINFALL INTENSITY(INCH/HR) = 3.37 TOTAL STREAM AREA(ACRES) = 41.37 PEAK FLOW RATE(CFS) AT CONFLUENCE = 64.11 **************************************************************************** FLOW PROCESS FROM NODE 406.00 TO NODE 406.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 21.52 RAIN INTENSITY(INCH/HOUR) = 2.21 Page 57 50PR.OUT TOTAL AREA(ACRES) = 181.20 TOTAL RUNOFF(CFS) = 306.14 **************************************************************************** FLOW PROCESS FROM NODE 406.00 TO NODE 406.00 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.) = 21.52 RAINFALL INTENSITY(INCH/HR) = 2.21 TOTAL STREAM AREA(ACRES) = 181.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 306.14 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 64.11 11.21 3.366 41.37 2 306.14 21.52 2.210 181.20 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) 1 223.53 11.21 3.366 2 348.22 21.52 2.210 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 348.22 Tc(MIN.) = 21.52 TOTAL AREA(ACRES) = 222.6 LONGEST FLOWPATH FROM NODE 504.00 TO NODE 406.00 = 3004.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 408.00 TO NODE 406.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.210 VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7022 SUBAREA AREA(ACRES) = 1.38 SUBAREA RUNOFF(CFS) = 1.83 TOTAL AREA(ACRES) = 224.0 TOTAL RUNOFF(CFS) = 348.22 TC(MIN.) = 21.52 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 518.00 TO NODE 406.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.210 VEGETATED SLOPES (STEEP) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7020 SUBAREA AREA(ACRES) = 0.54 SUBAREA RUNOFF(CFS) = 0.72 TOTAL AREA(ACRES) = 224.5 TOTAL RUNOFF(CFS) = 348.23 TC(MIN.) = 21.52 **************************************************************************** FLOW PROCESS FROM NODE 510.00 TO NODE 406.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.210 VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.7006 Page 58 50PR.OUT SUBAREA AREA(ACRES) = 1.58 SUBAREA RUNOFF(CFS) = 1.75 TOTAL AREA(ACRES) = 226.1 TOTAL RUNOFF(CFS) = 349.97 TC(MIN.) = 21.52 **************************************************************************** FLOW PROCESS FROM NODE 511.00 TO NODE 406.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.210 *USER SPECIFIED(SUBAREA): VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6968 SUBAREA AREA(ACRES) = 4.35 SUBAREA RUNOFF(CFS) = 4.81 TOTAL AREA(ACRES) = 230.4 TOTAL RUNOFF(CFS) = 354.78 TC(MIN.) = 21.52 +--------------------------------------------------------------------------+ | SLOPE RUNOFF TO SR125 | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 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) = 600.00 DOWNSTREAM ELEVATION(FEET) = 590.00 ELEVATION DIFFERENCE(FEET) = 10.00 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) = 5.665 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 1.22 TOTAL AREA(ACRES) = 0.36 TOTAL RUNOFF(CFS) = 1.22 **************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 590.00 DOWNSTREAM(FEET) = 375.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 3530.00 CHANNEL SLOPE = 0.0609 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 2.00 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.371 VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 SOIL CLASSIFICATION IS "D" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.52 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.89 AVERAGE FLOW DEPTH(FEET) = 0.20 TRAVEL TIME(MIN.) = 15.11 Tc(MIN.) = 19.29 SUBAREA AREA(ACRES) = 12.33 SUBAREA RUNOFF(CFS) = 14.62 AREA-AVERAGE RUNOFF COEFFICIENT = 0.503 TOTAL AREA(ACRES) = 12.7 PEAK FLOW RATE(CFS) = 15.13 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.27 FLOW VELOCITY(FEET/SEC.) = 4.42 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 502.00 = 3630.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 502.00 TO NODE 503.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< Page 59 50PR.OUT ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 375.00 DOWNSTREAM(FEET) = 335.00 FLOW LENGTH(FEET) = 874.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.09 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.13 PIPE TRAVEL TIME(MIN.) = 1.11 Tc(MIN.) = 20.40 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 503.00 = 4504.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 503.00 TO NODE 503.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.287 VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 SOIL CLASSIFICATION IS "D" AREA-AVERAGE RUNOFF COEFFICIENT = 0.5021 SUBAREA AREA(ACRES) = 4.81 SUBAREA RUNOFF(CFS) = 5.50 TOTAL AREA(ACRES) = 17.5 TOTAL RUNOFF(CFS) = 20.10 TC(MIN.) = 20.40 **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 601.00 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) = 374.00 DOWNSTREAM ELEVATION(FEET) = 340.00 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! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.665 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.61 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.61 **************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 340.00 DOWNSTREAM(FEET) = 305.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 CHANNEL SLOPE = 0.0583 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 2.00 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.030 VEGETATED SLOPES (ROLLING) RUNOFF COEFFICIENT = .5000 SOIL CLASSIFICATION IS "D" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.25 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.33 AVERAGE FLOW DEPTH(FEET) = 0.09 TRAVEL TIME(MIN.) = 4.30 Tc(MIN.) = 8.48 SUBAREA AREA(ACRES) = 1.56 SUBAREA RUNOFF(CFS) = 3.14 AREA-AVERAGE RUNOFF COEFFICIENT = 0.510 TOTAL AREA(ACRES) = 1.7 PEAK FLOW RATE(CFS) = 3.58 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.12 FLOW VELOCITY(FEET/SEC.) = 2.68 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 602.00 = 700.00 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.7 TC(MIN.) = 8.48 PEAK FLOW RATE(CFS) = 3.58 ============================================================================ ============================================================================ Page 60 Otay Ranch Village 8-East TM Drainage Study CHAPTER 4 EXHIBIT 1 PRE-DEVELOPED CONDITION HYDROLOGY MAP EXHIBIT 2 DEVELOPED CONDITION HYDROLOGY MAP EXHIBIT 3 OVERLAY OF FLOOD INSURANCE RATE MAP EXHIBIT 4 HYDROLOGIC SOIL TYPE LIMITS OTAY RIVER VALLEY MSCP FLOODPLAIN FLOODWAY MSCP MSCP FLOODWAY FLOODPLAIN MSCP Magdalena Avenue CALLE ESCUELA AV E N I D A C A P R I S E AVENIDA CAPRISE L A M E D I A P K W Y LA MEDIA PKWY NORTH LA MEDIA PKWY SOUTH MAIN ST. EAST MAIN ST. WEST M A I N S T . OTAY RIVER X- SECTION LOCATION FOR HEC-RAS ANALYSISOTAY RIVER X- SECTION LOCATION FOR HEC-RAS ANALYSIS OTAY RANCH VILLAGE 8, WEST SOUTHWEST WATERSHED : EXISTING RUNOFF AT OTAY RIVER Q100 = 380.71 CFS A = 208.76 AC Tc = 21.39 MIN SOUTH WATERSHED: EXISTING RUNOFF AT OTAY RIVER Q100 = 50.66 CFS A = 25.94 AC Tc = 10.21 MIN EAST-CENTRAL WATERSHED: EXISTING RUNOFF AT OTAY RIVER Q100 = 211.11 CFS A = 180.32 AC Tc = 22.58 MIN EAST WATERSHED: EXISTING RUNOFF AT OTAY RIVER Q100 = 45.72 CFS A = 19.96 AC Tc = 7.99 MIN NORTHWEST WATERSHED: RUNOFF TO EXIST. STORM DRAIN Q100 = 21.75 CFS A = 10.11 AC Tc = 9.84 MIN RUNOFF TO EXIST. STORM DRAIN: Q100 = 10.55 CFS A = 6.1 AC Tc = 12.02 MIN NORTHEAST WATERSHED: EXISTING RUNOFF Q100 = 75.59 CFS A = 51.54 AC Tc = 16.65 MIN WEST WATERSHED: RUNOFF TO EXIST. BROW DITCH Q100 = 27.18 CFS A = 14.26 AC Tc = 10.60 MIN OTAY RANCH VILLAGE 9 SR125 NORTH WATERSHED Q100 = 28.62 CFS A = 13.72 AC Tc = 13.47 MIN SOUTHEAST WATERSHED: EXISTING RUNOFF AT OTAY RIVER Q100 = 25.93 CFS A = 13.28 AC Tc = 10.22 MIN OLYMPIAN HIGH SCHOOL LEGEND PROJECT BOUNDARY DRAINAGE BOUNDARY INITIAL SUBAREA FLOW DIRECTION AREA HYDROLOGIC SOIL TYPE NODE NUMBER EXISTING STORM DRAIN OF 2 1 MAPPREPARED BY: HUNSAKER& ASSOCIATES CITY OF CHULA VISTA, CALIFORNIA OTAY RANCH VILLAGE 8 EAST EXISTING HYDROLOGY MAP NOTES: EXISTING CONTOUR INTERVAL IS 5' STREE T "L " STREET "J" R-1 R-2 S-1 P-1 VC-4 R-5 R-6 OS-1 R-3 R-4 R-7 R-8 OS-4 LOT B R-10R-9 VC-3 MHMH MHMHMH MH MHMH MH MH L OT 25 LOT 16 LOT 17 LOT 30 SR-125 OL YM PIAN H IGH S CHOOL N.A.P. CPF-2 OS-1 SR-125 OS-7 OS-8 OS-9 OS-10 OS-11 OS-12 OS-13 O S-2 OS-2 OS-3 OS-2 LO T A OS-5 OS-6 OS-13 VC-1 VC-2 (UNDERL Y INGDESIGNATION) P-2A COMMUNITY PARK P-2B COMMUNITY PARK VC-5 VC-6 VC-7 G 8 A 8 B8 C8 D 8 E 8 F8 8 H 8 I LOT 19 LOT 22 LOT D CPF-1 M A I N S T R E E T E A S T MAIN STREET WEST CALLE ESCUELA A VENIDA CAPRISE LAMEDIAPKWY. PASEO ARCHER PASEO LIMONITE CALLE GRANDON CALLE MAYFAIR OTAY RIVER VALLEY OTAY RIVER VALLEY OS-1 O S-2 OS-2 OS-5 P-2A COMMUNITY PARK P-2B 8 I OTAY RIVER VALLEY OS-1 N.A.P. SR-125 (UNDERLYINGDESIGNATION) G 8 SR-125 OS-2 OS-3 OS-6 8 H OTAY RIVER VALLEY OF 1 1 SHEETPREPARED BY: HUNSAKER& ASSOCIATES OTAY RANCH CITY OF CHULA VISTA, CALIFORNIA EXHIBIT 1.3 OVERLAY OF FLOOD INSURANCE MAP VILLAGE 8 EAST NOS. 06073C2177, 06073C2178, & 06073C2179 NOTE: FLOOD PLAIN ELEVATIONS ADJUSTED FROM NGVD29 TO NAVD28 (+2.1') R-1 R-2 S-1 P-1 VC-4 R-5 R-6 OS-1 R-3 R-4 R-7 R-8 OS-4 LOT B R-10R-9 VC-3MHMH MHMHMH MH MHMH MH MH LOT 25 LOT 16 LOT 17 LOT 30 VILLAGE 9 SR-125 OLYMPIAN HIGH SCHOOL N.A.P. CPF-2 OS-1 SR-125 OS-7 OS-8 OS-9 OS-10 OS-11 OS-12 P-2ACOMMUNITY PARK OS-13 OS-2 OS-2 OS-3 OS-2 LOT A OS-5 OS-6 OS-13 VC-1 VC-2 (UNDERLYINGDESIGNATION) P-2A COMMUNITY PARK P-2B COMMUNITY PARK VC-5 VC-6 VC-7 LOT 19 LOT 22 LOT D CPF-1 CALLE ESCUELA AV E N I D A C A P R I S E AVENIDA CAPRISE L A M E D I A P K W Y LA MEDIA PKWY NORTH LA MEDIA PKWY SOUTH MAIN ST. EAST MAIN ST. WEST M A I N S T . SA N T A M A R I S O L ST. D ST. D CALLE ESCUELA SA N T A M A R I S O L ST . A ST. E ST. F OTAY VALLET RD MSCP FLOODPLAIN FLOODWAY MSCP MSCP FLOODWAY FLOODPLAIN MSCP Magdalena Avenue SOIL NOT RATED OR NOT AVAILABLE LEGEND PROJECT BOUNDARY DRAINAGE BOUNDARY AREA HYDROLOGIC SOIL TYPE SOIL TYPE BOUNDARY OF 1 1 MAPPREPARED BY: HUNSAKER& ASSOCIATES CITY OF CHULA VISTA, CALIFORNIA OTAY RANCH VILLAGE 8 EAST HYDROLOGIC SOIL TYPE LIMITS EXHIBIT Otay Ranch Village 8-East TM Drainage Study APPENDIX A HEC-HMS STUDY FOR OTAY RIVER WATERSHED FOR TIME TO PEAK DETERMINATION FOR 100-YEAR, 24-HOUR STORM EVENT Otay River Valley Existing Condition HEC HMS Analysis Existing Conditions DRAINAGE 62024.0 acres AREA 96.913 mi2 PZN=2.0 PZN=2.5 98 98.5 0 acres (Major Arterials) 92 94.5 0 acres (Commercial Development) 91 94 0 acres (Mixed Use - Schools, Hospital) 90 93 0 acres (High Density Residential Development) 87 91 1024 acres (Single-Family Residential Development) 81 86.5 61000 acres (Open Space) CURVE NUMBER =81.1 PZN=2.0 86.6 PZN=2.5 Average n 0.035 m 0.38 L 13.51 miles 71333 feet Lc 6.755 miles 35666 feet U/S Elev.3060 feet D/S Elev.486.4 feet S 190 ft/mile 0.036 ft/ft LAG TIME =1.722 hours 103.3 min SOIL GROUP D ASSUMED OTAY RANCH University Villages-Otay River Analysis Otay Lake Subbasin & Reach Adjusted CN = R:\0920\Hyd\TM\DR\Calcs\HEC-HMS\HEC-HMS-EX\0920 HEC-HMS-Existing-Lag Time.xls 9/23/2022 Existing Conditions DRAINAGE 0.0 acres AREA 0.000 mi2 CN = 98 0 acres (Major Arterials) CN = 92 0 acres (Commercial Development) CN = 91 0 acres (Mixed Use - Schools, Hospital) CN = 90 0 acres (High Density Residential Development) CN = 87 0 acres (Single-Family Residential Development) CN = 81 0 acres (Open Space) CURVE NUMBER =81.0 AMC=2.0 86.5 AMC=2.5 Average n 0.035 m 0.38 L 2.07 miles 10930 ft Lc 1.035 miles 5465 ft U/S Elev.486 feet D/S Elev.240 feet S 119 ft/mile 0.023 ft/ft LAG TIME =0.453 hours 27.2 min SOIL GROUP D ASSUMED OTAY RANCH VILLAGE 9 Otay River Analysis Savage Dam Spillway Reach Existing Conditions DRAINAGE 4822.0 acres AREA 7.534 mi2 PZN=2.0 PZN=2.5 98 98.5 0 acres (Major Arterials) 92 94.5 0 acres (Commercial Development) 91 94 0 acres (Mixed Use - Schools, Hospital) 90 93 0 acres (High Density Residential Development) 87 91 0 acres (Single-Family Residential Development) 81 86.5 4822 acres (Open Space) CURVE NUMBER =81.0 PZN=2.0 86.5 PZN=2.5 Average n 0.035 m 0.38 L 6.58 miles 34742 feet Lc 3.29 miles 17371 feet U/S Elev.3000 feet D/S Elev.240 feet S 419 ft/mile 0.079 ft/ft LAG TIME =0.858 hours 51.5 min SOIL GROUP D ASSUMED OTAY RANCH University Villages-Otay River Analysis O'Neal Canyon Subbasin & Reach Adjusted CN = R:\0920\Hyd\TM\DR\Calcs\HEC-HMS\HEC-HMS-EX\0920 HEC-HMS-Existing-Lag Time.xls 9/23/2022 Existing Conditions DRAINAGE 3338.0 acres AREA 5.216 mi2 PZN=2.0 PZN=2.5 98 98.5 0 acres (Major Arterials) 92 94.5 0 acres (Commercial Development) 91 94 0 acres (Mixed Use - Schools, Hospital) 90 93 0 acres (High Density Residential Development) 87 91 2237 acres (Single-Family Residential Development) 81 86.5 1101 acres (Open Space) CURVE NUMBER =85.0 PZN=2.0 89.5 PZN=2.5 Average n 0.035 m 0.38 L 5.98 miles 31574 feet Lc 2.99 miles 15787 feet U/S Elev.1600 feet D/S Elev.240 feet S 227 ft/mile 0.043 ft/ft LAG TIME =0.896 hours 53.8 min SOIL GROUP D ASSUMED OTAY RANCH University Villages-Otay River Analysis Salt Creek Subbasin & Reach Adjusted CN = Existing Conditions DRAINAGE 4028.0 acres AREA 6.294 mi2 PZN=2.0 PZN=2.5 98 98.5 0 acres (Major Arterials) 92 94.5 0 acres (Commercial Development) 91 94 0 acres (Mixed Use - Schools, Hospital) 90 93 0 acres (High Density Residential Development) 87 91 996 acres (Single-Family Residential Development) 81 86.5 3032 acres (Open Space) CURVE NUMBER =82.5 PZN=2.0 87.6 PZN=2.5 Average n 0.035 m 0.38 L 4.81 miles 25397 feet Lc 2.405 miles 12698 feet U/S Elev.940 feet D/S Elev.190 feet S 156 ft/mile 0.030 ft/ft LAG TIME =0.816 hours 49.0 min SOIL GROUP D ASSUMED OTAY RANCH University Villages-Otay River Analysis Otay River Valley Central Subbasin Adjusted CN = Existing Conditions DRAINAGE 3143.0 acres AREA 4.911 mi2 PZN=2.0 PZN=2.5 98 98.5 0 acres (Major Arterials) 92 94.5 0 acres (Commercial Development) 91 94 0 acres (Mixed Use - Schools, Hospital) 90 93 0 acres (High Density Residential Development) 87 91 1237 acres (Single-Family Residential Development) 81 86.5 1906 acres (Open Space) CURVE NUMBER =83.4 PZN=2.0 88.3 PZN=2.5 Average n 0.035 m 0.38 L 4.16 miles 21965 feet Lc 2.08 miles 10982 feet U/S Elev.600 feet D/S Elev.140 feet S 111 ft/mile 0.021 ft/ft LAG TIME =0.780 hours 46.8 min SOIL GROUP D ASSUMED OTAY RANCH University Villages-Otay River Analysis Otay River Valley West Reach Adjusted CN = Otay River Valley Proposed Condition HEC HMS Analysis Existing Conditions DRAINAGE 62024.0 acres AREA 96.913 mi2 PZN=2.0 PZN=2.5 98 98.5 0 acres (Major Arterials) 92 94.5 0 acres (Commercial Development) 91 94 0 acres (Mixed Use - Schools, Hospital) 90 93 0 acres (High Density Residential Development) 87 91 1024 acres (Single-Family Residential Development) 81 86.5 61000 acres (Open Space) CURVE NUMBER =81.1 PZN=2.0 86.6 PZN=2.5 Average n 0.035 m 0.38 L 13.51 miles 71333 ft Lc 6.755 miles 35666 ft U/S Elev.3060 feet D/S Elev.486.4 feet S 190 ft/mile 0.036 ft/ft LAG TIME =1.722 hours 103.3 min SOIL GROUP D ASSUMED OTAY RANCH University Villages-Otay River Analysis Otay Lake Subbasin & Reach Adjusted CN = R:\0920\Hyd\TM\DR\Calcs\HEC-HMS\HEC-HMS-PR\0920 HEC-HMS-Proposed-Lag Time.xls 9/23/2022 Existing Conditions DRAINAGE 0.0 acres AREA 0.000 mi2 CN = 98 0 acres (Major Arterials) CN = 92 0 acres (Commercial Development) CN = 91 0 acres (Mixed Use - Schools, Hospital) CN = 90 0 acres (High Density Residential Development) CN = 87 0 acres (Single-Family Residential Development) CN = 81 0 acres (Open Space) CURVE NUMBER =81.0 AMC=2.0 86.5 AMC=2.5 Average n 0.035 m 0.38 L 2.07 miles 10930 ft Lc 1.035 miles 5465 ft U/S Elev.486 feet D/S Elev.240 feet S 119 ft/mile 0.023 ft/ft LAG TIME =0.453 hours 27.2 min SOIL GROUP D ASSUMED OTAY RANCH VILLAGE 9 Otay River Analysis Savage Dam Spillway Reach Existing Conditions DRAINAGE 4822.0 acres AREA 7.534 mi2 PZN=2.0 PZN=2.5 98 98.5 0 acres (Major Arterials) 92 94.5 0 acres (Commercial Development) 91 94 0 acres (Mixed Use - Schools, Hospital) 90 93 0 acres (High Density Residential Development) 87 91 0 acres (Single-Family Residential Development) 81 86.5 4822 acres (Open Space) CURVE NUMBER =81.0 PZN=2.0 86.5 PZN=2.5 Average n 0.035 m 0.38 L 6.58 miles 34742 ft Lc 3.29 miles 17371 ft U/S Elev.3000 feet D/S Elev.240 feet S 419 ft/mile 0.079 ft/ft LAG TIME =0.858 hours 51.5 min SOIL GROUP D ASSUMED OTAY RANCH University Villages-Otay River Analysis O'Neal Canyon Subbasin & Reach Adjusted CN = R:\0920\Hyd\TM\DR\Calcs\HEC-HMS\HEC-HMS-PR\0920 HEC-HMS-Proposed-Lag Time.xls 9/23/2022 Existing Conditions DRAINAGE 3338.0 acres AREA 5.216 mi2 PZN=2.0 PZN=2.5 98 98.5 0 acres (Major Arterials) 92 94.5 0 acres (Commercial Development) 91 94 0 acres (Mixed Use - Schools, Hospital) 90 93 0 acres (High Density Residential Development) 87 91 2237 acres (Single-Family Residential Development) 81 86.5 1101 acres (Open Space) CURVE NUMBER =85.0 PZN=2.0 89.5 PZN=2.5 Average n 0.035 m 0.38 L 5.98 miles 31574 ft Lc 2.99 miles 15787 ft U/S Elev.1600 feet D/S Elev.240 feet S 227 ft/mile 0.043 ft/ft LAG TIME =0.896 hours 53.8 min SOIL GROUP D ASSUMED OTAY RANCH University Villages-Otay River Analysis Salt Creek Subbasin & Reach Adjusted CN = Existing Conditions DRAINAGE 4028.0 acres AREA 6.294 mi2 PZN=2.0 PZN=2.5 98 98.5 0 acres (Major Arterials) 92 94.5 0 acres (Commercial Development) 91 94 0 acres (Mixed Use - Schools, Hospital) 90 93 0 acres (High Density Residential Development) 87 91 1256 acres (Single-Family Residential Development) 81 86.5 2772 acres (Open Space) CURVE NUMBER =82.9 PZN=2.0 87.9 PZN=2.5 Average n 0.035 m 0.38 L 4.81 miles 25397 ft Lc 2.405 miles 12698 ft U/S Elev.940 feet D/S Elev.190 feet S 156 ft/mile 0.030 ft/ft LAG TIME =0.816 hours 49.0 min SOIL GROUP D ASSUMED OTAY RANCH University Villages-Otay River Analysis Otay River Valley Central Subbasin Adjusted CN = Existing Conditions DRAINAGE 3143.0 acres AREA 4.911 mi2 PZN=2.0 PZN=2.5 98 98.5 0 acres (Major Arterials) 92 94.5 0 acres (Commercial Development) 91 94 0 acres (Mixed Use - Schools, Hospital) 90 93 0 acres (High Density Residential Development) 87 91 1237 acres (Single-Family Residential Development) 81 86.5 1906 acres (Open Space) CURVE NUMBER =83.4 PZN=2.0 88.3 PZN=2.5 Average n 0.035 m 0.38 L 4.16 miles 21965 ft Lc 2.08 miles 10982 ft U/S Elev.600 feet D/S Elev.140 feet S 111 ft/mile 0.021 ft/ft LAG TIME =0.780 hours 46.8 min SOIL GROUP D ASSUMED OTAY RANCH University Villages-Otay River Analysis Otay River Valley West Reach Adjusted CN = ELEV= 140' OTAY RIVER VALLEY WEST SUBBASIN OTAY RIVER ELEV= 240' OTAY RIVER JUNCTIONOTAY RIVER VALLEY CENTRAL SUBBASIN SALT CREEK REACH LENGTH=31,590' ELEV= 486' SAVAGE DAM SALT CREEK SUBBASIN LOWER OTAY LAKE OTAY LAKE REACH LENGTH=18,720' ELEV= 486' ELEV= 486' ELEV= 1,600' OTAY LAKE NORTH SUBBASIN ELEV= 3060' OTAY LAKE EAST SUBBASIN OTAY LAKE REACH LENGTH=71,310' ELEV= 3,360' ELEV= 3,000' OTAY LAKE CENTRAL SUBBASIN SAVAGE DAM SPILLWAY REACH LENGTH=10,920' O'NEAL CANYON REACH LENGTH=34,770' ELEV= 940' O'NEAL CANYON SUBBASIN ELEV= 190' OTAY RIVER VALLEY WEST REACH LENGTH=10,940' VILLAGE 8 OUTFALL WOLF CANYON REACH LENGTH=18,370' OTAY RIVER VALLEY CENTRAL REACH LENGTH=10,520' JOHNSON CANYON REACH LENGTH=25,380' ELEV= 600' POGGI CANYON REACH EXISTING OTAY VALLEY ROAD OTAY RANCH VILLAGE 8 WEST OF 1 1 SHEETPREPARED BY: HUNSAKER& ASSOCIATES OTAY RANCH VILLAGE 8 CITY OF CHULA VISTA, CALIFORNIA PRE-DEVELOPED CONDITION HYDROLOGY EXHIBIT OTAY RIVER VALLEY HEC-HMS STUDY FOR ELEV= 486' SAVAGE DAM SALT CREEK REACH LENGTH=31,590' SALT CREEK SUBBASIN ELEV= 486' LOWER OTAY LAKE OTAY LAKE REACH LENGTH=18,720' ELEV= 486' OTAY LAKE CENTRAL SUBBASIN SAVAGE DAM SPILLWAY REACH LENGTH=10,920' O'NEAL CANYON REACH LENGTH=34,770' O'NEAL CANYON SUBBASIN OTAY RIVER VALLEY CENTRAL SUBBASIN OTAY RIVER VALLEY CENTRAL REACH* LENGTH =9,320' ELEV= 140' OTAY RIVER OTAY LAKE REACH LENGTH=71,310' OTAY LAKE NORTH SUBBASIN ELEV= 1,600' OTAY LAKE EAST SUBBASIN ELEV= 3060' ELEV= 3,360' ELEV= 3,000' OTAY RIVER JUNCTION ELEV= 240' ELEV= 940' OTAY RIVER VALLEY WEST SUBBASIN OTAY RIVER VALLEY WEST REACH LENGTH=10,940' ELEV= 190' VILLAGE 8 OUTFALL OTAY RIVER VALLEY CENTRAL REACH LENGTH=10,520' JOHNSON CANYON REACH LENGTH=25,380' ELEV= 600' WOLF CANYON REACH LENGTH=18,370' POGGI CANYON REACH OTAY RANCH VILLAGE 8 WEST EXISTING OTAY VALLEY ROAD OTAY RANCH VILLAGE 8 CITY OF CHULA VISTA, CALIFORNIA OF 1 1 SHEETPREPARED BY:DEVELOPED CONDITION HYDROLOGY EXHIBIT OTAY RIVER VALLEY HEC-HMS STUDY FORHUNSAKER& ASSOCIATES Otay Ranch Village 8-East TM Drainage Study APPENDIX B HEC-RAS STUDY FOR 100-YEAR, 24-HOUR STORM EVENT WATER SURFACE ELEVATION AT THE VILLAGE 8 EAST OUTLET CALCULATION OF VELOCITY AT OUTLET OF PROPOSED CONCRETE ENERGY DISSIPATOR (PRIOR TO RIP RAP DISSIPATION) CALCULATION OF VELOCITY DOWNSTREAM OF RIP RAP TOPOGRAPHY WAS COMILED USING PHOTOGRAMMETRIC METHOD DATE OF PHOTOGRAPHY: 12/22/2021 CONTOUR INTERVAL: 1-ft SAN DIEGO COUNTY, CALIFORNIA AND INCORPORATED AREAS COMMUNITY NAME NUMBER COMMUNITY NAME NUMBER CARLSBAD, CITY OF 060285 NATIONAL CITY, CITY OF 060293 CHULA VISTA, CITY OF 065021 OCEANSIDE, CITY OF 060294 CORONADO, CITY OF 060287 POWAY, CITY OF 060702 DEL MAR, CITY OF 060288 SAN DIEGO, CITY OF 060295 EL CAJON, CITY OF 060289 SAN DIEGO COUNTY, UNINCORPORATED AREAS 060284 ENCINITAS, CITY OF 060726 SAN MARCOS, CITY OF 060296 ESCONDIDO, CITY OF 060290 SANTEE, CITY OF 060703 IMPERIAL BEACH, CITY OF 060291 SOLANA BEACH, CITY OF 060725 LA MESA, CITY OF 060292 VISTA, CITY OF 060297 LEMON GROVE, CITY OF 060723 VOLUME 2 OF 12 REVISED: March 22, 2022 FLOOD INSURANCE STUDY NUMBER 06073CV002F Version Number 2.4.3.0 136 Table 13: Roughness Coefficients, continued Flooding Source Channel “n” Overbank “n” Loma Alta Creek 0.018-0.070 0.035-0.045 Los Penasquitos Creek 0.030-0.060 0.020-0.080 Lusardi Creek * * Mexican Canyon Creek 0.025-0.040 0.030-0.050 Moosa Creek (North Branch) * * Moosa Creek (South Branch) * * Murphy Canyon Creek 0.015-0.035 0.030-0.040 Murray Canyon Creek 0.020-0.050 0.080 Nestor Creek 0.030-0.045 0.030-0.100 North Branch Poway Creek 0.014-0.035 0.018-0.035 North Tributary to Santa Maria Creek 0.015-0.090 0.015-0.060 Olive Creek * * Otay River 0.040 0.040 Pala Mesa Golf Course * * Paradise Creek 0.016-0.030 0.018 Poggi Canyon Creek 0.013-0.050 0.050-0.040 Poway Creek 0.014-0.050 0.018-0.040 Rainbow Creek (Main Branch) * * Rainbow Creek (West Branch) * * Rattlesnake Creek 0.014-0.040 0.010-0.060 Rattlesnake Creek Split Flow at Heritage Hills 0.014-0.040 0.010-0.060 Rattlesnake Creek Split Flow at Midland Road 0.014-0.040 0.010-0.060 Reidy Creek 0.014-0.040 0.010-0.060 Rice Canyon Creek 0.013 0.013 Rose Canyon Creek 0.040 0.035-0.040 Samagutuma Creek 0.035-0.040 0.030-0.040 San Clemente Canyon Creek 0.035-0.040 0.015-0.040 San Diego River 0.025-0.125 0.030-0.125 San Dieguito River 0.030-0.035 0.030-0.045 San Elijo Creek * * village8exist.rep HEC-RAS HEC-RAS 5.0.7 March 2019 U.S. Army Corps of Engineers Hydrologic Engineering Center 609 Second Street Davis, California X X XXXXXX XXXX XXXX XX XXXX X X X X X X X X X X X X X X X X X X X XXXXXXX XXXX X XXX XXXX XXXXXX XXXX X X X X X X X X X X X X X X X X X X X X X XXXXXX XXXX X X X X XXXXX PROJECT DATA Project Title: Otay River at Village 8 Outlet Project File : village8exist.prj Run Date and Time: 9/15/2023 2:39:10 PM Project in English units Project Description: OR Village 8 HEC RAS Analysis at storm drain outlet. Existing Conditions PLAN DATA Plan Title: Plan 03 Plan File : r:\0920\Hyd\TM\DR\Calcs\HEC-RAS\V8 Exist\village8exist.p03 Geometry Title: Geom 01 Geometry File : r:\0920\Hyd\TM\DR\Calcs\HEC-RAS\V8 Exist\village8exist.g01 Flow Title : Flow 01 Flow File : r:\0920\Hyd\TM\DR\Calcs\HEC-RAS\V8 Exist\village8exist.f01 Plan Summary Information: Number of: Cross Sections = 4 Multiple Openings = 0 Culverts = 0 Inline Structures = 0 Bridges = 0 Lateral Structures = 0 Computational Information Water surface calculation tolerance = 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Mixed Flow FLOW DATA Flow Title: Flow 01 Flow File : r:\0920\Hyd\TM\DR\Calcs\HEC-RAS\V8 Exist\village8exist.f01 Page 1 village8exist.rep Flow Data (cfs) River Reach RS PF 1 Otay River 1 4330 19619.13 Boundary Conditions River Reach Profile Upstream Downstream Otay River 1 PF 1 Normal S = 0.006 Normal S = 0.006 GEOMETRY DATA Geometry Title: Geom 01 Geometry File : r:\0920\Hyd\TM\DR\Calcs\HEC-RAS\V8 Exist\village8exist.g01 CROSS SECTION RIVER: Otay River REACH: 1 RS: 4330 INPUT Description: Station Elevation Data num= 52 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 220 32 219 58.23 218 86.27 217 122.1 216 152.96 215 180.6 214 184.7 213 192 212.5 198.1 212.9 204.397 211 210 210 235.9 206 253.4 205 263.9 200 274.17 197 283.556 196 305.487 195 321.351 195 392 196 447.2 197 486.2 197 505.396 195 507.2 194.11 537.16 194.11 541.859 195 541.859 197 548.33 197 592.166 196.22 642.274 198 693.024 198 727.022 198 801.938 197 826.53 196 838.17 195 853.36 194 867.24 193 982.19 193 1094.44 198 1103 199 1130 199 1164.67 196 1166.67 195.2 1236 195.2 1238.45 196 1395 196 1444 197 1449 200 1469.52 205 1492.3 206 1601 219.384 1606 220 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 180.6 .04 1601 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 180.6 1601 62.36 60 67 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 199.42 Element Left OB Channel Right OB Vel Head (ft) 0.50 Wt. n-Val. 0.040 W.S. Elev (ft) 198.92 Reach Len. (ft) 62.36 60.00 67.00 Crit W.S. (ft) 197.94 Flow Area (sq ft) 3444.03 E.G. Slope (ft/ft) 0.005479 Area (sq ft) 3444.03 Q Total (cfs) 19619.13 Flow (cfs) 19619.13 Top Width (ft) 1150.99 Top Width (ft) 1150.99 Vel Total (ft/s) 5.70 Avg. Vel. (ft/s) 5.70 Max Chl Dpth (ft) 5.92 Hydr. Depth (ft) 2.99 Conv. Total (cfs) 265041.4 Conv. (cfs) 265041.4 Length Wtd. (ft) 60.00 Wetted Per. (ft) 1155.05 Min Ch El (ft) 193.00 Shear (lb/sq ft) 1.02 Alpha 1.00 Stream Power (lb/ft s) 5.81 Frctn Loss (ft) 0.38 Cum Volume (acre-ft) 259.00 C & E Loss (ft) 0.01 Cum SA (acres) 84.52 Page 2 village8exist.rep Warning: Divided flow computed for this cross-section. CROSS SECTION RIVER: Otay River REACH: 1 RS: 4270 INPUT Description: Station Elevation Data num= 38 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 220 137.77 215 180.25 210 208 205 222.3 203 232 200 258.07 195 296.54 195 360.96 196 462.9 196 469.2 195 472.32 194.11 484.7 194.11 486.2 195 490 196 496.23 197 521.3 197 569 197 678 195 680 194.5 916 194.5 918.4 195 947.3 196 1021 196 1034 194.5 1046 196 1100.7 196 1154 196 1273.83 196.6 1322.56 197 1339.326 197 1355.9 196 1382.5 196 1418.27 197 1429 200 1439 205 1552 219.584 1552.9 219.7 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 0 .04 1552 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 0 1552 2887 3220 3475 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 199.03 Element Left OB Channel Right OB Vel Head (ft) 0.60 Wt. n-Val. 0.040 W.S. Elev (ft) 198.43 Reach Len. (ft) 2887.00 3220.00 3475.00 Crit W.S. (ft) Flow Area (sq ft) 3162.92 E.G. Slope (ft/ft) 0.007529 Area (sq ft) 3162.92 Q Total (cfs) 19619.13 Flow (cfs) 19619.13 Top Width (ft) 1183.23 Top Width (ft) 1183.23 Vel Total (ft/s) 6.20 Avg. Vel. (ft/s) 6.20 Max Chl Dpth (ft) 4.32 Hydr. Depth (ft) 2.67 Conv. Total (cfs) 226110.4 Conv. (cfs) 226110.4 Length Wtd. (ft) 3220.00 Wetted Per. (ft) 1184.80 Min Ch El (ft) 194.11 Shear (lb/sq ft) 1.25 Alpha 1.00 Stream Power (lb/ft s) 7.78 Frctn Loss (ft) 17.23 Cum Volume (acre-ft) 254.45 C & E Loss (ft) 0.04 Cum SA (acres) 82.91 Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Otay River REACH: 1 RS: 1050 INPUT Description: Station Elevation Data num= 41 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 200 11.8 195 20.5 190 27.03 188 33.83 187.5 40 188 41.65 188 44.25 187 48.8 185 53.61 183 58.55 182 81.1 182 130.14 182 140.12 180 152.16 178 200.25 178 349.8 178 362.4 177.9 385.4 178 411 178 461 178 500.5 177 540.6 177 728.8 177 820.83 178 834.9 178 884.9 178 996 178 1064.6 177.14 1087.15 177.14 1101.7 180 1131.77 180 1140.3 178 1142.2 177.17 1159.2 180 1171.72 186 1215 189.492 1221.3 190 1240.3 195 1251 199.115 Page 3 village8exist.rep 1252 199.5 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 0 .04 1251 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 0 1251 51 50 50 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 181.76 Element Left OB Channel Right OB Vel Head (ft) 0.46 Wt. n-Val. 0.040 W.S. Elev (ft) 181.30 Reach Len. (ft) 51.00 50.00 50.00 Crit W.S. (ft) Flow Area (sq ft) 3615.68 E.G. Slope (ft/ft) 0.003998 Area (sq ft) 3615.68 Q Total (cfs) 19619.13 Flow (cfs) 19619.13 Top Width (ft) 1028.28 Top Width (ft) 1028.28 Vel Total (ft/s) 5.43 Avg. Vel. (ft/s) 5.43 Max Chl Dpth (ft) 4.30 Hydr. Depth (ft) 3.52 Conv. Total (cfs) 310275.2 Conv. (cfs) 310275.2 Length Wtd. (ft) 50.00 Wetted Per. (ft) 1029.81 Min Ch El (ft) 177.00 Shear (lb/sq ft) 0.88 Alpha 1.00 Stream Power (lb/ft s) 4.76 Frctn Loss (ft) 0.24 Cum Volume (acre-ft) 3.90 C & E Loss (ft) 0.01 Cum SA (acres) 1.18 CROSS SECTION RIVER: Otay River REACH: 1 RS: 1000 INPUT Description: Station Elevation Data num= 32 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 200 12 195 22.12 190 25 188 31.63 187.4 37.72 188 48.04 185 55.26 183 59.1 182 79.1 182 131.37 182 139.2 180 151.2 178 339.85 178 357.4 177.9 378.38 178 442.45 178 474.5 177 520.55 176.6 564.2 177 596.61 177 751.79 178 832.87 178 844.87 178 877 179 951 180 970 177.14 1146.18 177.14 1159.41 183 1174.2 185 1208 186.7 1262 200 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 0 .04 1262 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 0 1262 0 0 0 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 181.50 Element Left OB Channel Right OB Vel Head (ft) 0.59 Wt. n-Val. 0.040 W.S. Elev (ft) 180.91 Reach Len. (ft) Crit W.S. (ft) 180.03 Flow Area (sq ft) 3188.01 E.G. Slope (ft/ft) 0.006009 Area (sq ft) 3188.01 Q Total (cfs) 19619.13 Flow (cfs) 19619.13 Top Width (ft) 1019.07 Top Width (ft) 1019.07 Vel Total (ft/s) 6.15 Avg. Vel. (ft/s) 6.15 Max Chl Dpth (ft) 4.31 Hydr. Depth (ft) 3.13 Conv. Total (cfs) 253095.6 Conv. (cfs) 253095.6 Length Wtd. (ft) Wetted Per. (ft) 1020.41 Min Ch El (ft) 176.60 Shear (lb/sq ft) 1.17 Alpha 1.00 Stream Power (lb/ft s) 7.21 Frctn Loss (ft) Cum Volume (acre-ft) Page 4 village8exist.rep C & E Loss (ft) Cum SA (acres) SUMMARY OF MANNING'S N VALUES River:Otay River Reach River Sta. n1 n2 n3 1 4330 .04 .04 .04 1 4270 .04 .04 .04 1 1050 .04 .04 .04 1 1000 .04 .04 .04 SUMMARY OF REACH LENGTHS River: Otay River Reach River Sta. Left Channel Right 1 4330 62.36 60 67 1 4270 2887 3220 3475 1 1050 51 50 50 1 1000 0 0 0 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: Otay River Reach River Sta. Contr. Expan. 1 4330 .1 .3 1 4270 .1 .3 1 1050 .1 .3 1 1000 .1 .3 Page 5 HEC-RAS Plan: Plan 03 River: Otay River Reach: 1 Profile: PF 1 Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S.E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) 1 1000 PF 1 19619.13 176.60 180.91 180.03 181.50 0.006009 6.15 3188.01 1019.07 0.61 1 1050 PF 1 19619.13 177.00 181.30 181.76 0.003998 5.43 3615.68 1028.28 0.51 1 4270 PF 1 19619.13 194.11 198.43 199.03 0.007529 6.20 3162.92 1183.23 0.67 1 4330 PF 1 19619.13 193.00 198.92 197.94 199.42 0.005479 5.70 3444.03 1150.99 0.58 VILLAGE 8 EAST EXISTING CONDITIONS Plan: Plan 03 Otay River 1 RS: 4330 Profile: PF 1 E.G. Elev (ft)199.42 Element Left OB Channel Right OB Vel Head (ft)0.50 Wt. n-Val.0.040 W.S. Elev (ft)198.92 Reach Len. (ft)62.36 60.00 67.00 Crit W.S. (ft)197.94 Flow Area (sq ft)3444.03 E.G. Slope (ft/ft)0.005479 Area (sq ft)3444.03 Q Total (cfs)19619.13 Flow (cfs)19619.13 Top Width (ft)1150.99 Top Width (ft)1150.99 Vel Total (ft/s)5.70 Avg. Vel. (ft/s)5.70 Max Chl Dpth (ft)5.92 Hydr. Depth (ft)2.99 Conv. Total (cfs)265041.4 Conv. (cfs)265041.4 Length Wtd. (ft)60.00 Wetted Per. (ft)1155.05 Min Ch El (ft)193.00 Shear (lb/sq ft)1.02 Alpha 1.00 Stream Power (lb/ft s)5.81 Frctn Loss (ft)0.38 Cum Volume (acre-ft)259.00 C & E Loss (ft)0.01 Cum SA (acres)84.52 Plan: Plan 03 Otay River 1 RS: 4270 Profile: PF 1 E.G. Elev (ft)199.03 Element Left OB Channel Right OB Vel Head (ft)0.60 Wt. n-Val.0.040 W.S. Elev (ft)198.43 Reach Len. (ft)2887.00 3220.00 3475.00 Crit W.S. (ft) Flow Area (sq ft)3162.92 E.G. Slope (ft/ft)0.007529 Area (sq ft)3162.92 Q Total (cfs)19619.13 Flow (cfs)19619.13 Top Width (ft)1183.23 Top Width (ft)1183.23 Vel Total (ft/s)6.20 Avg. Vel. (ft/s)6.20 Max Chl Dpth (ft)4.32 Hydr. Depth (ft)2.67 Conv. Total (cfs)226110.4 Conv. (cfs)226110.4 Length Wtd. (ft)3220.00 Wetted Per. (ft)1184.80 Min Ch El (ft)194.11 Shear (lb/sq ft)1.25 Alpha 1.00 Stream Power (lb/ft s)7.78 Frctn Loss (ft)17.23 Cum Volume (acre-ft)254.45 C & E Loss (ft)0.04 Cum SA (acres)82.91 Plan: Plan 03 Otay River 1 RS: 1050 Profile: PF 1 E.G. Elev (ft)181.76 Element Left OB Channel Right OB Vel Head (ft)0.46 Wt. n-Val.0.040 W.S. Elev (ft)181.30 Reach Len. (ft)51.00 50.00 50.00 Crit W.S. (ft) Flow Area (sq ft)3615.68 Plan: Plan 03 Otay River 1 RS: 1050 Profile: PF 1 (Continued) E.G. Slope (ft/ft)0.003998 Area (sq ft)3615.68 Q Total (cfs)19619.13 Flow (cfs)19619.13 Top Width (ft)1028.28 Top Width (ft)1028.28 Vel Total (ft/s)5.43 Avg. Vel. (ft/s)5.43 Max Chl Dpth (ft)4.30 Hydr. Depth (ft)3.52 Conv. Total (cfs)310275.2 Conv. (cfs)310275.2 Length Wtd. (ft)50.00 Wetted Per. (ft)1029.81 Min Ch El (ft)177.00 Shear (lb/sq ft)0.88 Alpha 1.00 Stream Power (lb/ft s)4.76 Frctn Loss (ft)0.24 Cum Volume (acre-ft)3.90 C & E Loss (ft)0.01 Cum SA (acres)1.18 Plan: Plan 03 Otay River 1 RS: 1000 Profile: PF 1 E.G. Elev (ft)181.50 Element Left OB Channel Right OB Vel Head (ft)0.59 Wt. n-Val.0.040 W.S. Elev (ft)180.91 Reach Len. (ft) Crit W.S. (ft)180.03 Flow Area (sq ft)3188.01 E.G. Slope (ft/ft)0.006009 Area (sq ft)3188.01 Q Total (cfs)19619.13 Flow (cfs)19619.13 Top Width (ft)1019.07 Top Width (ft)1019.07 Vel Total (ft/s)6.15 Avg. Vel. (ft/s)6.15 Max Chl Dpth (ft)4.31 Hydr. Depth (ft)3.13 Conv. Total (cfs)253095.6 Conv. (cfs)253095.6 Length Wtd. (ft) Wetted Per. (ft)1020.41 Min Ch El (ft)176.60 Shear (lb/sq ft)1.17 Alpha 1.00 Stream Power (lb/ft s)7.21 Frctn Loss (ft) Cum Volume (acre-ft) C & E Loss (ft) Cum SA (acres) 0 200 400 600 800 1000 1200 1400 175 180 185 190 195 200 Otay River at Village 8 Outlet Plan: Plan 03 9/15/2023 Geom: Geom 01 RS = 1000 Station (ft) El e v a t i o n ( f t ) Legend EG PF 1 WS PF 1 Crit PF 1 Ground Bank Sta .04 0 200 400 600 800 1000 1200 1400 1600 1800 190 195 200 205 210 215 220 Otay River at Village 8 Outlet Plan: Plan 03 9/15/2023 Geom: Geom 01 RS = 4330 Station (ft) El e v a t i o n ( f t ) Legend EG PF 1 WS PF 1 Crit PF 1 Ground Bank Sta .04 .04 . 0 4 0 200 400 600 800 1000 1200 1400 1600 190 195 200 205 210 215 220 Otay River at Village 8 Outlet Plan: Plan 03 9/15/2023 Geom: Geom 01 RS = 4270 Station (ft) El e v a t i o n ( f t ) Legend EG PF 1 WS PF 1 Ground Bank Sta .04 . 0 4 0 200 400 600 800 1000 1200 1400 175 180 185 190 195 200 Otay River at Village 8 Outlet Plan: Plan 03 9/15/2023 Geom: Geom 01 RS = 1050 Station (ft) El e v a t i o n ( f t ) Legend EG PF 1 WS PF 1 Ground Bank Sta .04 . 0 4 village8PR (1).rep HEC-RAS HEC-RAS 5.0.7 March 2019 U.S. Army Corps of Engineers Hydrologic Engineering Center 609 Second Street Davis, California X X XXXXXX XXXX XXXX XX XXXX X X X X X X X X X X X X X X X X X X X XXXXXXX XXXX X XXX XXXX XXXXXX XXXX X X X X X X X X X X X X X X X X X X X X X XXXXXX XXXX X X X X XXXXX PROJECT DATA Project Title: Otay River at Village 8 Outlet Project File : village8PR (1).prj Run Date and Time: 9/15/2023 2:19:47 PM Project in English units Project Description: OR Village 8 HEC RAS Analysis at storm drain outlet. Proposed Conditions PLAN DATA Plan Title: Plan 03 Plan File : r:\0920\Hyd\TM\DR\Calcs\HEC-RAS\V8 Proposed\village8PR (1).p03 Geometry Title: Geom 01 Geometry File : r:\0920\Hyd\TM\DR\Calcs\HEC-RAS\V8 Proposed\village8PR (1).g01 Flow Title : Flow 01 Flow File : r:\0920\Hyd\TM\DR\Calcs\HEC-RAS\V8 Proposed\village8PR (1).f01 Plan Summary Information: Number of: Cross Sections = 4 Multiple Openings = 0 Culverts = 0 Inline Structures = 0 Bridges = 0 Lateral Structures = 0 Computational Information Water surface calculation tolerance = 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Mixed Flow FLOW DATA Flow Title: Flow 01 Flow File : r:\0920\Hyd\TM\DR\Calcs\HEC-RAS\V8 Proposed\village8PR (1).f01 Page 1 village8PR (1).rep Flow Data (cfs) River Reach RS PF 1 Otay River 1 4330 19625.37 Boundary Conditions River Reach Profile Upstream Downstream Otay River 1 PF 1 Normal S = 0.006 Normal S = 0.006 GEOMETRY DATA Geometry Title: Geom 01 Geometry File : r:\0920\Hyd\TM\DR\Calcs\HEC-RAS\V8 Proposed\village8PR (1).g01 CROSS SECTION RIVER: Otay River REACH: 1 RS: 4330 INPUT Description: Station Elevation Data num= 52 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 220 32 219 58.23 218 86.27 217 122.1 216 152.96 215 180.6 214 184.7 213 192 212.5 198.1 212.9 204.397 211 210 210 235.9 206 253.4 205 263.9 200 274.17 197 283.556 196 305.487 195 321.351 195 392 196 447.2 197 486.2 197 505.396 195 507.2 194.11 537.16 194.11 541.859 195 541.859 197 548.33 197 592.166 196.22 642.274 198 693.024 198 727.022 198 801.938 197 826.53 196 838.17 195 853.36 194 867.24 193 982.19 193 1094.44 198 1103 199 1130 199 1164.67 196 1166.67 195.2 1236 195.2 1238.45 196 1395 196 1444 197 1449 200 1469.52 205 1492.3 206 1601 219.384 1606 220 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 180.6 .04 1601 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 180.6 1601 62.36 60 67 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 199.43 Element Left OB Channel Right OB Vel Head (ft) 0.50 Wt. n-Val. 0.040 W.S. Elev (ft) 198.92 Reach Len. (ft) 62.36 60.00 67.00 Crit W.S. (ft) 197.94 Flow Area (sq ft) 3444.66 E.G. Slope (ft/ft) 0.005480 Area (sq ft) 3444.66 Q Total (cfs) 19625.37 Flow (cfs) 19625.37 Top Width (ft) 1151.01 Top Width (ft) 1151.01 Vel Total (ft/s) 5.70 Avg. Vel. (ft/s) 5.70 Max Chl Dpth (ft) 5.92 Hydr. Depth (ft) 2.99 Conv. Total (cfs) 265120.3 Conv. (cfs) 265120.3 Length Wtd. (ft) 60.00 Wetted Per. (ft) 1155.06 Min Ch El (ft) 193.00 Shear (lb/sq ft) 1.02 Alpha 1.00 Stream Power (lb/ft s) 5.81 Frctn Loss (ft) 0.38 Cum Volume (acre-ft) 259.05 C & E Loss (ft) 0.01 Cum SA (acres) 84.52 Page 2 village8PR (1).rep Warning: Divided flow computed for this cross-section. CROSS SECTION RIVER: Otay River REACH: 1 RS: 4270 INPUT Description: Station Elevation Data num= 38 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 220 137.77 215 180.25 210 208 205 222.3 203 232 200 258.07 195 296.54 195 360.96 196 462.9 196 469.2 195 472.32 194.11 484.7 194.11 486.2 195 490 196 496.23 197 521.3 197 569 197 678 195 680 194.5 916 194.5 918.4 195 947.3 196 1021 196 1034 194.5 1046 196 1100.7 196 1154 196 1273.83 196.6 1322.56 197 1339.326 197 1355.9 196 1382.5 196 1418.27 197 1429 200 1439 205 1552 219.584 1552.9 219.7 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 0 .04 1552 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 0 1552 2887 3220 3475 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 199.03 Element Left OB Channel Right OB Vel Head (ft) 0.60 Wt. n-Val. 0.040 W.S. Elev (ft) 198.43 Reach Len. (ft) 2887.00 3220.00 3475.00 Crit W.S. (ft) Flow Area (sq ft) 3163.57 E.G. Slope (ft/ft) 0.007528 Area (sq ft) 3163.57 Q Total (cfs) 19625.37 Flow (cfs) 19625.37 Top Width (ft) 1183.24 Top Width (ft) 1183.24 Vel Total (ft/s) 6.20 Avg. Vel. (ft/s) 6.20 Max Chl Dpth (ft) 4.32 Hydr. Depth (ft) 2.67 Conv. Total (cfs) 226187.1 Conv. (cfs) 226187.1 Length Wtd. (ft) 3220.00 Wetted Per. (ft) 1184.80 Min Ch El (ft) 194.11 Shear (lb/sq ft) 1.25 Alpha 1.00 Stream Power (lb/ft s) 7.79 Frctn Loss (ft) 17.23 Cum Volume (acre-ft) 254.49 C & E Loss (ft) 0.04 Cum SA (acres) 82.91 Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Otay River REACH: 1 RS: 1050 INPUT Description: Station Elevation Data num= 41 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 200 11.8 195 20.5 190 27.03 188 33.83 187.5 40 188 41.65 188 44.25 187 48.8 185 53.61 183 58.55 182 81.1 182 130.14 182 140.12 180 152.16 178 200.25 178 349.8 178 362.4 177.9 385.4 178 411 178 461 178 500.5 177 540.6 177 728.8 177 820.83 178 834.9 178 884.9 178 996 178 1064.6 177.14 1087.15 177.14 1101.7 180 1131.77 180 1140.3 178 1142.2 177.17 1159.2 180 1171.72 186 1215 189.492 1221.3 190 1240.3 195 1251 199.115 Page 3 village8PR (1).rep 1252 199.5 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 0 .04 1251 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 0 1251 51 50 50 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 181.76 Element Left OB Channel Right OB Vel Head (ft) 0.46 Wt. n-Val. 0.040 W.S. Elev (ft) 181.30 Reach Len. (ft) 51.00 50.00 50.00 Crit W.S. (ft) Flow Area (sq ft) 3616.34 E.G. Slope (ft/ft) 0.003998 Area (sq ft) 3616.34 Q Total (cfs) 19625.37 Flow (cfs) 19625.37 Top Width (ft) 1028.29 Top Width (ft) 1028.29 Vel Total (ft/s) 5.43 Avg. Vel. (ft/s) 5.43 Max Chl Dpth (ft) 4.30 Hydr. Depth (ft) 3.52 Conv. Total (cfs) 310368.4 Conv. (cfs) 310368.4 Length Wtd. (ft) 50.00 Wetted Per. (ft) 1029.82 Min Ch El (ft) 177.00 Shear (lb/sq ft) 0.88 Alpha 1.00 Stream Power (lb/ft s) 4.76 Frctn Loss (ft) 0.24 Cum Volume (acre-ft) 3.91 C & E Loss (ft) 0.01 Cum SA (acres) 1.18 CROSS SECTION RIVER: Otay River REACH: 1 RS: 1000 INPUT Description: Station Elevation Data num= 32 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 200 12 195 22.12 190 25 188 31.63 187.4 37.72 188 48.04 185 55.26 183 59.1 182 79.1 182 131.37 182 139.2 180 151.2 178 339.85 178 357.4 177.9 378.38 178 442.45 178 474.5 177 520.55 176.6 564.2 177 596.61 177 751.79 178 832.87 178 844.87 178 877 179 951 180 970 177.14 1146.18 177.14 1159.41 183 1174.2 185 1208 186.7 1262 200 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 0 .04 1262 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 0 1262 0 0 0 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 181.50 Element Left OB Channel Right OB Vel Head (ft) 0.59 Wt. n-Val. 0.040 W.S. Elev (ft) 180.91 Reach Len. (ft) Crit W.S. (ft) 180.04 Flow Area (sq ft) 3188.63 E.G. Slope (ft/ft) 0.006009 Area (sq ft) 3188.63 Q Total (cfs) 19625.37 Flow (cfs) 19625.37 Top Width (ft) 1019.08 Top Width (ft) 1019.08 Vel Total (ft/s) 6.15 Avg. Vel. (ft/s) 6.15 Max Chl Dpth (ft) 4.31 Hydr. Depth (ft) 3.13 Conv. Total (cfs) 253177.3 Conv. (cfs) 253177.3 Length Wtd. (ft) Wetted Per. (ft) 1020.41 Min Ch El (ft) 176.60 Shear (lb/sq ft) 1.17 Alpha 1.00 Stream Power (lb/ft s) 7.21 Frctn Loss (ft) Cum Volume (acre-ft) Page 4 village8PR (1).rep C & E Loss (ft) Cum SA (acres) SUMMARY OF MANNING'S N VALUES River:Otay River Reach River Sta. n1 n2 n3 1 4330 .04 .04 .04 1 4270 .04 .04 .04 1 1050 .04 .04 .04 1 1000 .04 .04 .04 SUMMARY OF REACH LENGTHS River: Otay River Reach River Sta. Left Channel Right 1 4330 62.36 60 67 1 4270 2887 3220 3475 1 1050 51 50 50 1 1000 0 0 0 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: Otay River Reach River Sta. Contr. Expan. 1 4330 .1 .3 1 4270 .1 .3 1 1050 .1 .3 1 1000 .1 .3 Page 5 HEC-RAS Plan: Plan 03 River: Otay River Reach: 1 Profile: PF 1 Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S.E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) 1 1000 PF 1 19625.37 176.60 180.91 180.04 181.50 0.006009 6.15 3188.63 1019.08 0.61 1 1050 PF 1 19625.37 177.00 181.30 181.76 0.003998 5.43 3616.34 1028.29 0.51 1 4270 PF 1 19625.37 194.11 198.43 199.03 0.007528 6.20 3163.57 1183.24 0.67 1 4330 PF 1 19625.37 193.00 198.92 197.94 199.43 0.005480 5.70 3444.66 1151.01 0.58 VILLAGE 8 EAST PROPOSED CONDITIONS Plan: Plan 03 Otay River 1 RS: 4330 Profile: PF 1 E.G. Elev (ft)199.43 Element Left OB Channel Right OB Vel Head (ft)0.50 Wt. n-Val.0.040 W.S. Elev (ft)198.92 Reach Len. (ft)62.36 60.00 67.00 Crit W.S. (ft)197.94 Flow Area (sq ft)3444.66 E.G. Slope (ft/ft)0.005480 Area (sq ft)3444.66 Q Total (cfs)19625.37 Flow (cfs)19625.37 Top Width (ft)1151.01 Top Width (ft)1151.01 Vel Total (ft/s)5.70 Avg. Vel. (ft/s)5.70 Max Chl Dpth (ft)5.92 Hydr. Depth (ft)2.99 Conv. Total (cfs)265120.3 Conv. (cfs)265120.3 Length Wtd. (ft)60.00 Wetted Per. (ft)1155.06 Min Ch El (ft)193.00 Shear (lb/sq ft)1.02 Alpha 1.00 Stream Power (lb/ft s)5.81 Frctn Loss (ft)0.38 Cum Volume (acre-ft)259.05 C & E Loss (ft)0.01 Cum SA (acres)84.52 Plan: Plan 03 Otay River 1 RS: 4270 Profile: PF 1 E.G. Elev (ft)199.03 Element Left OB Channel Right OB Vel Head (ft)0.60 Wt. n-Val.0.040 W.S. Elev (ft)198.43 Reach Len. (ft)2887.00 3220.00 3475.00 Crit W.S. (ft) Flow Area (sq ft)3163.57 E.G. Slope (ft/ft)0.007528 Area (sq ft)3163.57 Q Total (cfs)19625.37 Flow (cfs)19625.37 Top Width (ft)1183.24 Top Width (ft)1183.24 Vel Total (ft/s)6.20 Avg. Vel. (ft/s)6.20 Max Chl Dpth (ft)4.32 Hydr. Depth (ft)2.67 Conv. Total (cfs)226187.1 Conv. (cfs)226187.1 Length Wtd. (ft)3220.00 Wetted Per. (ft)1184.80 Min Ch El (ft)194.11 Shear (lb/sq ft)1.25 Alpha 1.00 Stream Power (lb/ft s)7.79 Frctn Loss (ft)17.23 Cum Volume (acre-ft)254.49 C & E Loss (ft)0.04 Cum SA (acres)82.91 Plan: Plan 03 Otay River 1 RS: 1050 Profile: PF 1 E.G. Elev (ft)181.76 Element Left OB Channel Right OB Vel Head (ft)0.46 Wt. n-Val.0.040 W.S. Elev (ft)181.30 Reach Len. (ft)51.00 50.00 50.00 Crit W.S. (ft) Flow Area (sq ft)3616.34 Plan: Plan 03 Otay River 1 RS: 1050 Profile: PF 1 (Continued) E.G. Slope (ft/ft)0.003998 Area (sq ft)3616.34 Q Total (cfs)19625.37 Flow (cfs)19625.37 Top Width (ft)1028.29 Top Width (ft)1028.29 Vel Total (ft/s)5.43 Avg. Vel. (ft/s)5.43 Max Chl Dpth (ft)4.30 Hydr. Depth (ft)3.52 Conv. Total (cfs)310368.4 Conv. (cfs)310368.4 Length Wtd. (ft)50.00 Wetted Per. (ft)1029.82 Min Ch El (ft)177.00 Shear (lb/sq ft)0.88 Alpha 1.00 Stream Power (lb/ft s)4.76 Frctn Loss (ft)0.24 Cum Volume (acre-ft)3.91 C & E Loss (ft)0.01 Cum SA (acres)1.18 Plan: Plan 03 Otay River 1 RS: 1000 Profile: PF 1 E.G. Elev (ft)181.50 Element Left OB Channel Right OB Vel Head (ft)0.59 Wt. n-Val.0.040 W.S. Elev (ft)180.91 Reach Len. (ft) Crit W.S. (ft)180.04 Flow Area (sq ft)3188.63 E.G. Slope (ft/ft)0.006009 Area (sq ft)3188.63 Q Total (cfs)19625.37 Flow (cfs)19625.37 Top Width (ft)1019.08 Top Width (ft)1019.08 Vel Total (ft/s)6.15 Avg. Vel. (ft/s)6.15 Max Chl Dpth (ft)4.31 Hydr. Depth (ft)3.13 Conv. Total (cfs)253177.3 Conv. (cfs)253177.3 Length Wtd. (ft) Wetted Per. (ft)1020.41 Min Ch El (ft)176.60 Shear (lb/sq ft)1.17 Alpha 1.00 Stream Power (lb/ft s)7.21 Frctn Loss (ft) Cum Volume (acre-ft) C & E Loss (ft) Cum SA (acres) 0 200 400 600 800 1000 1200 1400 175 180 185 190 195 200 Otay River at Village 8 Outlet Plan: Plan 03 9/15/2023 Geom: Geom 01 RS = 1000 Station (ft) El e v a t i o n ( f t ) Legend EG PF 1 WS PF 1 Crit PF 1 Ground Bank Sta .04 0 200 400 600 800 1000 1200 1400 1600 1800 190 195 200 205 210 215 220 Otay River at Village 8 Outlet Plan: Plan 03 9/15/2023 Geom: Geom 01 RS = 4330 Station (ft) El e v a t i o n ( f t ) Legend EG PF 1 WS PF 1 Crit PF 1 Ground Bank Sta .04 .04 . 0 4 0 200 400 600 800 1000 1200 1400 1600 190 195 200 205 210 215 220 Otay River at Village 8 Outlet Plan: Plan 03 9/15/2023 Geom: Geom 01 RS = 4270 Station (ft) El e v a t i o n ( f t ) Legend EG PF 1 WS PF 1 Ground Bank Sta .04 . 0 4 0 200 400 600 800 1000 1200 1400 175 180 185 190 195 200 Otay River at Village 8 Outlet Plan: Plan 03 9/15/2023 Geom: Geom 01 RS = 1050 Station (ft) El e v a t i o n ( f t ) Legend EG PF 1 WS PF 1 Ground Bank Sta .04 . 0 4 Otay Ranch Village 8-East TM Drainage Study APPENDIX C GEOLOGIC MAPS AND SUBDRAIN OUTLET HEADWALL DETAIL OTAY RANCH VILLAGE 8 IMPACT BASIN AT OTAY RIVER - EAST OUTLET (78" RCP) ENERGY DISSIPATOR - IMPACT BASIN CALCULATIONS (APWA Standard Plan 384-1) Given : Q =774.35 cfs d =78 " RCP W w =62.4 pcf Hv = v2/(2g) Then : A =33.18 sq. ft. v =23.34 fps for full pipe flow Hv =8.456 ft. IMPACT =Hv x Ww =527.6 psf <600 psf for W=14 feet; OK Therefore: Use basin width, W =14 feet length of riprap = 4 x d =26.0 feet Size riprap based on velocity over end sill: weir eqn:Q = CLH1.5; C = 3.3 per Table 5-3 of King's Handbook H =(Q/CL)2/3 H =6.549 feet Then : A =92 sq. ft. v =8.445 fps See riprap sizing spreadsheet for sizing based upon this velocity. 9/15/2023 R:\0920\Hyd\TM\DR\Calcs\Excel\Impact Basin.xls OTAY RANCH VILLAGE 8 IMPACT BASIN AT OTAY RIVER - WEST OUTLET (60" RCP) ENERGY DISSIPATOR - IMPACT BASIN CALCULATIONS (APWA Standard Plan 384-1) Given : Q = 401 cfs d = 60 " RCP W w = 62.4 pcf Hv = v2/(2g) Then : A = 19.6 sq. ft. v = 20.4 fps for full pipe flow Hv = 6.46 ft. IMPACT = Hv x W w = 403 psf < psf for W= 10 feet; OK Therefore: Use basin width, W =10 feet length of riprap = 4 x d =20.00 feet Size riprap based on velocity over end sill: weir eqn:Q = CLH1.5; C = 3.3 per Table 5-3 of King's Handbook H =(Q/CL)2/3 H =5.28 feet Then : A =53 sq. ft. v =7.58 fps See riprap sizing spreadsheet for sizing based upon this velocity. 7/3/2023 R:\0920\Hyd\TM\DR\Calcs\Excel\Impact Basin.xls these values are preliminary estimates. Design of this out - let location is begin designed with Village 8 West by others. East Outfall HEC-RAS Plan: Plan 01 River: Village 8 Rip ra Reach: Outlet Profile: PF 1 Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S.E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) Outlet 100 PF 1 774.35 100.00 104.30 102.95 104.77 0.007319 5.49 140.92 42.55 0.53 Outlet 114 PF 1 774.35 100.07 104.28 104.95 0.011271 6.56 118.07 37.62 0.65 Outlet 128 PF 1 774.35 100.14 104.21 105.25 0.019606 8.19 94.49 32.48 0.85 Outlet 128 114 100 Some schematic data outside default extents (see View/Set Schematic Plot Extents...) Otay Ranch Village 8-East TM Drainage Study APPENDIX C GEOLOGIC MAPS AND SUBDRAIN OUTLET HEADWALL DETAIL Otay Ranch Village 8-East TM Drainage Study APPENDIX D VILLAGE 8 WEST REFERENCE DRAINAGE REPORT Otay Ranch Village 8 West Otay River – Q50 97 ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 197.96 DOWNSTREAM(FEET) = 185.16 FLOW LENGTH(FEET) = 93.42 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 42.30 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 306.14 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 21.46 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 581.00 = 6889.35 FEET. **************************************************************************** FLOW PROCESS FROM NODE 581.00 TO NODE 582.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 184.16 DOWNSTREAM(FEET) = 181.43 FLOW LENGTH(FEET) = 53.82 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 38.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 28.59 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 306.14 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 21.50 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 582.00 = 6943.17 FEET. **************************************************************************** FLOW PROCESS FROM NODE 582.00 TO NODE 583.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 181.10 DOWNSTREAM(FEET) = 179.66 FLOW LENGTH(FEET) = 37.18 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 39.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 25.97 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 306.14 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 21.52 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 583.00 = 6980.35 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 181.2 TC(MIN.) = 21.52 PEAK FLOW RATE(CFS) = 306.14 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS TOTAL TO OTAY RIVER Q50 = 306.14 CFS Otay Ranch Village 8 West Otay River – Q100 97 FLOW LENGTH(FEET) = 93.42 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 42.95 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 347.24 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 21.34 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 581.00 = 6889.35 FEET. **************************************************************************** FLOW PROCESS FROM NODE 581.00 TO NODE 582.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 184.16 DOWNSTREAM(FEET) = 181.43 FLOW LENGTH(FEET) = 53.82 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 39.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 29.70 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 347.24 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 21.37 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 582.00 = 6943.17 FEET. **************************************************************************** FLOW PROCESS FROM NODE 582.00 TO NODE 583.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 181.10 DOWNSTREAM(FEET) = 179.66 FLOW LENGTH(FEET) = 37.18 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 40.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 26.91 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 347.24 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 21.39 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 583.00 = 6980.35 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 181.2 TC(MIN.) = 21.39 PEAK FLOW RATE(CFS) = 347.24 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS TOTAL TO OTAY RIVER Q = 347.24 CFS